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TRAFFIC STUDIES - WITCH HILL RESIDENTIAL SUBDIVISION & TRI-CITY SALES/CVS PHARMACY DEVELOPMENT
r 1 � Abend Associates Traffic& Transportation Planning Services ' TECHNICAL MEMORANDUM ' From: Michael R. Abend ' Date: October 7, 2004 SUBJECT: TRAFFIC IMPACT ASSESSMENT ' WITCH HILL RESIDENTIAL SUBDIVISION SALEM, MASSACHUSETTS INTRODUCTION This memorandum provides an assessment of the expected traffic impact associated with a ' proposed residential subdivision in Salem, Massachusetts. The subdivision, with 28 homes, will have access via Durkin Road off of Mooney Road. This memorandum describes existing conditions in the vicinity of the site, projects the number of vehicle trips expected to and from ' the project and their orientation, describes and evaluates the proposed access design, and considers the impacts along the adjacent neighborhood streets and the nearby intersection at Highland Avenue. ' EXISTING CONDITIONS ' Mooney Street and Durkin Road are both typical subdivision streets with 24-foot pavement widths, sloped granite or asphalt curbs and sidewalks along both sides; both streets serve single- family homes. Seemore Road is similarly laid out and is the only other street in the neighborhood. None of the streets in the neighborhood have pavement striping and there are ' only two signs — one warning of a hearing impaired child and another simply stating "Caution Children". ' The neighborhood is on a hill with grades climbing steadily up from Highland Avenue and only leveling off near the intersection of Durkin Road. Durkin Road is generally flat. Due to the t shallow depth of many of the existing lots (resulting in short driveways) there are a number of cars parked along the street rather than in driveways. ' 265 Winn Street, Burlington, Massachusetts 01803-2616 (781)273-5383 FAX 273-3053 Traffic Impact Assessment ' Witch Hill Residential Subdivision Salem,Massachusetts October 7,2004 -2- ' The intersection of Mooney Street and Durkin Road is slightly off from ninety degrees and there is no signage indicating which street has the right of way. Both streets serve 6 homes now and so it is not clear which street should be given the right of way if it were to be under stop sign control. Travel speeds in the neighborhood are low, observed at 10-25 miles per hour depending on the location. ' The intersection of Mooney Street and Highland Avenue is restricted to right turn only in and out of Mooney Street. Although Mooney Street effectively operates under stop sign control there is no sign present, nor is there a stop line. The only signage here is a one-way sign on the median facing Mooney Street, reinforcing the one-way nature of this side of Highland Avenue. Traffic Volumes ' As a basis for this analysis, traffic turning movement counts were conducted at the Highland ' Avenue/Mooney Street intersection between the hours of 7:00 and 9:00 AM and between the hours of 4:00 and 6:00 PM on a normal weekday in September 2004. These times of day represent the highest traffic flows related to residential uses. The four fifteen-minute periods with ' the highest total approach volumes were designated as the peak hour and were used for evaluating the impacts of the project. The data is shown schematically in Exhibit 1 for the ' morning and evening peak hours. The count data is included in the appendix. ' An automatic traffic recorder (ATR) count was done along Mooney Street near Highland Avenue to document all trips in and out of the neighborhood. The counter recorded volumes for a twenty-four hour period. A total of 246 vehicles were recorded, 120 entering the neighborhood ' and 126 exiting the neighborhood. Keep in mind that there is a total of 26 homes in this neighborhood under existing conditions. The data is attached to this memorandum. Seasonality ' Data related to the seasonal variations in traffic volumes has been researched. The MassHighway Department maintains this data on their web site. Based on MassHighway data, September is ' about nine percent above the average annual volume (adjustment factor of 0.91). Therefore, adjusting the count data to average conditions would reduce it, not increase it. To be ' conservative, no adjustment has been made for this analysis; the higher, actual volumes for September have been used. 1 Abend Associates ' Traffic Impact Assessment ' Witch Hill Residential Subdivision Salem,Massachusetts October 7,2004 ' Accident Data Information on traffic accidents has been researched. The MassHighway Department has ' developed an extensive database of accident data collected from reports filed (by law) with the Registry of Motor Vehicles. The most recent three-year period for which data is available is the ' calendar years 2000 through 2002. There were no accident listed in the information from the MassHighway Department between ' 2000 and 2002. It is not uncommon for minor accidents to go unreported. However, the MassHighway records are typically an indication of accident problems. A review of the ' neighborhood finds no design features that would contribute inordinately to accidents. Thus, it is concluded that the low speeds and low volumes lead to the lack of accidents. PROJECT-RELATED TRAFFIC ' Trin Generation / ' In projecting trips to and from any residential development, the report Trip Generation, seventh edition, 2003, published by the Institute of Transportation Engineers (ITE) is the most widely ' cited source. The proposal calls for the construction of 28 single-family homes. Land use code 9210, Single-Family Detached Housing is the appropriate land use category. The relevant pages from that report are included in the appendix. In considering the information, it should be noted that because this subdivision is an extension of an existing neighborhood the trip projections should be based on the net increase in homes using the ITE rates. That is, there are a number of trips for a neighborhood that are "fixed" and there are other "variable" trips related to the number of homes. For example, a mail delivery trucks, school buses, or a police cruisers passing in and out of the neighborhood represent trips that are fixed while trips by residents typically fall into the variable category. There is also the phenomenon of carpooling that is more ' prevalent in a larger neighborhood since there are more people that might have overlapping trip destinations. The point is that if this incremental method was used it would indicate a lower trip increase than if the 28 new homes were considered a stand-alone neighborhood. Regardless, this 1 analysis considers it a stand-alone neighborhood and projects the trips as such, with the result being a slightly overstated projected volume. ' Abend Associates tTraffic Impact Assessment Witch Hill Residential Subdivision ' Salem, Massachusetts October 7,2004 -4- Based on the equations available from ITE, the 28 homes proposed here are expected to generate a total of 29 morning peak hour trips, 34 evening peak hour trips, and 322 daily trips. This information is summarized in the table below, which also shows the split between inbound and ' outbound trips. In Out Total ' Morning Peak Hour 7 22 29 Evening Peak Hour 21 13 34 Average Daily 161 161 322 ' These peak hour volumes reflect flows expected for the busiest sixty-minute periods in the morning and in the evening — it does not reflect all trips in and out during the overall morning ' and evening "rush hour" period, which can extend for several hours. Thus, the numbers seem lower than an assumed rate of one trip out per unit during the morning peak hour and one trip in ' per unit during the evening peak hour. Typically, households have people leaving anywhere between 6:00 and 10:00 AM as people head for school, work, or errands/appointments. In the afternoon/evening there are generally more trips but they are spread over a longer period. Thus, ' the volumes seem low when first reviewed. Supporting these low trip rates is data from the 2000 US Census. Information from the US Census web page provides responses from approximately 124 million people on when they left for work in the morning. Of the total respondents, only thirty percent indicated that they left for work between 7:00 and 8:00 AM, the highest one-hour period in the survey. This data is attached. While there are other morning trips that are not work-related that also occur at this time of day, the numbers still indicate a level well below an assumed rate of one trip per adult resident or owned vehicle. ' Also, relevant to the discussion is the trip numbers in and out of the neighborhood now. The counts documented the flows in and out of Mooney Street, capturing all trips, in and out. These numbers suggest the flows here are lower than average. ITE projections indicate that the existing 26 homes would be expected to generate 300 trips, 11.54 per house. In fact, this existing 26- home neighborhood generates only 246 trips, a rate of 9.46 per house, 18 percent lower. During the peak hours the neighborhood also generates fewer trips than ITE would indicate. Instead of ' an expected 28 trips in the morning there are only 22 trips (21 percent lower) while in the evening the peak hour flow is 22 trips instead of an ITE-based flow of 32 trips (31 percent lower). Thus, while the ITE data indicates that the increase will more than double the trips in ' and out of the neighborhood it is more likely that it will simply double the trips just as the subdivision is doubling the number of homes. ' Abend Associates ' Traffic Impact Assessment Witch Hill Residential Subdivision t Salem,Massachusetts October 7,2004 -5- ' Directional Distribution tDirectional orientation of trips is quite difficult to evaluate due to the one-way nature of the access from Highland Avenue. All trips in come from the north while all trips out go towards ' the south. Current neighborhood residents and visitors either find a place to make a U-turn if they need to or they arrange their route to come from the north and leave toward the south. Trips to the new homes are expected to do the same. If a 50/50 north/south directional split is assumed ' then it could be estimated that there would be about 15 more U-turns during each of the peak hours and a total of about 160 U-turns per day. Keep in mind that this includes half occurring at ' Traders Lane and half possibly occurring at the end of the median north of the site. While U- turns are legal at Traders Lane, they are not legal at the end of the median. The danger here is ' mitigated by the fact that the roadway has excellent sight lines from both directions to see a U- turning vehicle. Regardless of the dangers, it is my opinion that this is an existing condition that should be addressed by the state (who owns and manages Highland Avenue) and the city ' regardless of how many U-turns occur here on a daily basis. That is, to suggest that the existing number is acceptable while a modest increase isn't is not prudent. FUTURE BUILD CONDITIONS Combining the existing volumes in and out of Mooney Street with the projected trips to the new ' homes indicate that volumes will generally double in and out of the neighborhood. The volumes for the future weekday morning and evening peak hours are presented in Exhibit 2. Evaluating ' the traffic operations of the intersection for the existing and future conditions provides a technical assessment of the impacts of the project. This analysis is conducted in the Impact Analysis section of this memorandum. ' ACCESS DESIGN ' The proposal calls for a single road to serve the site extending from the end of Durkin Road. With the new road being an extension of an existing road, there is no sight distance issue since ' there is no new intersection. It is recommended that the existing cul-de-sac be redesigned so that the street extends into the new part of the neighborhood with a urdform cross-section. This will ' Abend Associates ' Traffic Impact Assessment Witch Hill Residential Subdivision ' Salem, Massachusetts October 7,2004 -6- ' enhance safety. Alternatively, some traffic calming measures might be developed so that travel speeds along Durkin Road remain at an appropriate level. The design of such treatments, however, should be developed with input from the adjacent residents; sometimes neighbors prefer one type of method to another if they are going to live next to it. IMPACT ANALYSIS ' In order to quantify the impacts of the project at the Highland Avenue/Mooney Street intersection, the intersection has been evaluated using the methodology presented in the 2000 ' Hiehwav Canacitv Manual (HCM) using Synchro5 software. The methodology incorporates the geometric and volume related data at an intersection and computes a Level of Service, which ' provides a "grade" for the intersection's operations. The level of service grade is based on the average delay per vehicle entering along each approach or entering the intersection as a whole. Grades range from A, representing free-flow conditions, to F, representing over-capacity ' conditions where long delays occur. A grade of E represents close to capacity conditions where flows are unstable and congestion could likely occur. An overall intersection Level of Service ' grade of D or better is considered by traffic engineering professionals to be acceptable for peak hour conditions. ' For unsignalized intersections the level of service for each critical movement is calculated; a critical movement is one that must yield to another movement at the intersection. Typically, the left turns along the major street and all movements from the minor street must yield to other movements and are designated as critical movements. In this case, only the right turn from ' Mooney Street is a critical movement. The methodology provides an estimate of delay for each of these critical movements. tDescriptions of Level of Service are included in the appendix. The results are discussed below and shown in Exhibit 5. The computer printouts from the calculations are included in the ' appendix. ' Hiehland Avenue at Moonev Street— Highland Avenue drivers experience a level of service A now and will continue to do so in the future with the project. This is the case for both peak ' hours. For drivers exiting Mooney Street the delay in the morning averages about 11 seconds; this delay is the same even with the subdivision in place (the calculated delay increases from ' AbendAssociates Traffic Impact Assessment t Witch Hill Residential Subdivision Salem, Massachusetts October 7,2004 -7- ' 10.9 to 11.2 seconds, a negligible increase). In the evening, the calculated delay for drivers exiting Mooney Street will increase by less than a second, from 15.8 seconds per vehicle to 16.5 seconds per vehicle. This is also a negligible increase and would be unnoticeable to local ' drivers. This evening delay equates to level of service C. ' Mooney Street at Durkin Road was not evaluated using the HCM methodology due to the expected very low volumes. Nonetheless, even with a significant increase on a percentage basis, it will still have an excellent level of service, accommodating less than one vehicle per minute, even at peak times. ' General Discussion The level of service analysis simply confirms that the project's increase, while significant along ' Mooney Street is not significant when it comes to capacity constraints measured by level of service or average delay. The proposed new homes will lead to a noticeable increase in traffic ' along Mooney Street and Durkin Road but both roadways are designed sufficiently to handle the increases. From a capacity standpoint the total flows are low, less than one vehicle per minute on a street that could technically handle more than a 20 per minute by my rough estimation. Clearly residents along these streets will not experience the quiet, dead-end ambiance that exists ' now, but the streets can accommodate the increase with little reduction in safety based on generally accepted standards. Existing residents will have to be more alert and possibly revert to ' walking along the sidewalks instead of the street (as they might now) on a regular basis. Kids on bikes will need to be more cautious,just as kids on other, busier neighborhood streets in town do now. The city requires sidewalks along both sides of subdivision streets to accommodate ' pedestrians and children since they anticipate a moderate amount of traffic to be using the street. Regardless of the need to make U-turns or left turns along Highland Avenue, there will be about 20 new vehicles leaving the neighborhood from Mooney Street during the morning peak hour, ' adding to flows southbound south of Mooney Street. At this hour only 7 vehicles are added southbound toward Mooney Street. In the evening the peak hour has 13 more trips south of Mooney Street and 21 new trips from the north. These flows result in increases of 1 added ' vehicle every 3 minutes on one side of the site and an increase of I vehicle every 6 minutes on the other. In both cases, the flows are insignificant insofar as operations along Highland Avenue ' are concerned. ' Abend Associates ' Traffic Impact Assessment Witch Hill Residential Subdivision ' Salem, Massachusetts October 7,2004 -8- ' SUMMARY AND CONCLUSIONS ' This memorandum has provided an assessment of the traffic impacts of a proposed 28-lot subdivision extending off the end of Durkin Road in Salem, Massachusetts. These new homes ' will generate about 320 vehicle trips per day, half inbound and half outbound. During the peak hours in the morning and evening there will be 29 and 34 vehicle trips, respectively, with the more outbound in the morning and more inbound in the evening. It is expected that these new ' homes will increase volumes along Mooney Street by a factor of two, consistent with the fact that the new subdivision is about the same size as the existing neighborhood. ' The Highland Avenue intersection with Mooney Street will not be significantly affected by the ' project since most drivers leaving Mooney Street will still do so one at a time, with a maximum flow of only 35 vehicles exiting in a single hour. Along Mooney Street and Durkin Road there will be a significant and noticeable increase in traffic, doubling the volumes at Mooney Street ' near Highland Avenue and more than doubling the flow along Durkin Road. Nonetheless, the significant increase is in relation to the existing flows, which are very, very low. The streets here ' are capable of accommodating a much higher flow than they do now, as per Salem's subdivision regulations. Regardless, the project will affect the ambience and atmosphere of the neighborhood ' in this area but not to a point that is inconsistent with the intent of local zoning by-laws. As a result of this impact, the local residents will need to be more cautious in their normal ' routine since the flows will be greater; however, the level of safety and convenience for these residents will not be less than what the city requires for subdivision streets. That is, the existing minimal traffic flows along these streets is a situation that is far "nicer" than what would be expected for a subdivision street such as this. While the increase is notable, the type of traffic ' expected will be exactly the same as what enters and exits the neighborhood now. It will be residential in nature. It is my conclusion that even if the increase in traffic is noticeable to local residents, this subdivision will not affect traffic or pedestrian safety or operations in the area. 1 ' 20441-Witch Hill Salem ' Abend Associates NORTH DURKIN ROAD w z ' i ¢ MORNING PEAK HOUR SITE C1 ' J _ _ ' MOONEY STREET ' SCHEMATIC: NOT TO SCALE. i NORTH un P DURKIN ROAD w EVENING PEAK HOUR Q SITE p 9 Z 1 (D MOONEY STREET ' SCHEMATIC: NOT TO SCALE. EX IST i NGExhibit Witch Hill + 1 PEAK HOUR VOLUMES Salem, A assachusetts ' Abend Associates NORTH r DURKIN ROAD w w MORNING PEAK HOUR SITE Q ' J ' MOONEY STREET ' SCHEMATIC: NOT TO SCALE. NORTH p DURKIN ROAD w EVENING PEAK HOUR Q ' SITE z MOONEY STREET SCHEMATIC: NOT TO SCALE. EXISTING + PROJECT Witch Hill EXh`bi` 2 PEAK HOUR VOLUMES Salem, Mf=ssi�r=usetts ' Abend Associates A W a a 1 Count Data 1 1 'N/S Street: Route 107 Accurate Counts File Name : 20404101 E/W Street: Mooney Road 978-664-2565 Site Code : 20404101 City/State Salem, MA Start Date :9/14/2004 'Weather Clear Page No : 1 Groups Printed-Cars-Trucks Route 107li Route 107 Mooney Rd From North From South From West ' Start Time Thru Riaht Left Thru ft _ _ L eft Riaht Int.Total 0700 177 0 0 1871 0 21 366 07:15 201 1 0 198 0 3 j 403 0730 155 2 0 187 0 51 349 07.45 _ 162 0 0 __231 _ _ _ _ _0 21 395 80 Total 695 3 0 3. 0 121 1513 0800 178 1 j 0 279 ! 0 5 463 08'15 202 6 0 234 j 0 1 443 08:30 230 0 0 275 0 1 506 08:45 209 0 0 243 0 1 453 Total 819 7 j 0 1031 j 0 81 1865 ' Grand Total 1514 10 0 1834 0 20 3378 Apprch% 99.3 0.7 0.0 100 0 0.0 100.0 Total% 44.8 03 1 00 543 0.0 0 6 Route 107 Route 107 Mooney Rd From North From South From West Start Time Thru i Right App Total Left I Thru I App Total Left Riaht_1 App.Total Int.Total 'Peak Hour From 0700 to 08:45-Peak 1 of 1 Intersection 08.00 Volume 819 7 826 0 1031 1031 0 8 8 1865 Percent 992 08 00 100.0 0.0 100.0 ' 08:30 Volume 230 0 230 0 275 275 0 1 1 506 Peak Factor 0.921 High Int. 0830 0800 08:00 Volume 230 0 230 0 279 279 0 5 5 Peak Factor 0.898 0.924 0.400 'Peak Hour From 07:00 to 08:45-Peak 1 of 1 By Approach 08.00 08.00 1 07:15 Volume 819 7 8261 0 1031 1031 0 15 15 ' Percent 99.2 0.8 0.0 100.0 0.0 100.0 High Int. 08.30 08:00 07:30 Volume 230 0 230 1 0 279 279 0 5 5 Peak Factor 0.898 0.924 0.750 1 1 1 N/S Street : Route 107 Accurate Counts File Name : 2040410 E/W Street: Mooney Road 978-664-2565 Site Code : 2040410 City/State Salem, MA Start Date :9/14/2004 Weather Clear Page No : 1 ' Route 107 Route 107 Mooney Rd From North From South From West Start Time I Thru 1 Right I App.Total I Left I Thru I App.Total I Left I Right i App Total Int.Total Peak Hour From 07:00 to 08:45-Peak 1 of 1 Intersection 08:00 Volume 819 7 826 0 1031 1031 I 0 8 8 1865 Percent 99.2 0.8 0.0 100.0 0.0 100.0 08:30 Volume 230 0 230 0 275 275 0 1 1 506 Peak Factor 0.921 High Int 083008:00 08:00 Volume 230 0 230 0 279 279 0 5 5 ' Peak Factor 0.898 1 0.924 0.400 kou[e 10/ i Out In Total , 1031F 826 EM71 I 819 Right Thm ' IJ i iI rr North 9/14/20048 0000 AM 9/14/2004 8 45 00 AM r� I� Kars ' II ,Trucks I 1 Lek T m 01 1031 , 82 j 1031 L 1858 Out In Total Rnnt 107 t/S Street : Route 107 Accurate Counts File Name : 20404101 E/W Street: Mooney Road 978-664-2565 Site Code : 20404101 City/State Salem, MA Start Date : 9/14/2004 eather Clear Page No : 1 Groups Printed-Cars-Trucks Route 107 Route 107 Mooney Rd _From North From South _ _From West _Start Time i __ _ _Tru I--- _ Right Left 1 Thru _ _Left-I Right Int.Total 1500 308 2 0 248 0 1 559 16'15 325 1 0 241 ' 0 1 568 16.30 335 2 0 2710 0 608 _ 16:45325 5 j 0 245 0 2 577 Total 1293 101 0 1005 0 4 2312 1700 361 11 0 266 0 5 633 ' 17:15 375 5 0 232 0 1 613 1730 359 2 0 228 0 1 590 17:45 257 10 220 0 0 478 Total 1352 9 0 946 0 7 2314 ' Grand Total 2645 191 0 1951 0 11 4626 Apprch% 99.3 0.7 0.0 100.0 00 100.0 Total% 57.2 04 00 42.2 , 0.0 0.2 Route 107 Route 107 Mooney Rd From North From South From West Start Time Thru Right App.Total I Left I Thru I APP Total Left Right App.Total Int.Total j �eak Hour From 16.00 to 17 45-Peak 1 of 1 Intersection 15.30 Volume 1396 13 14091 0 1014 1014 0 8 8 2431 Percent 99.1 0.9 00 100.0 00 1000 17 00 Volume 361 1 362 0 266 266 0 5 5 633 1 Peak Factor 0.960 High Int 17:15 1630 17:00 Volume 375 5 380 '! 0 271 271 0 5 5 Peak Factor 0.927 ! 0.935 0.400 �eak Hour From 16'00 to 17 45-Peak 1 of 1 By Approach 16.45 16:15 16:45 Volume 1420 13 1433 0 1023 1023 ', 0 9 9 ' Percent 991 0 9 ! 00 1000 00 100.0 High Int. 17.15 16:30 17:00 Volume 375 5 380 0 271 271 0 5 5 Peak Factor 0 943 1 0.944 0 450 1 i N/S Street: Route '107 Accurate Counts File Name :20404101' E/W Street: Mooney Road 978-6664-2565 Site Code : 20404101 City/State Salem, MA Start Date :9/14/2004 Weather Clear Page No : 1 Route 107 I Route 107 Mooney Rd _ __ --From.North_ From South _ _ _ From West ' _ .. Start Time_ Thru Right App_Total Left• Thru , App Tote! ___ Left Right_ App.Total Int.Total 1, Peak Hour From 16,0(56 1 F45--Peak 1 of 1 -- - - - Intersection 16:30 ' Voiurre "396 13 14091' 0 1014 1014: 0 8 8 2431 Percent 99.1 0.9Om 100.0 00 100. 17:OD Volume 361 ' 362 I 0 266 2661 0 5 5 633 Peak Factor 0.960 High Ent. 1715 : 16:30 ' 17:00 Volume 375 5 380 ' 0 271 2711 0 5 5 , Peak Factor 0 927 1 0.935 i 0.400 Houle 167 Out -_ In Total 014', , 1tnf19 L 2al ..-_131 13961 Rlq't Thru I, I o North c c - '9/14M04 430.00 PM 1 9114/2004 5:15:00 PM (trucks ' 1 i 4_ Left rhru 01 1014 ( 1404 2418; Out In Total Rnuty 107 Accurate Counts Page 1 978-664-2565 Location Mooney Road West of Location Route 107 City/State: Salem, MA 20404101 Counter : 200 Site Code. 20404101 -- - - — - - Start 13-Sep-04 Tue Wed Thu Fri Sat Sun Week Average Time WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB 1200 - — AM * 0 0 ' ` ` * ' ' ' 0 0 01 00 * 0 0 * " * " * 0 0 0200 * 0 0 ' ' * * * 0 0 03.00 + « 0 0 . + « . « 0 0 0400 ' 0 0 * ' * * " * " * 0 0 0500 * ` 1 4 + + « + _ . + + . • 1 4 06.00 * " 2 13 * ` * * ' ` ' 2 13 07.00 - 5Iii • « . + + + + + + 5 : . i7 08.00 * ' 4 8 " ' " ' ' ' * * 4 8 09.00 * 3 5 ' ` ` " * * ' ' * 3 5 10:00 ` ' 6 10 + + + + + « . 6: 10 11:00 ` ` - 6 - 4 ' * ' ` * 6 4 12:00 PM , . 4 2 . . , . + 4 2 01:00 « * 12 12 ` * * ` * * - 12 12 02:00 ` " 9 9 " « " ` ' ' ` * 9 9 03:00 + , 9 7 « + « . , . . , « 9 7 04:00 ` 10 7 ` ` ` * * 10 7 05:00 ` 11 _ 7 ` - " ` ' " * ` ` * 11 7 06:00 * 17 � .13 " ' ' ' ` * ` X17' 13 07:00 9 3 " * ' ` ' 9 3 08:00 , , 7 2 « « + « . , + « + 7 2 09.00 + , 1 2 • + , + . . « , 1 2 10:00 • 1 0 • • + , + + . , 1 0 11.00 ' * 3 1 " * ` * ` ` 3 1 Lane 0 0 120 126 0 0 0 0 0 0 0 0 0 0 120 126 Day 0 246 0 0 0 _ _ - _ _0 _ 0 246 AM 10.00 0700 10:00 07.00 Peak Volume 6 17 6 _ _ 17 PM Peak 1800 18:00 1800 1800 Volume 17 13 17 13 Comb. 0 246 0 0 0 0 0 246 Total ADT Not Calculated 1 Relevant ITE Pages 1 1 1 1 1 1TRIP GENER910H 7th Edition • Volume 3 of 3 TRIP GENERATION RATES, PLOTS AND EQUATIONS ' • Institutional (Land Uses 500-599) _ • Medical (Land Uses 600-699) ' • Office (Land Uses 700-799) • Retail (Land Uses 800-899) • Services (Land Uses 900-999) 1 K Institute of Transportation Engineers 1 Trip Generation, 7th Edition ' An Informational Report of the Institute of Transportation Engineers ' Volume 3 of 3 The Institute of Transportation Engineers (ITE) is an international educational and scientific association of transportation and traffic engineers and other professionals who are responsible for meeting mobility ' and safety needs. ITE facilitates the application of technology and scientificprinciples to research, planning, functional design, implementation, operation, policy development and management for any mode of transportation by promoting professional development of members, supporting and encouraging education, stimulating research, developing public awareness, and exchanging professional information; and by maintaining a central point of reference and action. Founded in 1930, ITE serves as a gateway to knowledge and advancement through meetings, seminars ' and publications; and through our network of more than 15,000 members working in some 80 countries. ITE also has more than 70 local and regional chapters and more than 120 student chapters that provide additional opportunities for information exchange, participation and networking. ' Institute of Transportation Engineers 1099 14th St. NW, Suite 300 West Washington, DC 20005-3438 USA Telephone: +1 202-289-0222 Fax: +1 202-289-7722 ' ITE on the Web: www.ite.org ©2003 Institute of Transportation Engineers.All rights reserved. , Publication No. IR-01 BE First Printing 1,000/AGS11103 , ISBN No: 0-935403-79-5 ' Printed in the United States of America ' Land Use: 210 Single-Family Detached Housing ' Description ' Single-family detached housing includes all single-family detached homes on individual lots. A typical site surveyed is a suburban subdivision. Additional Data The number of vehicles and residents have a high correlation wish average weekday vehicle trip ends. The use of these variables is limited, however, because the numbers of vehicles ano residents was offer, difficult to obtain or predict The number of dwelling units is generally used It+ as the independent variable of choice because it is usually readily available, easy to project ano has a hign correlation with average weekday vehicle trip eras. ll This land use included data from a wide variety of units with different sizes, price ranges, locations and ages. Consequently, there was a wide variation in trios generated within this category. As expected, dwelling units that were larger in size, more expensive, or farther away f G+F from the centra'busi-ress district (CBD) had a Niche:rate of trip generation per unit than those smaller in size, less expensive, or closer to the CBD. Other factors, such as geographic location :? ano type or adjacent and nearby development, may also have had an effect on the site trip generation. Single-family detached units had the highest trip generation rate per dwelling unit of all residential uses, because they were the largest units in size and had more residents and more vehicles per unit than other residential land uses; they were generally located farther away from shopping I centers, employment areas and other trip attractors than other residential land uses; and they generally nad fewer alternate modes of transportation available, because they were typically not ' as concentrated as other residential land uses. 4 i The peak hour of the generator typically coincided with the peak hour of the adjacent street traffic. The sites were surveyed from the late 1960s tc the 2000s throughout the United States and Canada. �l! Source Numbers p 1, 4, 5,6,7,8, 11, 12, 13, 14, i6, 18, 20, 21, 26, 34, 35, 36, 38,4G, 71, 72, 84, 91, 98, '!00', 105, 108, 110, 114, 117, 119, 157, 167, 177, 187, 192, 207, 211, 246, 275, 283, 293, 300, 319, 320, 357, 384,435, 550, 552, 579 an r Cf 4 'Trap Generation, 7th Editio- 268 institute of Transportation Engineers Single-Family Detached Housing (210) ' Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday ' Number of Studies: 350 Avg. Number of Dwelling Units: 197 ' Directional Distribution: 50% entering, 50% exiting Trip Generation per Dwelling Unit t Average Rate Range of Rates Standard Deviation 9.57 4.31 21.85 3.69 I , Data Plot and Equation ' 30,001 --- — -- • -- , t I N X 20.000- - ---- -- -- - - -- ----- - - - - ---- - - - - -- --- - -- - -- - - - - - - - -- - Lu - a X U j X m X Q FII- 10,000_ . . ....... .. . . . . . . . . ... .. Y . .. .. ... . . . . . . .... . ._ .. . ._ . _ ._. . . . . . . _ . . ._ . X X X X X X X - 0 1000 2000 3000 X=Number of Dwelling Units ' Actual Data Points Fitted Curve ------ Average Rate Fitted Curve Equation: Ln(T) = 0.92 Ln(X) +2.71 R2=0.96 ' Trip Generation,7th Edition 269 Institute of Transportation Engineers , Single-Family Detached Hloilis ng (210) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, ' One Hour Between 7 and 9 a.m. ' Number of Studies: 274 Avg. Number of Dwelling Units: 201 Directional Distribution: 25 o entering, 75% exiting ' Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation ' 0.75 023 2 P7 0.90 ' Data Plot and Equation 3,00u - .., _-..,...., - N C 2,000 _ . ........ . . . . . ... .. ...... .. .. . . .. . . . .. . . .. . . ..... - -. . . . . . . . . . . . . - . - - .. ll-I a X Ic U X m P � X > Q X. 1.000- - -- ----- - - - -- - - - . ._ X ' 11 X X ��` X T Ix 'i X 0 10D0 2000 - 3000 X= Number of Dwelling Units Actual Data Points Fitted Curve "---- Average Rate ' Fitted Curve Equation: T=0.70(X) + 9.43 R'-= 0.89 ' Trip Generation,7th Edition 270 Institute of Transportation Engineers Single-Family Detached Housing ' (210) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. , Number of Studies: 302 Avg. Number of Dweliing Units: 214 ' Directional Distribution: 63% entering, 37% exiting Trip Generation per Dwelling Unit ' Average Rate Range of Rates Standaro Deviation 1.01 0.42 2.98 1.05 Data Plot and Equation ' 3,000 x ' X v c 2,000 ' ... .. ....... . ... . . . . .. . .. .. . ... . . . - --- - - -. . . . . .. . . . . . U ' - -- ' F x _m U y x a) G II1,000 _ ... .. ..... ... X .... . .. . .. .. . .. ...... _ . ._ . . F X ' ? XX ' 0 1000 2000 3000 X=Number of Dwelling Units ' Actual Data Paints Fitted Curve ------ Average Rate Ftted Curve Equation: Ln(T)=0.90 Ln(X)+0.53 R2=0.91 Trip Gereratior,7th Ed:tio^ - 271 :nsdtu:e of Traraportatioa Eeg:neers ' Level of Service Description 1 1 1 1 ' LOS The average control delay per vehicle is estimated for each lane group and aggregated for each approach and for the intersection as a whole. LOS is directly related to the control delay value. The criteria are listed in Exhibit 16-2. EXHIBIT 13-2. LOS CRITERIA FOR SIGNALIZED INTERSECTIONS LOS Control Delay per Vehicle(s/veh) ' A <-10 B >10-20 C >20-35 ' D >35-55 E >55-80 F >80 1 I EXHIBIT 17-2. LEVEL-OF-SERVICE CRITERIA FOR TWSC INTERSECTIONS ' Level of Service Average Control Delay(s/veh) A 0-10 B >10-15 ' C >15-25 D >25-36 E >35-50 1 F >50 1 Highway Capacity Manual 2000 Ab en d Asso cia tes 1 1 1 ' Capacity Calculations 1 ' HCM Unsignaiized Intersection Capacity Analysis 3: Mooney Street AM & Highland Avenue 10/1/2004 ' Movement EBL EBR NBL NBT SBT SBR Lane Configurations r +T'> Sign Control Stop Free Free ' Grade 0% 0% 0% Volume (veh/h) 0 13 0 0 697 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(veh/h) 0 14 0 0 758 10 ' Pedestrians Lane Width (ft) Walking Speed (ft/s) ' Percent Blockage Right turn flare (veh) Median type None Median storage veh) vC, conflicting volume 762 384 767 vC1, stage 1 conf vol vC2,stage 2 cont vol ' tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 98 100 cM capacity (veh/h) 345 620 855 ' Direction, Lane# EB 1 SBI SB 2 Volume Total 14 505 262 Volume Left 0 0 0 Volume Right 14 0 10 cSH 620 1700 1700 Volume to Capacity 0.02 0.30 0.15 Queue Length (ft) 2 0 0 ' Control Delay(s) 10.9 0.0 0.0 Lane LOS B Approach Delay (s) 10.9 0.0 ' Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 31.3% ICU Level of Service A Witch Hili Subdivision, Salem 10/1/2004 Synchro 5 Light Report Morning Existing Page 1 ABENDASMAL-LT51 HCM Unsignalized Intersection Capacity Analysis ' 3: Mooney Street AM & Highland Avenue 10/1/2004 s 1 1 t r ' Movement EBL EBR NBL NBT SBT SBR , Lane Configurations F +T+ Sign Control Stop Free Free Grade 0% 0% 0% , Volume (veh/h) 0 35 0 0 697 16 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 0 38 0 0 758 17 Pedestrians ' Lane Width (ft) Walking Speed (ft/s) Percent Blockage ' Right tum flare (veh) Median type None Median storage veh) , vC, conflicting volume 766 388 775 vC1, stage 1 conf vol vC2, stage 2 cont vol IC,single (s) 6.8 6.9 4.1 ' tC,2 stage (s) IF (s) 3.5 3.3 2.2 p0 queue free% 100 94 100 ' cM capacity (veh/h) 343 617 850 Direction, Lane# EB 1 SB 1 SB 2 , Volume Total 38 505 270 Volume Left 0 0 0 Volume Right 38 0 17 t cSH 617 1700 1700 Volume to Capacity 0.06 0.30 0.16 Queue Length (ft) 5 0 0 Control Delay (s) 11.2 0.0 0.0 t Lane LOS B Approach Delay (s) 11.2 0.0 Approach LOS B ' Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 31.5% ICU Level of Service A ' 1 Witch Hill Subdivision, Salem 10/1/2004 Synchro 5 Light Report ' Morning Future with Subdivision Pagel ABENDASMAL-LT51 ' HCM Unsignalized Intersection Capacity Analysis 3: Mooney Street AM & Highland Avenue 10/1/2004 ' Movement EBL EBR NBL NBT SBT SBR Lane Configurations tl� Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 9 0 0 1420 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vehlh) 0 10 0 0 1543 14 ' Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right tum flare (veh) Median type None Median storage veh) vC, conflicting volume 1551 779 1558 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 6.8 6.9 4.1 IC,2 stage (s) IF (s) 3.5 3.3 2.2 p0 queue free% 100 97 100 cM capacity (veh/h) 106 343 430 ' Direction, Lane# EB 1 SB 1 SB 2 Volume Total 10 1029 529 Volume Left 0 0 0 ' Volume Right 10 0 14 cSH 343 1700 1700 Volume to Capacity 0.03 0.61 0.31 Queue Length (ft) 2 0 0 ' Control Delay (s) 15.8 0.0 0.0 Lane LOS C Approach Delay (s) 15.8 0.0 ' Approach LOS C Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 53.1% ICU Level of Service A Witch Hill Subdivision, Salem 10/1/2004 Synchro 5 Light Report Evening Existing Page 1 ABENDASMAL-LT51 HCM Unsignalized Intersection Capacity Analysis 3: Mooney Street AM & Highland Avenue 10/1/2004 ' --*, -'11 '� t 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r RT,� Sign Control Stop Free Free Grade 0% 0% 0% , Volume (veh/h) 0 22 0 0 1420 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 0 24 0 0 1543 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage ' Right tum flare (veh) Median type None Median storage veh) , vC, conflicting volume 1562 790 1580 vC1, stage 1 conf vol vC2, stage 2 conf vol IC, single (s) 6.8 6.9 4.1 tC,2 stage (s) IF (s) 3.5 3.3 2.2 p0 queue free % 100 93 100 ' cM capacity (veh/h) 105 337 422 Direction, Lane# EB 1 SB 1 SB 2 , Volume Total 24 1029 551 Volume Left 0 0 0 Volume Right 24 0 37 ' cSH 337 1700 1700 Volume to Capacity 0.07 0,61 0.32 Queue Length (ft) 6 0 0 Control Delay(s) 16.5 0.0 0.0 ' Lane LOS C Approach Delay (s) 16.5 0.0 Approach LOS C Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 53.8% ICU Level of Service A ' Witch Hill Subdivision, Salem 1011/2004 Synchro 5 Light Report , Evening Future with Subdivision Page 1 ABENDASMAL-LT51 t c• TRAFFIC IMPACT AND ACCESS STUDY PROPOSED TRANSFER STATION EXPANSION SALEM, MASSACHUSETTS Prepared,for: NORTHSIDE CARTING North Andover, Massachusetts December 2007 Preparedly),. VANASSE & ASSOCIA ! !S, INC. 10 New England Business Center Drive Suite 314 Andover, lv1A 01810 (978) 474-8800 Copyright (0 2007 by VAI All Rights Reserved I EXECUTIVE SUMMARY Vanasse & Associates, Inc. (VAI) has conducted a Traffic Impact and Access Study (PIAS) in order to determine the impacts on the transportation infrastructure associated with the expansion of the existing Northside Carting Transfer Station located off Swampscott Road in Salem, Massachusetts. The proposed project will entail an expansion in the operating capacity of the existing transfer station from 100 tons of material per day to 400 tons per day. This study was prepared in consultation with the Massachusetts Highway Department (MassHighway) and the City of Salem, and was perforated in accordance with the state standards for the preparation of Traffic Impact Assessments(TIAs). The study area evaluated for the project was selected to contain the major roadways providing access to the site, including highland Avenue (Route 107), Marlborough Road, and Swampscott Road, as well as the two major intersections located along these roadways through which project-related traffic will travel: Highland Avenue at Marlborough Road and Traders Way and Highland Avenue at Swampscott Road and Dillietro Avenue. Each of these locations and the access drives to the project site were assessed with regard to traffic volumes, safety, and operating conditions (motorist delays and vehicle queuing), both at present and in the future and with and without the proposed project. As detailed as a part of this assessment, relative to the transportation system serving the project site, the net result of the project will be an increase of approximately 54 vehicle trips on an average weekday over current conditions (27 additional vehicles entering and 27 exiting over the operational period of the facility), with 6 additional vehicle trips expected (3 entering and 3 exiting)over a one-hour period during the weekday peak periods. Such increases are relatively minor in nature and were not shown to materially impact traffic operations at the study intersections over existing or anticipated future conditions without the project (No-Build conditions). That said, a detailed transportation improvement program has been developed that is designed to maintain safe and efficient access to the site while minimizing impacts to motorists traveling along adjacent roadways and address any deficiencies identified at off-site locations evaluated in conjunction with this study. The following improvements have been recommended as a part of this evaluation and will be completed in conjunction with the project subject to receipt of the necessary approvals. :• Site Access - Access the project will be provided by way of two driveways: the southern driveway will be situated at the location of the existing driveway serving the site and will accommodate full access to the project; the northern driveway (proposed) will be situated approximately 200 feel south of the northern property line and will function as a one-way, exit-only facility. It is recommended that the north site driveway be a minimum of 16-feet in width and that appropriate signs and pavement marking be provided indicating the function of ,the driveway as a one-way, exit-only facility. The south site driveway should be a minimum of G W32 Seim,MAtRtp IO 1AS_010S Jn I J 24-feet in width. Vehicles exiting the site should be placed under STOP-sign control, with any signs or landscape features located, designed and maintained so as not to restrict lines of sight to or from the site driveways. In addition, it is recommended that the existing fence located along the pro;cct frontage on Swampscott Road be relocated within the site in order to provide the required lines of sight to and from the site driveways. Further, it is suggested that "Trucks Entering Ahead" warning signs be installed on Swampscott Road approaching the site (both directions) in order to inform motorists of the potential for slower moving traffic to be entering the roadway. , +i Highland Avenue at Marlborough Root! and Traders Way - In order to improve operating conditions at this intersection, the proposed timing, phasing, and coordination plan to be implemented by MassHighway should be reviewed and refined/adjusted as necessary to achieve optimal operating conditions at this location. This review will be undertaken by the project proponent within one-year of the expansion of the transfer station and will include an updated evaluation of the motor vehicle crash history at the intersection, Highland Avenue of Swampscott Rood and DiYielro Avenue - In order to improve operating conditions at this intersection, the following recommendations are offered: 1. The Swampscott Road northwestbound approach should be restriped to convert the existing left-turn lane to an optional left/right-turn lane in order to accommodate the predominant turning movement at the intersection (right-turn movements) and to reduce both motorist delays and vehicle queuing; 2. The traffic signal timing, phasing, and coordination plan should be refinediadjusted as may be necessary; and 3. Double-yellow centerline pavement markings should be provided along DIPietro Avenue, for a minimum distance of 100 feet in advance of the intersection in order to separate the directions of travel approaching and departing the intersection. With implementation of the above recommendations, safe and efficient access will continue to be provided to the transfer station and the proposed project can be constructed with minimal impact on the roadway system. f•15:17 Sakm,M vft,m,IWIAS Mgdo 2 r CONCLUSIONS AND RECOMMENDATIONS CONCLUSIONS The proposed transfer station expansion is expected to result in an additional 54 vehicle trips on an average weekday (27 entering and 27 exiting), with 6 additional vehicle trips (3 entering and 3 exiting) during both the weekday morning and evening peak hours. Such increases over the course of a one-hour period during the peak hours would not be readily apparent on the roadway network over existing conditions and would not materially impact the flow of traffic along the roadway network from current or projected future conditions without the project, An analysis of traffic operations at the study area intersections indicates that the proposed project will not result in a significant change in motorist delays or vehicle queuing at the study intersections over anticipated future conditions without the project (No-Build conditions). All movements at the site driveway intersections with Swampscott Road were shown to operate at a level-of-service (LOS) C or better during the peak periods, with negligible vehicle queuing. RECOMMENDATIONS A detailed transportation improvement program has been developed for the proposed project that is designed to provide safe and efficient access to the site while minimizing impacts to motorists traveling along adjacent roadways and address any deficiencies identified at off-site locations evaluated in conjunction with this study. The following improvements have been recommended as a part of this evaluation and will be completed in conjunction with the project subject to receipt of the necessary approvals. Site Access Access the project will be provided by way of two driveways: the southern driveway will be situated at the location of the existing driveway serving the site and will accommodate full access to the project; the northern driveway (proposed) will be situated approximately 200 feet south of the northern property line and will function as a one-way, exit-only facility. It is recommended that the north site driveway be a minimum of 16-fect in width and that appropriate signs and pavement marking be provided indicating the function of the driveway as a one-way, exit-only facility. The south site driveway should be a minimum of 24-feet in width. Vehicles exiting the site should be placed under STOP-sign control, with any signs or landscape features located, designed and maintained so as not to restrict lines of sight to or from the site driveways. In addition, it is recommended that the existing fence located along the project frontage G15112 Sa4ai MWJ.idlAS 010%Ane 28 r on Swampscott Road be relocated within the site in order to provide the required lines of sight to and from the site driveways. Further, it is suggested that"Trucks Entering Ahead" warning signs be installed on Swampscott Road approaching the site (both directions) in order to inform motorists of the potential for slower moving traffic to be entering the roadway. Off Site Highland Avenue at Marlborough Road and Traders Way Overall operating conditions at the signalized intersection of Highland Avenue at Marlborough Road and Traders Way were found to be at capacity (LOS E) during the weekday morning and evening peak hours under 2007 Existing conditions. Under 2012 No-Build conditions, with the completion of the intersection and traffic signal improvements by MassHighway, overall operating conditions were shown to remain at capacity during the weekday morning peak hour and to be over capacity(LOS F)during the weekday evening peak hour as a result of traffic volume increases independent of the proposed project. In order to improve operating conditions at this intersection, it is recommended that the proposed timing, phasing, and coordination plan to be implemented by MassHighway be reviewed and refined/adjusted as necessary to achieve optimal operating conditions at this location. This review will be undertaken by the project proponent within one-year of the expansion of the transfer station and will include an updated evaluation of the motor vehicle crash history at the intersection. The results of the review and the associated findings and recommendations will be provided to the City and MassHighway. As can be seen in Table 12, with the implementation of a refined traffic signal timing, phasing, and coordination plan, overall operating conditions were shown to improve (lower volume-to-capacity ratios) over 2012 No-Build conditions under 2012 Build with Mitigation conditions. Highland Avenue at Swampscott Road and Dipietro Avenue Overall operating conditions at the signalized intersection of Highland Avenue at Swampscott Road and DiFietro Avenue were found to be over capacity (LOS F) during the weekdaymorning peak hour under 2007 Existing conditions. Under 2012 No-Build conditions, with the completion of the traffic control improvements by MassHighway, overall operating conditions were shown to remain over capacity during the weekday morning peak hour and to operate at capacity (LOS E) during the weekday evening peak hour as a result of traffic volume increases independent of the proposed project. In order to improve operating conditions at this intersection, the following recommendations are offered: I. Restripe the Swampscott Road northwestbound approach to convert the existing left-turn lane to an optional left/right-turn lane in order to accommodate the predominant turning movement at the intersection (right-turn movements)and reduce both motorist delays and vehicle queuing;and 2. Refine/adjust as necessary the traffic signal timing, phasing, and coordination plan to be implemented by MassHighway. As can be seen in Table 12, with the implementation of the recommended improvements, overall operating conditions were shown to improve to LOS E during the weekday morning peak hour and to LOS D during the weekday evening peak hour under 2012 Build with Mitigation conditions. Independent of the proposed project, it is recommended that double-yellow centerline pavement markings be provided along Dipietro Avenue, for a minimum distance of 100 feet in advance of the intersection in order to separate the directions of travel approaching and departing the intersection. 0U?!,W m,MAS ,,., MAS 9--08 d. 29 With implementation of the above recommendations, safe and efficient access will be provided to the planned development and the proposed project can be constructed with minimal impact on the roadway System. G 30 JUN-09-2006 FRI 12:49 PM Abend Associates FAX N0. 781 273 3053 P. 02/15 4 TECHNICAL MEMORANDUM From: Michael R.Abend Date: June 8, 2006 Ret 20330 SUBJECT: Tunic lb&AcT AssusmEw , PROPOSED COM UCIAL DSVBLOnONT 376 HIGHLAND Av8NUE SALEM,MASSACHUSB'Tl'S In onvcrTox This memorandumovides an assessment• of the ex cted1;;tMff2c pr po impacts of a proposed commercial development along Highiand'Avenutt (Roate 107) in:Salem, Massachusetts. The proposal calls for the construction of a 7,200!square fo'ctbink,with three drive-through lanes. This memorandum describes the'o fisting roadway conditions along the adjacent streets and at the nearby intersections. 3A doouments.existing volumes and estimates general traffic growth in the area. The riumbor.of vehiele'trlps a i.bolated with this project is estimated based on industry data and the currantly`.pcoposed use. t�perating conditions at the adjacent intersections are evaluated, quantitatively and qualitatively using Standard methodologies. The impact of the proposed project is calculated and discussed. Farther, the design of the access is considered, including safety issues. EXISTING CONDITIONS' The project is proposed to be located along Highland Avenue, also known as Route 107. This roadway is owned and maintained by the state of Massachusetts (MassHighway Department). Route 107 is a four lane, roadway with a median separating northbound and southbound lanes. There is also a shoulder lane in both directions. While there is curbing on both sides, there is a T00� NUDMIRAVII V 'IV9g9'NVN0H E6t Ltt L9L6T XVA Lt:LT 9009/60/90 JUN-09-2006 FRI 12;49 PM Abend Associates FAX N0, 731 273 3053 el U611b Proposed Commercial Development 376 Highland Avenue,Were,Massachusetm June 9,2006 .2. sidewalk on the northbound side only. The posted speed limit in the area is between 35 and 45 miles per hour depending on the segment. Observed speeds were between 25 and 55 miles per hour depending on the traffic conditions, 'While there are some residential land uses along Highland Avenue, it is dominated by commercial land uses in the study area. Highland Avenue at Barnes Road/Raveuna Avenue intersectlon le a four-way, signalized intersection, Highland Avenue has a left-tura lane, a through lane,and a through/right-tura lane in each direction while both side streets have a single approach laue for 411 movements. There aro stop lines provided on all four approaches, Ravenna:Avenue is at a &light upgrade, while Barnes Road is at a slight downgrade entering the intersection, Highland Avenue is generally flat. U-turns are restricted to passenger vehicles only,because,-,of the narrow overall width of Highland Avenue. Tho traffic signal is actuated so that a lefYwrn arrow along Highland Avenue or green time for the side streets is nofprovided unless a'vehicle pulls up and stops at the intersection. There is a crosswalk wi&,pe'dastriaa signals across•Highland Avenue on the southwesterly side of the intersection. Highland Avenue Otarcelonsi Avenue is an.,unsignalized T intersection with movements limited to right turns inacid out of Barcelona Avenue: Left toms aro prevented by the median. The intersection bas•.excenentyisibility for all"approaching vehicles. That is no signage or striping on Barcelona.;,Avenue to,,alert motorist that they have arrived at an intersection. Barcelona Avenue is at a slight downgrade while there is about a four percent incline southbound along Highland Avenue. Highland Avenue atSwampscott Road is a signalized T intereaetion with the addition of a fourth-leg, DiPietro Avenue that serves several small businesses, on the northeast corner of the intersection. Highland Avenue northbound has two approach lanes, one for through vehicles and one for through and right turning vehicles. Westbound on Highland Avenue has two through Iona and a dedicated left-tum lane. Northbound on Swampscott Road there are left-tum and I Zoo In NO.LONIHUVH V 'IVD9s'NVx011 C6V0VLSL6T XVJ 6C:LT 900Z/60/90 JUN-09-2006 FRI 12:49 PM Abend Associates FAX NC, 781 272 3053 P. 041:5 Proposed Commetxr�t Davelop=W 376 Highland Avarua,Baiem,Massachaeatn June 9,2006 .3. right-tura lanes and DiPiefto Avenue has a single approach lane. Tbare am several phases,to the signal including a separate phase for DiPietro Avenue and a lead grow to allow protected southbound left turns into Swampscott Roa4 Highland Avenue slopes upward through the intersection from south to north and Swampscott Road also slopes slightly upward into the intersection. Traffic Volumes 4• As a basis for this analysls, traffic turning movement oounts-tee compiled"for each of the two signalized intersections along either side of the'$ito, Ravenna Avenue/Barnes Road and Swampscott Road. Information from the Osbornn.Hills subdivision analysis for Barcelona Avenue is available for the evening peak hour but due to the lbw volumes, no data was collected specifically for the Saturday peak hour'far this analysis, Tli'e•;woekday afternoon counts were done between 2:00 and 6:00 PM to determine'whether or not rite peak activity occurred during the mid-afternoon or in the evening. Traffic volumes'eateing•the Highland Avenue/Swampseott Road intersection were revietved;.while them is alsligbt peak at approximately 3:00 to 4:00 PM, the peak hour at the intersaot$on`.eyas between 5:00 and 6.00 PM. Therefore, this 5:00 to 6:00 • A PM peak is the appropriate analysis hour used in this assessment. The weekday evening and Saturday middayrpeak hour volicitns ate pre6imi ted schematically in Exhibit 1. An automatic traffic recorder (ATR)'obuut was dame along Highland Avenue in 5vnt of the project to doc=ent total volumes along Highland Avenue on both a Friday and a Saturday. This data indicates"that theM',ware approximately 34,000 vehicles on Friday and about 29,000 vehicles on Saturday.:The.directional split was close to fifty/fifty on both days. The count data is included in the appendix. AjccidentlHiatery I coo In NOI.9NItIlIVH '8 'IB93S"nidNOtl EBiLfi►L9L8T St3 t4 LT SOOZI80i 90 JUN-09-2006 FBI 12149 PM Aoend Associa6es FAX H0. 761 273 3053 P, 05/15 :'reposed Commercial Developmeat 376 Hightaad Avenue,9slem,Massachusetts Juno 9,2006 -4- i Typically accident data is collected for study area intersections for the most recent three-year period to determine whether or not them are specific saf ty concerns. The information is reviewed to determine whether or not there are patterns to the data that suggest a design deficiency that might be exacerbated by the increased traffic of a development. This has not been done in this case, due to the fact that accidents and safety considerations have been previously covered by other traffic studies. Further, MassFlighway:haz qtly completed an improvement plan for the Route 107 corridor between Wal-Main aid 'Willson Road. In doing that work and proposing design changes for the entire cbrtidor, MassHighway would have evaluated all available accident information and taken.•t6finid'aacount in their redesign plans. For these reasons, no specific accident analysis hatbum done in relation to thjs project. A review of field conditions indicates that Highlamd Avec ue, while.sloping upward past the site, does not have any design features that suggest that accidimte•*a particular ooncem, Therefore, no specific research or evaluation of the accidents in the study,ai has been done as part of this study, Fumm No Dun&CbtiJMM In evahtating.the.impact.of this"Vi ojeet it is appttopriate,and standard practice,to consider Attire conditions, 'The Arturo conditions'without the project are referred to as the future no build condition; a,five-year horizon,(in this cast 2010 since the data is from 2005) is used. The combination of the future no build condition with the vehicle trips related to the project(referred to as project-related volumab)'.is referred to as the Arturs bed condition. Comparing the two future conditions pmvides for a more accurate indication of project impacts once the project is complete than if the project-related volumos were simply added to existing conditions. Three factors are accounted for in developing a saute no build condition specific development projects currently underway,general regional traffic growth resulting from development beyond the immediate area,and roadway improvement projects. Each is discussed below, i roolpj NO.IONIHiIVH '3 "IB9HS`NdN071 £fSVCttL9L9i %w3 £t LT 9002!60!90 JUN-09-2006 FRI 1250 PM Abend Associates FAX N0, 761 273 3053 P. C61'15 Proposed CommeroW Dm1cpmmt 376 Highlead Avenue,Salem,Messwhusetts June 9,2006 .5. Sit"geciflc Diwelopment There are currently two projects ongoing in the vicinity of the site,each is discussed below, • Osborne Hills Residential Subdivision—This residential single-family home Subdivision is proposed for the area to the northwest of Barcelona Avenue and southwest of Marlborough Road, 165 (including some homes in Peabody)ate proposed. Based on the trip generation and directional distribution of that.:analysis (prepared by Abend Associates),the vehicle trips through the study area"'been added, • Witch Trill Residential Subdivision — The 23-lot ditigle.flamily home subdivision off of Mooney Street in Salem has also been accounted for inthis no build condition_ Ggete Growth In order to estimate growth associated with detvelogrmtatt thrmighout the region, the Central Transportation Planning Staff at MassHighway was°Cortacted. .This agency is responsible for planning on behalf of the MaiiHighway Department and hers a developed forecast models for traffic throughout the.etate. SpcUftally, along Route 107, CTPS has an annual growth rate of 0.55 percent projected for.,the eveuiag.,paak hour.'`,They do not have information on Saturday growth; tharefciro, it assumed-that thir Satuiday growth is similar to the evening peak hour growth. Because theft growth rate9;ara.projected for a longer period of time(20 years)instead of five y=,it,is likely that this.rate is'alightly lower than what would be used for a shorten five- year horizon.. However, this ,rate is also designed to incorporate development Such as the projects hated above,n.Qt added to them. Based on a review of other recent Studies and the CIPS growth rate, a conservative l.5 percent per year rate is used here. This will account for general regional growth along with Other projects in the area that have not been specifically included above. Therefore it is considered a reasonable estimate of faturs 2010 conditions to use this growth rate(7.7 percent over five years) pIM the site-specific volumes noted above. i 9001n £9VLVVLSL9T %VH SV:LT 9002/90700 Jl1N-09-2006 FRI 12:50 PM Abend Associates FAX N0, 781 273 3053 P. 07/15 Proposed Commerolal Development 376 Highiead Avenue,Salem,Mauschumm Jane 9,2006 •6. Road Improvements MassHighway recently completed an improvement plan for Route 107 between the Wai•Mart store and Willson Road. The plan calls for an1mcement to the existing traffic controls and signal systems but does not include any widening or added lanes k this study area. These improvoments are expected to be done in 2006. In addition,a ncb bound right-turn lane will be added at Swampscott Road. This lane is being built by'the developer, of the small project adjacent to the intersection; this improvement is inchided.4n the futuia?:uo build and build analyses. It is also assumed that the signals in the study area will be workint as efllciently as possible after mese improvements. Future No Build Trafd7c Volumes Exhibit 2 presents the weekday eyening and Saturday midday peak hour volumes at the study area intersections for the,201 Ono build condition. Raorscr=RilT.wxen T'RAt3^IC ' TIdn Generating Projecting trips to this•development is done based on data available from the Institute of Transportation Engineers (rrE) in their publication Trlp Generation, 7d' edition, 2003. The proposed bank will have approximately 2,800 square feet The building will house a branch bank (2,800 square feet) with drive up windows and office space (4,400 square feet). Even though the offices are expected to be used by the bank it will be i goon NO.L9NIHHBH 'r iv6aS'k fzm E6 ML9L6T YVd Lt:LT 900Z/60/90 JUN-09-2006 FRI 12!50 Ph Abend Associates FAX NO. 761 273 3053 P. 061'.5 Proposed Commercial Development 376 Highland Avenue,Salam,Massachusetts Jane 9,2006 .7. used as office space and will not function as a bank. For example, it will be designed with filing space,lounge areas, mestrooms,a reception area, etc, These are feen Cres common to office space, not banks. The bank space falls into ITE land use category #912, Drive-In Hank while the offices fall into ITE land use category*710. General Ounces. The relevant pages from the PrE report are attached. The ITE data includes two relevant independent variables on which the trip projections for the bank can be based—square footage and the number of drive-in windows. in estimating trips to this site the number of trips based on both variables,ia nalculatdd and the average of the two results is used for this assessment. These calculations are sumraerind in Exhibit 3. Overall,the building is expected to generate about 1,080ivohicle trips par day, ,buff entering the site and half exiting the site. During the7uotaimg peak hour ft.site is expected to have about 55 nips,with 60 percent entering and 40 percent vxtdng,„In the evening the peak flow is about 150 trips, split evenly between entering and exiting During this peak.hour on Saturdays the site will accommodate about 155 trips,'.with slightly more:enteriag than exiting. These flows reflect a raid`bf about'ima.car(in and outj'every 45 seconds during the peak times in the evening and on,Saturdays: Of ochres,the,,raason these times bave the highest traffic volumes is because people are'oombining the•;trip to the bank with other trips. On a weekday these visits might be,by someone driving,home fttim work or on their way out shopping or to dinner, On Saturdays those trips might Why someone naming a series of errands, involved in some sort of recreational trip. or heading.or returning from shopping or lunch. Similarly, the morning peak hour trips are often ralated to people stopping on their way to work, A visit by a customer who is not traveling from home or work for the sole purpose of visiting the bank is making what is referred to as a pass-by trip or diverted trip. A pass-by trip is one by someone who would otherwise still drive past the site along Route 107; a diverted trip is by someone who is adjusting his/her trip route to stop at the bank. A diverted trip is not now to the area but is now to the streets directly adjacent to the site. L0013j NOZ91SriiHt'H '8 'IV9gS`h1dN073 t6 OKS%6T IVA WLT Soot/60/90 JUN-09-2006 FRl 12:50 PN Abend Associates FAX N0, 781 273 3053 P, Uy/ib Proposed Commemial Development 376 Highland Avenue,Salem,Massaclmsem June 9,2006 .g. ITE provides information about pass-by and diverted trips and them is a standard practice of using s default rate of 25 percent to account for pass-by trips in a traffic assessment such as this one, Because of the small overall size of this development it is not unusual to ignore the diverted trips and consider them as part of the primary, single purpose trips; this is done here To simplify the analysis further. the default rate of 25 percent is used td-account for pass-by tripe. With this factored in, the peak flows in the evening and on Satmdays.is about 110-115 trips per hour, roughly one trip entering and one trip exiting every minute or so:,'This adjustment is also shown in Exhibit 4. Directional Distribution M. The orientation of trips to and from the project is estimated bue'd,on the existing traffic volumes along Route 107 and the 4scent intemectimte; the general pattern of bank citing and my familiarity with the local street network and population.and oommereial land use patterns in the area. Overall,the trips a;G wq oted to be split evenly betweenthe southwest and northeast along Route 107. The trips to.the northeast will include some tripe via Swampscott Road to the east. Bank branches are geneihlly.located;so.that the banlcls customers are served conveniently. This means they are,positioned in the center ofthe,area they are designed to serve. This is consistent with the expectation that local trips to and fi=n the site will be split evenly in the two primary directions. The trips cmaring:from the south and exiting to the south are expected to use the Route 107 driveway. Traffic from the south will tum left into Ravenna Avenue and then enter via the proposed Savona Street, Traffic leaving toward the north has a choice of either using Savona Street to come out to Route 107 at the signal or tum right out of the site onto Route 107 and then make a U-turn at the signal. It is expected that these trips will be split 50-50. While it is inconvenient to shift over to the left-tum lane from the site drive along Route 107 and then to make a 1J-tum, it is also inconvenient to exit via Savona Street since it requires drivers to travel SOME N019NI3HVH V 7V9HS,kVK0H MLttLSL6T %Vd 02;LT 900Z/60/90 JUN-08-2008 FRI 12;50 PM Abend Associates FAX N0. 781 273 3053 P. lU/ib Proposed Commercial Development 376li Warm Avaoue,Salem,Massachusetts June 9,2006 .9. around the building an extra time. For these reasons it is expected that the traffic towards the north will be split between these alternatives. Note that the impact of having all of these trips travel one way or the other is inconsequential in terms of level of service impacts at the signalized intersection. The specific distribution is shown in Exhibit S. This exhibit also.,presents the distribution of pass-by trips, which are more dependent on traffic flow patterns,•and.traffic volumes than other factors. For example, the site sits, on the southbound side of,a divided roadway, reducing the convenience of the site to lass-by users traveling northbound:,. While it is expected that a higher percentage of pass-by trips will be southbound, #rips there are still expedwrl to:be some northbound pass-by trips. Based on the convenience o&each type,of pass-by trip'it is estimated that the percentage will be 70 percent southbound and 30 pbroent northbound. The pass-by trips exiting toward the north are expected to'•be,split betweeri'4h'e.,two alternative egress routes similarly to the other trips. Amoss DumN The project willhave a single,dIkIiyewiiy along$toirte 107 as shown on the plans, 1t will include one inbound lane and'one outbotmil'tane, Signage and striping will reinforce the right-turn-only restriction'hero, Local roviowers am reminded that Route 107 is a atate highway so that the design of the"driveway, including signage and striping, will be determined by Massliighway during the state permit process. A second access will be provided onto Savona Street, a roadway that currently is oitly':s "paper street" connecting to Ravenna Avenue. The layout of this connection is presented°on the plans. The site drive will have a single lane in and a single lane out, controlled by a stop sign. No formal assessment of sight distances has been prepared due to field observations which indicate that sight lines aro excellent,exceeding 1,000 feet. The design of the site drive should include landscaped areas on either side that include lawn or low shrubs that will not obstruct sight lines. BOO[D NOS9NRRIVII V IvDas'NVNOii t6 MLSLU %Vd MIT 900Z/60/90 NM-09-2008 FRI 1250 FM Abend Associates FAX N0. 281 273 3053 P, i1115 Proposed Commercial Developmem 376 Highland Aveaue,Side=,Massachusetts June 9,2006 .l p. F1M=BVMD COMMON Combining the flrture no build traffic volumes with the project-rclated trips provides an estimate of the t urtiag movement volumes at the study area irrimectiour ander the Oram build conditions, These volumes ars presented in Exhibit 6. IWAgI ANALYsis _`VIETHODOI,OGX In order to quantify,the impacts of the pmjeot•at'tho study area intersections, esah location has been evaluated using the methodology presemod.W-the;$MQ'Htghwsy Capacity Manual (RCM) using Synehro6:softer*. The Methodology incorporates tho geometric and volume related data at an interseetioa and,comp'ates a Level of Service,which provides a "grade" for the intersection's operations. The Laval of Service grade is band on the average delay per vehicle entering along,"each>approach',or ontert4 the intersection as a whole. Grades range from A, L.representing free-flow omiditions, to;B,representing over-capacity conditions where long delays occur:'A A. glade of E represents close to capacity conditions where flows are unstable and congestion could likely occur. An overall intersection Level of Service grade of D or better is considered by trafo engineering professionals to be acceptable for peak hour conditions. At signalized intersections, the Level of Service for each group of Janos is calculated. The methodology provides an estimate of delay for each approach. Levels of Service of D or better are acceptable for normal operations. Average delays of ten seamids or Iass aro designated as Level of Service A; average delays groater then 55 seconds are designated as Level of Service E; average delays greater than 80 seconds are Level of Service F. i 0102 N()IDMI RIM V TV93S'N"Ue 966Lbt LSL6T IV6 W LT 9062%60/90 JUN-09-2008 FR1 12:61 PM Abend Associates FAX N0, 781 273 3053 Proposed CommercialDevelopmmu 374 Highland Avenue, Salem.Ideseechusetu Juno 9,20D6 For unsignalized intersections the Level of Service for each critical movement is Calculated; a critical movement is one that must yield to another movement at the intersection. Typically, the left turns along the major street and all movements flnm the minor street must yield to other movements and are designated as critical movements. The methodology provides an estimate of delay for each of these critical movements, Descriptions of Level of Service are included in the appendix, The results are discussed below and shown in Exhibit 7, The computer printouts f of i the. calculations,are included in the appendix for all conditions. j aWgnd Avenue at gaygona Ayonue/Ba gs Road —This,signalized intersection operates at level of service.4 for both peak hours under existing and no build conditions; average delays are at about nine seconds. Under build eonditig4ethp level of serviC64draps over the delay threshold to eleven seconds, level of service B. All movements are,at level of service C or better under build conditions indicatirittliat'this intersection is'eapabla of'eecotmnodating the added turning movements related to this project; Mahland AvrApe at Swarri6scott'Road .-:This signalized intersection operates at level of service C:for all condition's for both peak hours. Average delays are at about 25 seconds in the evening,and at 20 seconds';an Saturday, 'Keep in mind that this result assumes the added right- turn lane northbound along Route 107 in place. This intersection also has adequate capacity to accommodate the,project. Highland Avenue (Route 1071 at & 9to — This unaignalixed intersection will operate well once the project is built. The level of service for exiting right turns will be C with average delays of less than 20 seconds. This is the can for both peak hours. TTOE NOIDNIMYRIs 1IV938'NVN021 C6tLttL9L6T M 92:LT 900Z/00/90 JUN-09-2006 FRi 12:51 PM Abend Associates FAX N0, 781 273 3053 i , 13/lb Proposed Commercial Development 376 Hi+ghland Avenue,Salem.Massachusetts lune 9,2006 -12- SUMMARY AND CONCLUSIONS This memorandum ITas presented an assessment of the traffic-related impacts of a proposed commercial development along Route 107, Highland Avenue in Salem, Massachusetts. The development will include a total of about 7,200 square feet with a drive-in branch bank and bank offices. It has taken into account local traffic growth,roadway improvements,and the number of vehicle trips expected to and from the development These vehicle trips were estimated based on industry standards and then distributed along the local streets: Combining the future no build condition volumes.with the volumes associated,with,the project provides a view of future conditions with the project in¢lace. An`aaalysis of traffic operations at study area intersections has provided a quantitative m'u,= of the project's impacts on peak hour operations. In total, there are expected to be about'540,inbound trips and about 540 outbound trips related to the new developrnen4 on,an!average weekday: Of these, about 150 will occur during the weekday evening and Sattuday ,peak,.hours. ' These numbers reflect both entering and exiting trips combined and do not account for,pess-by trips; the number of new vehicles added to the corridor as a4hole will not be w great since some of these trips will be by drivers already traveling along Roule a 07 past the site. o , The project does nbti.have a significant impact on local traffic conditions. The nearest intersections — at Ravenna:.Avenue and,.it Swampscott Aoad— both have sufficient Capacity to accommodate the modest increases in traffic caused by the project. 20530.8a1em-Puka STO[n N0119NIHHVH V -IV9HS'NVN0H 96P06LSL6T rVd SS;LT 9005/60/90 JUN-09-2006 FR1 12:51 PM Abend Associates FAX Ma 761 273 30b3 Weekday Peak Hour Tripe Average Daily SmWrday Midday Morning Evenrofi, Weekday Trips Peak Haus Drive-In Bank ITE#912 Qi 2,800 SF 20 15 64 64 384 384 53 51 Q 3 windows U 24 12 22 W1 ¢LZ im k Average: 27 20 70 71 Soo S00 79 74 Offieoe: ITE#710 Q 4,400 SF 1 1 ¢ -42— 1 1 Total: 33 21 71 77 542 542 80 75 less 2,5%of Bank trips (6) (6) (17) (17) (125) (125) (19) (19) Total New Trips: ZZ is U yQ &Z 412 IL 56 � 3 CTO NO,L9KIHHVH 'r 1y9HS'NBN02I C6 MLSLST Xyd 00:9T SOOZ/60/90 Y 1 O � CO Peak Hour Level of Service Summary o m Weekday Evening Peak Hour Saturday Peak Hour E)dsWg 2010 No SuUd 2010 Build Eidsling 201D No Build 2010 Build N LOS'Delavz VVIC3 LOS'Delo V/C' LOS'Dela VI& LOS'Delavz KI-C-3LOSS Dela y& LOS'Deleva y/Ca Route 107 at RavennatBarnes o Overall A 9 0.52 A 9 0.58 B 11 0.58 A 9 0.49 A 9 0.62 B 11 0.55 x Route 107 NS LT C 33 0.51 D 47 0.58 C 26 0.43 C 30 0.42 C 34 0.44 C 25 0.42 m Route 107 NB THW A 9 0.65 A 10 0.68 B 10 0.68 A 9 0.66 A 10 D_70 B 10 0.71 a Route 107 SB LT C 31 0.60 C 24 0.43 C 28 0.55 C 28 0.57 C 24 0.41 C 26 0.51 a Route 107 SB THIRT A 8 0.66 A S 0.66 B 11 0.74 A 8 0.64 A 7 0.64 S 11 0-73 0 Samos WB LTIIt'fIRT B 16 0.03 B 19 0-04 B 20 004 B 16 0.04 B 19 0.04 B 19 0.03 Ravenna EB LTnTMT B 16 0.11 B 19 0.12 C 20 020 B 16 0.09 B 19 0.10 B 20 0-19 � m Route 107 at Swampscott Road w Overal C 26 0,82 C 24 0.82 C 25 0.83 C 25 0.85 C 21 0.81 C 20 0.80 Route 107 NB TH D 38 0.94 D 37 0.92 D 39 0-94 C 35 D.94 C 32 0.92 C 31 0.91 Route 107 NB RT - - - A 9 0.16 A 9 0.16 - - - A 6 0.13 A 6 0.14 z Rahe 107 SB LT E 55 0.93 D 53 0.93 D 53 0.93 E 56 0.91 D 50 0.90 D 46 0.87 9 Rome 107 SB TH A 6 0.49 A 6 0.53 A 8 0.54 A 6 0.49 A 7 0.52 A 7 0.52 Swampscott WB LT C 34 0.36 C 34 0.41 D 35 0.43 C 30 0.37 C 24 023 C 26 0.36 0 Swompacolt WB RT B 16 0.38 B 15 0.41 B 15 041 B 18 0.53 B 14 0.49 B 15 0.50 m Pteasent Street at Fitchburg Street ^_; Overall - - - - - - A 1 - - - - - - - A 1 - w Route 107 SB TWRT - - - - - - A 0 0.57 - - - - - - A - 0.55 �n Rade 107 EB RT - - - -- - - C 17 0.18 -- - - - - - C 17 0.17 N 1. Level of 8wvke DeWgmHon 2- Caicldated Averaga Ddaypw yetocle in secooUs 3- Volume-io-Capmiy R"M - T m - 0 0 N Oi m u m 0 TRAFFIC IMPACT AND ACCESS STUDY PROPOSED TRANSFER STATION EXPANSION SALEM, MASSACHUSETTS Prepared for: NORTHSIDE CARTING North Andover,Massachusetts December 2007 Prepared by; VANASSE&ASSOCIATES,INC. 10 New England Business Center Drive Suite 314 Andover,MA 01810 {978}474-8800 Copyright C 2007 by VAI All Rights Reserved CONTENTS EXECUTIVESUMMARY.............................................................................................................I INTRODUCTION ...........................................................................................................................3 ProjectDescription.............................................................................................................3 StudyMethodology..................................................... .......................................................3 EXISTINGCONDITIONS..............................................................................................................5 Geometry ............................................................................................................................5 ExistingTraffic Volumes............I......................................................................................7 Pedestrian and Bicycle Facilities........................................................................................8 PublicTransportation .........................................................................................................8 Spot Speed Measurements..................................................................................................9 MotorVehicle Crash Data..................................................................................................9 FUTURECONDITIONS............................................................................................................... 12 FutureTraffic Growth ...:.................................................................................................. 12 Project-Generated Traffic................................................................................................. 15 Future Traffic Volumes—Build Condition ...................................................................... 16 TRAFFIC OPERATIONS ANALYSIS......................................................................................... 18 Methodology..................................................................................................................... 18 AnalysisResults................................................................................................................21 SIGHT DISTANCE EVALUATION............................................................................................26 G M12 Weni,KIAVol &Xl]AS 0109 doe CONTENTS_(Continued) CONCLUSIONS AND RECOMMENDATIONS.........................................................................28 Conclusions.......................................................................................................................28 Recommendations.............................................................................................................28 G M12 Salent MA%tgwnATIAS 0108 Eoc FIGURES No. Title I Site Location Map 2 Study Area Map 3 2007 Existing Peak Hour Traffic Volumes 4 Pedestrian Facilities Map 5 Public Transportation Map 6 2012 No-Build Peak}lour Traffic Volumes 7 Trip Distribution Map 8 Project-Generated Peak Hour Traffic Volumes 9 2012 Build Peak Hour Traffic Volumes GNS212 UM,MA%gg MAS 0308,da TABLES No. Title 1 2007 Existing Traffic Volumes 2 Vehicle"Travel Speed Measurements 3 Motor Vehicle Crash Data Summary 4 Trip-Generation Summary 5 Trip-Distribution Summary 6 Peak-Hour Traffic-Volume Increases 7 Level-of-Service Criteria for Unsignalized Intersections 8 Level-of-Service Criteria for Signalized Intersections 9 Unsignalized Intersection Level-of-Service and Vehicle Queue Summary 10 Signalized Intersection Level-of-Service and Vehicle Queue Summary I 1 Sight Distance Measurements 12 Mitigated Signalized Intersection Level-of-Service and Vehicle Queue Summary GASII?Salem,MAU,wndT1A8_03W,dac EXECUTIVE SUMMARY Vanasse & Associates, Inc. (VAI) has conducted a Traffic Impact and Access Study (TIAS) in order to determine the impacts on the transportation infrastructure associated with the expansion of the existing Northside Carting Transfer Station located off Swampscott Road in Salem,Massachusetts. The proposed project will entail an expansion in the operating capacity of the existing transfer station from 100 tons of material per day to 400 tons per day. This study was prepared in consultation with the Massachusetts Highway Department (MassHighway) and the City of Salem, and was performed in accordance with the state standards for the preparation of Traffic Impact Assessments (TIAs). The study area evaluated for the project was selected to contain the major roadways providing access to the site, including Highland Avenue (Route 107), Marlborough Road, and Swampscott Road, as well as the two major intersections located along these roadways through which project-related traffic will travel: Highland Avenue at Marlborough Road and Traders Way and Highland Avenue at Swampscott Road and Dipietro Avenue. Each of these locations and the access drives to the project site were assessed with regard to traffic volumes, safety, and operating conditions (motorist delays and vehicle queuing), both at present and in the future and with and without the proposed project. As detailed-as-a-partof_this assessment,-relative to the transportation system serving the project site, the net result of the project will b_e an increase of approximately 54 vehicle trips on-an-average-weekday-over''jj current conditions (27 additional vehicles entering and 27 exiting over the operational period of the facility), with 6 additional vehicle trips expected(3 entering and 3 exiting)ov_er,a one-hour period during tithe weekday peak periods'` Such—iucreases—are`rreelatively minor in nature and were—not'shown—to m`atertally unpact traffic operations at the study intersections over existing or anticipated future conditions without the project (No-Build conditions). That said, a detailed transportation improvement program has been developed that is designed to maintain safe and efficient access to the site while minimizing impacts to motorists traveling along adjacent roadways and address any deficiencies identified at off-site locations evaluated in conjunction with this study. The following improvements have been recommended as a part of this evaluation and will be completed in conjunction with the project subject to receipt of the necessary approvals. e- Site Access - Access the project will be provided by way of two driveways: the southern driveway will be situated at the location of the existing driveway serving the site and will accommodate full access to the project; the northern driveway (proposed) will be situated approximately 200 feet south of the northern property line and will function as a one-way, exit-only facility. It is recommended that the nosh site driveway be a minimum of 16-feet in width and that appropriate signs and pavement marking be provided indicating the function of the driveway as a one-way, exit-only facility. The south site driveway should be a minimum of G.W12 Sa10,MAVicpMATIAS 0308A. 1 24-feet in width. Vehicles exiting the site should be placed under sToP-sign control, with any signs or landscape features located,designed and maintained so,as not to restrict lines of sight to lor_from tGsit e e driveways. In addition, it is recommended that the existing fence located along [the project frontage on Swampscott Road be relocated within the,site inorderto provide the required lines of sight to and from the site driveways. Further, it is suggested that "Trucks Entering Ahead" warning signs be installed on Swampscott Road approaching the site (both directions) in order to inform motorists of the potential for slower moving traffic to be entering the roadway. •S Highland Avenue at Marlborough Road and Traders Way - In order to improve operating conditions at this intersection, the proposed timing, phasing, and coordination plan to be implemented by MassHighway should be reviewed and refined/adjusted as necessary to achieve optimal operating conditions at this location. This review will be undertaken by the project proponent within one-year of the expansion of the transfer station and will include an updated evaluation of the motor vehicle crash history at the intersection. d• Highland Avenue at Swampscott Road and DiPietro Avenue - In order to improve operating conditions at this intersection,the following recommendations are offered: 1. The Swampscott Road northwestbound approach should be restriped to convert the existing left-turn lane to an optional left/right-turn lane in order to accommodate the predominant turning movement at the intersection (right-turn movements) and to reduce both motorist delays and vehicle queuing; 2. The traffic signal timing, phasing, and coordination plan should be refined/adjusted as may be necessary;and 3. Double-yellow centerline pavement markings should be provided along DiPietro Avenue, for a minimum distance of 100 feet in advance of the intersection in order to separate the directions of travel approaching and departing the intersection. With implementation of the above recommendations, safe and efficient access will continue to be provided to the transfer station and the proposed project can be constructed with minimal impact on the roadway system. "212 SNem,NAMWponSiAS 0308.0m 2 INTRODUCTION Vanasse & Associates, Inc. (VAI) has conducted a Traffic Impact and Access Study (TIAS) in order to determine the impacts on the transportation infrastructure associated with the expansion of the existing Northside Carting Transfer Station located off Swampscott Road in Salem, Massachusetts. This study reviews the anticipated traffic characteristics of the proposed project and provides a comprehensive assessment of operating conditions and safety on the transportation infrastructure serving the project site, both with and without the proposed expansion. The study area for the project was selected to contain the major roadways providing access to the site, including Highland Avenue(Route 107),Swampscott Road, and Marlborough Road, as well as the two major intersections located along these roadways through which project-related traffic will travel: Highland Avenue at Marlborough Road and Traders Way and Highland Avenue at Swampscott Road and DiPietro Avenue, PROJECT DESCRIPTION The proposed ptviect will entail the expansion of the existing Northside Carting;fransfer Station_located off Swampscott Road in Salem"MassacFuseells;to expand its operating, capacity from 100 tons of material per day to 400 tons per`day:The project-site is generally bounded by Swampscott Road is the east;oo'mmercial properties to the north and south; and areas of open and wooded space and low-lying wetland areas to the west. Access to the project will be provided by way of two driveways: the southern driveway will be situated at the location of the existing driveway serving the site and will accommodate full access to the project;the northern driveway(proposed)will be situated approximately 200 feet south of the northern property line and will function as a one-way,exit-only facility. Figure I depicts the site location in relation to the existing roadway network. STUDY METHODOLOGY This study was prepared in consultation with the Massachusetts Highway Department (Massllighway) and the City of Salem; was performed in accordance with the state standards for the preparation of Traffic Impact Assessments(TIAs);and was conducted in three distinct stages. The first stage involved an assessment of existing conditions in the study area and included an inventory of roadway geometries; pedestrian and bicycle facilities; public transportation services; observations of traffic flow;and collection of daily and peak period traffic counts. c:,:nz sew,,aininro�,:rrrns_a3caa« 3 n✓J„�i !11_ a '�'�9�+ ���lu' � �. .. c ��IV.61ipi '! }�� *-�l f '`”t9., . ?ill;(/C '�' ��/ Ir s •%�-�` r-.. I � � •.� J h '!, t, i &eon {/r�r„i�.4tir, {\� � - {I� �� q1�.• • � � n\�v+ �-1��d(/���� ,, r 1 Y"• = V f�� fG.«-IJ l� I•� S :-� +� ^ph`,yi'-\�.,) 'O� r ( � �'�1 At f P�id� �o � / �{{}''"lI i,-=�1 � �TJ'1`/ CS ��J�-1 � � �\l•'1 1'" i� �yC++? ° ' t`'..1�C Tia ` r t - moi • . �; `' I SITE GI` 5xtyJ'+J 5 l �t`k. t` f" ! " i"..`�s .fin. :,:... +� .�/� a. l•' 18.8 � \� :ti;• \ �. rA . l,Sa f sir `� �'� .�t sff' •� } o, 1 o t, '�' ' `ParA 0 10 00 2001 Figure I %A0Ivan ass e-8 Associates, Inc Site Location Map 1 Transportation Engineers& Planners R:\5212}.5212im.w, 11/29/2007 10:4119 AM EST CopNlyht 0 2007 by VAI. All RI,ht,RII, IYlQ In the second stage of the study, future traffic conditions were projected and analyzed. Specific travel demand forecasts for the project were assessed along with future traffic demands due to expected traffic growth independent of the project. A five-year time horizon was selected for analyses consistent with State guidelines for the preparation of TIAs. The traffic analysis conducted in stage two identifies existing or projected future roadway capacity,traffic safety,and site access issues. The third stage of the study presents and evaluates measures to address traffic and safety issues, if any, identified in stage two of the study. G.5212.SOm 4 EXISTING CONDITIONS A comprehensive field inventory of traffic conditions on the study area roadways was conducted in October and November 2007. The field investigation consisted of an inventory of existing roadway geometries;_pedestrian and bicycle facilities; public transportation services; traffic volumes; and Lop erating-characteristies; as well as posted speed limits and land use information within the study area. The study area for the project was selected to contain the major roadways providing ac ss to thP, including Highland Avenue (Route 107), Swampscott Road, and Marlborougfi_Road; s e ass o major intersections located along these roadways through which project-related traffic will travel and the existing site driveway,which are listed below and depicted on Figure 2: 1. Highland Avenue at,Marlborough Road and Traders Way. 2. Highland Avenue at Swampscott Road and DiPietro Avenue. 3. Swampscott Road at the site driveway. The following describes the study area roadways and intersections. GEOMETRY Roadways Highland Avenue(Route 107) Highland Avenue is an urban principal arterial roadway under state jurisdiction that traverses the study area in a general northeast-southwest direction. Within the study area, Highland Avenue provides two 1 I-to 12-foot wide travel lanes per direction(four-lane cross-section),separated by a raised median,with additional turning lanes provided at major intersections. Sidewalks are generally provided along the south side of Highland Avenue within the study area, with marked crosswalks provided at major intersections. Illumination is provided by way of street lights mounted on wood poles. Land use along Highland Avenue within the study area consists of commercial properties and areas of open and wooded space. G W12 a t m. aoz S .... V IIID �I +' Ills ' IIIIIIIII Legend: , Signalized Intersection s ' Unsignalized Intersection } bS' �tl � ///gggl !- 1• !/,/4 g •pY .ul� "\r�'/{I ` t +/ '� ,a.°+..-..'"��Jrf�' ���'�-�s\ ��.% ,mss i;�• .�. . ,..,'�+i_y;�l l'� "z� 9 �„ "`—,(r? Pia' �� ;%�� � `� •t C I ' _- ;J • t ter Y y, 4.#^-l::� �\ c. /dam r v �_ - � �_... �.�-.,y �.G_ r _r� �✓'t �� ._ .` !1 yM ` ✓y 7 :I��-Y ` • 1 � ,� ,mac' � '}�S �"o.>nvC x •'. ^ F� S•.9; r r (i\ '.\ ,r ,`t�' r __t j r p61 :,. V t .r{\` �. - I , �'y ,. �. , � . • < SITE e� ; -�� - - - _\. '' � ': ' 111, },:c :a, ' l `s._� h o Gl• .�� �4do tl ,�f/ �f _ 55 .�.' „.3 - •< t I tip. - — \ .%�:; � _ y �. ~ !� z' '��Zt\ ° • t.+ `.. "'RSC '�jf r. \,~ f ' . $ 7:,N.. I� Il6 V �,\ �.(' rr��y�.. 51rrj �� .���•• a�.. Y ' 0� . f� 'ae f•....G -.rte , a�;f _ R6 .y�'' N (J' Vie,. r o � ',^-.:,.� 4�y � � f 91r 011ranasse a associa'fes. Inc Study Area Map Transportation Engineers& Planners R\5212\5212—I.d., 11/29/2007 10.11.32 AN ESI Go Ig6t ®2007 by VAI. A9 Rl,hts ftwr.d. Swampscott Road Swampscott Road is an urban collector roadway under local jurisdiction that traverses the study area in a general northwest-southeast direction between Highland Avenue and the Swampscott Town Line. Within the study area, Swampscott Road provides two 12- to 13-foot wide travel lanes separated by a double-yellow centerline, with variable width marked shoulders and additional turning lanes at its intersection with Highland Avenue. A sidewalk is provided along the east side of Swampscott Road. Illumination is provided by way of street lights mounted on wood poles. Land use along Swampscott Road within the study area consists of the project site, commercial properties, and areas of open and wooded space. t,Marlborough Road Marlroug(i Road-;is an urban collector roadway under local jurisdiction that traverses the study area in a general north-south direction between the Peabody City Line and Highland Avenue. Within the study area, Marlborough Road provides two 12- to 15-foot wide travel lanes separated by a double-yellow centerlinc,with variable width marked shoulders provided. Sidewalks are generally provided along both sides of Marlborough Road. Illumination is provided by way of street lights mounted on wood poles. Land use along Marlborough Road consists of commercial and residential properties and areas of open and wooded space. Intersections Highland Avenue at Marlborough Road and Traders Way Marlborough Road and Traders Way intersect Highland Avenue from the north and south, respectively, to form this four legged intersection under traffic signal control. The Marlborough Road southbound approach consists of an 11.5-font wide left-turn/through travel lane and a 12-foot wide right-turn lane, with a 1-foot wide marked shoulder provided. The directions of travel along Marlborough Road are separated by a double-yellow centerline. The Traders Way northbound approach consists of an 11-foot wide !eft-turn lane, a 12-foot wide left-tumfthrough travel lane, and a 12-foot wide, channelized, right-turn lane that operates under STOP-sign control, with one-foot wide marked shoulders provided. The directions of travel along Traders Way are separated by a raised median. The Highland Avenue northeastbound approach consists of a 12-foot wide left-turn lane,a 12-foot wide through-travel lane and an 11-foot wide through/right-turn lane. A right-turn lane was under construction on the Highland Avenue northeastbound approach to the intersection at the time of completion of the field inventories. 'rhe Highland Avenue southwestbound approach consists of a 12-foot wide left-turn lane, two 12-foot wide through travel lanes, and a 10-foot wide right-turn lane, with a 1-Foot wide marked shoulder provided. The directions of travel along Highland Avenue are separated by a raised median. Illumination is provided by way of street lights mounted on wood poles. Sidewalks are provided along both sides of Marlborough Road, along the east side of 'Traders Way, and along the south side of Highland Avenue, with marked crosswalks provided across all legs of the intersection. Land use in the vicinity of the intersection consists of commercial properties. The traffic signal operations in a five-phase, fully-actuated mode, with advance phases provided for left-turning vehicles along Highland Avenue and split-phasing for both Marlborough Road and Traders Way. An exclusive pedestrian phase is provided upon pushbutton actuation. MBIA bus stops are located along both Highland Avenue approaches to the intersection. G?t21:Satn�,MAtRepon911nS U308.Aa 6 Highland Avenue at Swampscott Sheet and DiPietro Avenue Swampscott Road and DiPietro Avenue intersect Highland Avenue from the southeast and east, respectively, to form this four-legged intersection under traffic signal control. The Swampscott Road northwestbound approach consists of 12-foot wide left and right-turn lanes, with a 1-foot wide marked shoulder provided. The directions of travel along Swampscott Road are separated by a raised island at the intersection and by a double-yellow centerline to the south. The DiPietro Avenue westbound approach consists of a 23.5-fool wide paved roadway, accommodating two-way travel, with no marked centerline or edge lines provided. The Highland Avenue northeastbound approach consists of two 11.5-to 12-foot wide through travel lanes and an 11.5-foot wide, channelized, right-tura lane that operates under YIELD-sign control, with a 2-foot wide marked shoulder provided. The Highland Avenue southwestbound approach consists of a 12-foot wide left-turn lane and two 12-foot wide through travel lanes,with a 4.5-foot wide marked shoulder provided. The directions of travel along Highland Avenue are separated by a raised median, Illumination is provided by way of street lights mounted on wood poles. Sidewalks are provided along both sides of Swampscott Road at the intersection and along the south side of Highland Avenue, with a marked crosswalk provided across the Swampscott Road leg of the intersection. The traffic signal operates in a four-phase, fully-actuated mode, with an advance phase provided for the Highland Avenue southwestbound approach. An exclusive pedestrian phase is provided upon pushbutton actuation. EXISTING TRAFFIC VOLUMES In order to determine existing traffic-volume demands and flow patterns within the study area, automatic traffic recorder (ATR) counts, manual turning movement counts (TMCs) and vehicle classification counts were completed-in-Octoberr2007. The ATR counts were conducted on Swampscott Road;north of Eirst Str-ret;in-order to record weekday-dailyy-traffic condi[io`ns in_the vicinity_of-the project-sice over an extended period. The TMCs were conducted at the study intersections during the`weekday, morning (6:00 to 9:00 AM)and evening(3:00 to 6:00 PM) peak periods,the peak periods for both the project and the adjacent roadways. In addition, TMCs were also conducted at the driveway serving the existing transfer station in order to quantify the existing characteristics of the site. Seasonal Adiustments In order to evaluate the potential for seasonal fluctuation of traffic volumes within the study area, historic traffic count data were reviewed for the nearest MassHighway permanent count stations to the project site. Based-cm a-review of this data;iC was_determined that traffic-volumes=for—the-month_ of Oct—Wer approximately"1'7_percent-above average-month conditions. In order to provide a conservative (above average) analysis scenario, the October traffic volumes were not adjusted downward to average-month conditions. The 2007 Existing weekday morning and evening peak-hour traffic volumes are depicted on Figure 3 and are summarized in Table 1. tMassl-lighway Traffic Volumes for the Commonwealth of Massachusetts; Permanent Count Station 595 located on Route 128, south of the Peabody City line, in Lynnfield;Permanent Count Station 5099 located on Route 128,south of Walnut Street, in Lynnfield;and Permanent Count Station 5128 located on Route 1,south of Hanover Street,in Newbury;2006. GA5212 Salem,MAViepona\TIAS 0306.doc 7 9nuP17s Lu nu..a�.:L:nr.ua..i1 u.LL�..L.r,r,r,oet✓IY.0 uJ'x.1'Yuu7n:.Aur.0.pair,:r b7ola i...l.rinouty shoo.n, ,WEEKD"AYMQRNIN.%'—T WtHOW 4f lb 90°icy 107 ^ryb b lb �b Z A+°'ti �ql RS �2 P 0� Z6 AVENUE Co SWAMPSCOTT ROAD �G2 RR S SITE R1 y s'� n 9 �0r a,t „ Total 20 fie.=w�ari..rx*a y'.rr.r*xvx.�_ Ho 540 vnm.ri�3xr'n,�y,--,t : EEKUAY E,NIAIGFf! K ym nmxzom,.i qR� 9 107 b/ } 4p L2 R J4. P 'l^�4 `1 AIPIETRO VENUE SWAMPSCOTT ROAD SITE In 7 Out 7 tiy^ Tot.1 14 Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. Not To Scale Figure 3 ' > 1% as & Assoc %net 2007 Existing %A1 Transportation Engineers & Plannus Peak Hour Traffic Volumes R:\0212\WZd1.A.0 11/38/2001 IR80:80 M 61 Co)e*t O 2007 by W. N Rlbhb fte Table 1 2007 EXISTING TRAFFIC VOLUMES Weekday Morning Peak Hour Weekday livening Peak Ilour Directional Directional Location AWr VPH° KFactor` Distribution VPN KFactor Distribution SwatnpsconRoad,north of 12,320 907 7A 50.3%NWB 999 8.1 61.8%SEB First Street 'Average weekday traffic in vehicles per day. bVehicles per hour. `Percent of daily traffic occurring during the peak hour. 'Pet cent traveling in peak direction. NWB=northwestbound;SEB-southeastbound. As can be seen in Table 1, Swampscott Road, north of First Street, was found to accommodate approximately 12,320 vehicles on an average weekday,/witli�-approxiniately 907-vehicics-per Hour(vph) p during the weekday evening peak hourt during the weekday morning peak hou"r and 999 li A review,of the peak-period traffic counts indicates that the weekday morning peak hour generally occurs .between 7:00 and 8:00 AM; with the weekday evening peak hour generally occurring between4�d `15:00 PM.-.," PEDESTRIAN AND BICYCLE FACILITIES A comprehensive field inventory of pedestrian and bicycle facilities within the study area was undertaken in October and November 2007. The field inventory consisted of a review of the location of sidewalks and pedestrian crossing locations along the study roadways and at the study intersections, as well as the location of existing and planned future bicycle facilities. Sidewalks are provided along the east side of Swampscott Road; the south side of Highland Avenue; both sides of Marlborough Road; and along the east side of Traders Way. Marked crosswalks are provided at both signalized study intersections. The existing pedestrian facilities within the study area are shown on Figure 4. At present, there are no designated existing or planned future bicycle facilities serving the immediate study area. PUBLIC TRANSPORTATION The Massachusetts Bay Transportation Authority (MBTA) provides two bus routes along Highland Avenue within the study area. Bus Routes 450145OW and 456 provide service between downtown Salem and points to the southwest along Highland Avenue. MBTA bus stops are provided along Highland Avenue at its intersection with Marlborough Road and Traders Way. In addition, there are two MBTA commuter rail stations located within a two-mile radius of the project site: Salem and Swampscott stations on the Newbury/Rockport Line. The public transportation facilities within the study area are'shown on Figure 5. G isnz sem.,»,MA%4M11%T1As csca ft- 8 .I �0 11111"A I A&YYJ'Yluii I:1 it Hill Legend: Existing Sidewalk Existing Crosswalk Mq C 107 G,y �9p �9l RS P, DIPIETRO AVENUE S 2J ��si .j�V�yP AS°011 SITE jR°90 lq� Not To Scale Figure 4 %A Q,Lt/anasse 6x gssociR6-s Mc Pedestrian Facilities Map I Transportation Engineers& Planners R.\5212\5212pcd kc d 11/26/200) 11:16.23 AN EST 0o,I0h1 0 2007 by VAI. All RIght5 Rexrved. .Ili ILYt�{4Y{Yl�iY9�i IId "yl'i' ......IYV' Sh '_ ILV�Y'. �YW n9 r m u Legend: XXX MBTA Bus Route =P Peabody Transit Bus Route ® MBTA Commuter Rail Line 17 k'"'i L� r ,, �;.. CIG >:,-' `�S'o \,;_ �i• `"' ''� Figure 5 ..,�.�—.""'c �•, \ ..r "^' %1• - ':, i t p •rs rt O..,a �C �� it '-' 1a . 'f . au �'�•.��� • " _;�'�:�; �J. 1^ '`rn1� .�19jo ; ✓ CTCV)}} �� 'f:� \'1{. �C' •/!`Y a(� `*.:\t.' 1 �1.1 •.S i(�`,`.G�44�^r',}�r� � `(;� r��,,� ti ' ' ' �� 1�D .�,,� � : �• ? SITE ?`o'er �' -�:,�. • -• - - " � �•{ if 0 7` G1�. 11 '� ��,rye 4 0 :. 'M+.' .�,. , 1 %AQjVanasse &Asso&Res'inc Public Transportation Map 1 Traosportation Engineers& Planners R.\5212\52121—.I.dv, 11/29/2007 1.59:47 PN EST CCPrlgbl ®2007 by VAI. All Rlgbtb Reserved. SPOT SPEED MEASUREMENTS Vehicle travel speed measurements were perfortned on Swampscott Road in the vicinity of the project site using a calibrated pulse radar gun. A total of 100 measurements were performed, with 50 measurements taken in each direction of travel. Table 2 summarizes the vehicle travel speed measurements. Table 2 VEHICLE TRAVEL SPEED MEASUREMENTS Swampscott Road Northbound Southbound Mean Travel Speed(mph) 34 34 85'h percentile Speed$mgh� "= 36 37 ,E...4.•_,:,' tyFs, a,,,,ti5i1.},,�`t' f `i;�.;r:::,r:�'.vi°ail"',i 'fiilr.'1�,.a S 41 „ti0.yk�ttq fir'usteKl.$PeetJ'Llfit"riL�.�'mR$7.,t.... mph—miles per hour. As can be seen in Table 2, the mean (average) vehicle travel speed along Swampscott Road in the vicinity of the project site was found to be approximately 34 mph. The average measured 85°i percentile vehicle travel speed,or the speed at which 85 percent of the observed vehicles traveled at or below, was found to be approximately 37 mph,or 7 mph above the posted speed limit of 30 mph. The 85°i percentile vehicle travel speed is used as the basis of engineering design and in the evaluation of sight distances, and is often used in establishing posted speed limits. MOTOR VEHICLE CRASH DATA Motor vehicle crash information for the study area intersections was provided by the Massliighway Safety Management/Traffic Operations Unit for the most recent three-year period available (2003 through 2005)in order to examine motor vehicle crash trends occurring within the study area. The data is summarized by intersection, type, severity, weather and lighting conditions, and day of occurrence,and presented in Table 3. G U212 Salem.MAiRgr ATEAS0308doe 9 Table 3 MOTOR VEHICLE CRASH DATA SUMMARY° Ilighland Avenuo/ 4I-lighland Avenue/.} Swampscott Road/ Marlborough Road/ DiPietro Avenue L:rradors Ways" Year 2003 10 21 2004 5 14 2005 5 21 Total 20 56 Average 6.67 18.67 Rate" 0.53 L l4 Signi lckriv= No es 'Type Angle 4 17 Rear-Lind 9 29 )lead-On 0 1 Sideswipe 2 4 Fixed Object 3 0 Unknown/Other 2 -5 Total 20 56 Severity Property Damage Only 15 39 Personal In 5 17 Fatal Q 0 Total 20 56 Conditions Clear g 131 Cloudy 5 12 Rain 5 6 Snow/Ice 1 5 Unknown 0 2 Total 20 56 Lighting Daylight 12 33 Dawn/Dusk 1 3 Dark(Road Lit) 7 15 Dark(Road Unlit) 0 1 Other/Unknown 0 4 Total 20 56 Day of Week Monday thin Friday 12 44 Saturday 3 5 Sunda - 7 Total 20 56 'Source Mass]lighway Safety Management/'traffic Operations Unit liecords,2003 through 2005. 'Crash rate per million vehicles entering the intersection. �,�,� „^ ,M-*"interseciioti ciasli rale is significant ifit-isfound to-exceed-0.88 crashes per million Whicics entering the intersection for stgnali'rxd tinterseetions-as defined by MassNiIthway far the Massi ighway District-inn which the project-is located(District 4). c;unz saw:,tinutgwntnns ora dcc 10 As can be seen on Table 3, the study area intersections averaged approximately 19 or fewer reported motor vehicle crashes per year over the three-year review period. The intersection of Highland Avenue at Marlborough Road and Traders Way was found to have experienced the largest number of reported motor vehicle collisions, with a total of 56 collisions repotted over the three year review period. The majority of the crashes occurring at this intersection involved property damage only (39 out of 56); occurred on a weekday (44 out of 56); under clear weather conditions (31 out of 56); during daylight (33o'ut of 56);and involved rear-end-type-collisions(29outof 56)._The intersection of Highland Avenue at rlborough`Road`and-Triaders Way-was-also-found to have_amotor_vehicle crash rate above the ATassHi inw_ay',average for signalized_inierthseetions fa the MassHighway District in which the project is located (District 4). It is anticipated at the intevsection and-traffic-cl imprm oveents currently under design or construction by MassHighway at both the Highland Avenue/Swampscott Road and Highland Avenue/Marlborough Road intersections will improve both traffic operations and safety (reduction in motor vehicle crashes) over current conditions. No fatal motor vehicle crashes were reported at the study intersections over the three-year review period. The detailed MassHighway Crash Rate Worksheets are provided in the Appendix. G\52'.2 Satan,MA%Qp*F s TEAS-0305 eb 1 1 FUTURE CONDITIONS Traffic volumes in the study area were projected to the year 2012, which reflects a five-year planning horizon consistent with state traffic study guidelines. Independent of the proposed project, traffic volumes on the roadway network in the year 2012 under No-Build conditions include all existing traffic and new traffic resulting from background traffic growth, Anticipated projeot-generated traffic volumes superimposed upon this 2012 No-Build traffic network reflect 2012 Build conditions with the project, FUTURE TRAFFIC GROWTH Future traffic growth is a function of the expected land development in the immediate area and the surrounding region. Several methods can be used to estimate this growth. A procedure frequently employed estimates an annual percentage increase in traffic growth and applies that percentage to all traffic volumes under study. The drawback to such a procedure is that some turning volumes may actually grow at either a higher or a lower rate at particular intersections. An alternative procedure identifies the location and type of planned development, estimates the traffic to be generated, and assigns it to the area roadway network, This procedure produces a more realistic estimate of growth for local traffic. However,the drawback of this procedure is that the potential growth in population and development external to the study area would not be accounted for in the traffic projections. To provide a conservative analysis framework, both procedures were used, the salient components of which are described below. Snecific Development by Others MassHighway and the Planning Department of the City of Salem were contacted in order to determine if there were any projects planned within the study area that would have an impact on future traffic volumes at the study intersections. Based on these discussions,the following projects were identified: G+52t25ehm.MRlltepaal3 iA$fl3US da 12 • St. Jean's Bank, Salem, Massachusetts. This project is currently under construction and consists of a 7,200 sf commercial building that will contain office space and a bank with a three lane drive-through service facility to be located at 370 Highland Avenue in Salem, Massachusetts. Traffic volumes expected to be generated by this project were obtained both from the Traffic Impact Assessment (TIA) prepared for the development2 and using trip-generation statistics published by the Institute of Transportation Engineers (ITE)3, and were assigned onto the study area roadway network based on existing travel patterns. • Osborne Hills Residential Subdivision, Salem, Massachusetts. This project consists of the construction of a 149-unit single-family home subdivision to be located off Marlborough Road in Salem, Massachusetts. Traffic volumes expected to be generated by this project were obtained from the TIA prepared for the development4 and assigned onto the study area roadway network based on existing travel patterns. • Proposed Tri-City Sales Redevelopment, Salem, Massachusetts. This project consists of the redevelopment of the Tri-City Sales property located at 272 Highland Avenue (situated in the northeast quadrant of the intersection of Highland Avenue and Marlborough Road) in Salem, Massachusetts. The redevelopment will entail relocating the existing businesses from a 15,054 sf building to a new 10,400 sf building and the construction of a new 12,900 sf CVS Pharmacy with a two lane drive-through service facility. Traffic volumes expected to be generated by this project were obtained both from the TIAS prepared for the developments and using trip-generation statistics published by the PTE, and were assigned onto the study area roadway network based on existing travel patterns. • Witch Hill Residential Subdivision, Salem, Massachusetts. This project consists of the construction of 28 single-family homes to be located off Mooney Road in Salem, Massachusetts. Traffic volumes expected to be generated by this project were obtained from the TIA prepared for the development6 and assigned onto the study area roadway network based on existing travel patterns. • Chapel Hill Residential Subdivision, Salem, Massachusetts. This project consists of the construction of 26 single-family homes off Clark Avenue in Salem, Massachusetts. Traffic volumes expected to be generated by this project were obtained from the TIA prepared for the development7 and assigned onto the study area roadway network based on existing travel patterns. • Proposed 469 Highland Avenue Office Building, Salem,Massachusetts. This project consists of the construction of a 12,900 sf office building at 469 Highland Avenue in Salem, Massachusetts. Traffic volumes expected to be generated by this project were estimated using trip generation statistics published by the ITE and assigned to the study area roadway network based on existing travel patterns. 27rafc Impact Assessment, Proposed Commercial Development;Abend Associates;June 13,2006. 37rip Generation,Seventh Edition;Institute of Fransportation Engineers;Washington,DC;2003. 47rafji,cAssessment, Osborne Hills Residential Subdivision;Abend Associates;December 10,2004, 57rafc Impact and Access Study, Proposed"Fri-City Redevelopment;VHB;August 2006. 67raffic Impact Assessment, Witch I lill Residential Subdivision;Abend Associates;October 7,2004. 7Trafc Impact Assessment, Chapel Hill Residential Subdivision;Abend Associates;August 21,2006. G:15212 Sohn,,MAV,.MAT1A8 0:108 Me 13 i i �o � ann��`,�d i ����� \�6' • Citizen's Bank,Salem,Massachusetts. This project is currently under construction and consists of a 3,500 sf bank with a two lane drive-through service facility located at 276 Highland Avenue (situated in the northwest quadrant of the intersection of Highland Avenue and Marlborough Road) in Salem, Massachusetts. Traffic volumes expected to be generated by this project were estimated using trip generation statistics published by the ITE and assigned onto the study area roadway network based on existing travel patterns. No other projects were identified at this time that are expected to impact future traffic volumes within the study area beyond the general background traffic growth rate. General Backeround Traffic Growth Traffic-volume data compiled by MassHighway from historic traffic counts in the area were reviewed in order to determine general traffic growth trends. Based on a review of this data, it was determined that traffic-volumes-with in-the-City-of-Salem'have`fluituated'over the'past several-years;ranging-from increases of approximately-3.5-percent-to decreases of approximately'4:7 percent.-On average, histo r c traffic volumes withitfthe City were found to have remained relatively stable over the past 10 years, In order to account for future traffic growth and_presently-unforeseen development within the study area, a .Q percent per year compounded annual background trafficc grfO th.rae..was.used.� Planned Roadway Imurovements MassHighway and the City of Salem were contacted in order to determine if there were any planned roadway improvement projects expected to be completed within the study area. Based on these discussions,the following projects were identified: • highland Avenue/Marlborough Road/Traders Way Intersection Improvements- This project is currently under construction and entails the addition of a right-turn lane on the Highland Avenue northeastbound approach to the intersection and the upgradefreplacement of the traffic signal system. This improvement is expected to be complete in 2008 and, therefore, was included in tine 2012 No-Build and Build condition analyses. • Route 107 Traffic Signal System Improvements (7 Locations) - This project is being undertaken by MassHighway and is in the final stages of design,and entails traffic signal system improvements at seven signalized intersections along Route 107, including the intersections of Route 107 at Marlborough Road and Traders Way and Route 107 at Swampscott Road and DiPietro Avenue. The improvements at these two intersections include the installation of new traffic signal equipment; replacement of pavement markings; traffic signal coordination; and the implementation of optimal timing and phasing plans. These improvements are expected to be completed within the five-year planning horizon of this study and,therefore,were included in the 2012 No-Build and Build condition analyses. No other roadway improvement projects aside from routine maintenance activities were identified to be planned within the study area at this time. u ua�z s��,.unucaov}nns o;os.aoo 14 F��°"°'�A��s CITY OF SALEM ani ;,�o. LEGAL DEPARTMENT �s°` crt. 9��%MINE Ra�P 93 WASHINGTON STREET♦SALEM,MAsSACHUSET7S 01970 11�L:978-745-9595 ♦FAx:978-744-1279 KnaERLEYDRIS(DOLL ELIZABETH RENNARD,ESQ. JERALD PARIsELLA,ESQ. MAYOR CITY SOLICITOR ASST.QTY SOLICITOR To: Salem Board of Health From: Elizabeth Rennard Re: Transfer Station Date: September 13, 2007 On behalf of the City's Transfer Station Committee, I am pleased to inform you that after meeting with Board of Health representative Paulette Puleo last week, our committee met with the proposed developer of the Salem Transfer Station to clarify two key issues and begin the discussion relative to mitigating some of the environmental concerns raised by Ms. Puleo. The following is a summary of the findings of our meeting and suggested mitigation and reduction of tonnage. TONNAGE The tonnage limit shall be based upon an annual figure of 124,800 tons. This is based on 400 \ tons, 6 days per week. At no time may NSC exceed 25% of the daily tonnage, or 500 tons, to make,vpan�ysl�ox��alls��iatma�Ua�cebeerincuttedinaptiotpeciod. `� Lv}So 15�r�"�ci.� (4 D�� TRAFFIC C o� L y7 NSC estimated that the additional 300 tons per day may result in 25 more trucks,or 50 more truck trips, per day. 50% or more of these trucks is estimated to be NSC vehicles. Due to the size of the current vehicles that utilizes the transfer station (cars,pickups and small dump), there may be a ;• _ t•.' ,, reduction in the number of those vehicles from 25-35 per day to that of 15-20 per day. AIR QUALITY MITIGATION ft,y_;a. r ! NSC shall plant trees to mitigate the effect of burning fossil fuels. Quantity and tree location shall 1 �. be determined through the assistance of the City Arborist. ,(CPI 0 NSC shall purchase alternative low-sulfur fuel for their waste handling vehicles. NSC shall also require their contractors to use on-road Low sulfur diesel for their off-road equipment. _ NSC shall retrofit all yard vehicles and- to:1,0_coilection vehicles that service the Salem area with diesel reduction filters. " " NSC shall enforce the current idling policy imposed by the State. In addition, to continue the process to reduce the overall generation of diesel emissions,NSC will commit to educate all non NSC vehicle operators and to promote the installation of the reduction filters and the usage of low sulfur diesel fuel. bU�'� 1 .��-� (�--�'�� 1 � 1����`�, Ll�.l� �, r'� ,�-.- ---- .;,--- No-Build Traffic Volumes The 2012 No-Build condition peak-hour traffic-volume networks were developed by applying the 1.0 percent per year compounded annual background traffic growth rate to the 2007 Existing peak-hour traffic volumes and then superimposing the peak hour traffic volumes associated with the identified specific development projects by others. The resulting 2012 No-Build condition weekday morning and evening peak-hour traffic-volume networks are shown on Figure 6. PROJECT-GENERATED TRAFFIC Design year (2012 Build) traffic volumes for the study area roadways were determined by estimating project-generated traffic volumes and assigning these volumes on the study roadways. The following sections describe the procedures used to develop the Build condition traffic-volume networks. Metfi hodo�v LTheTprop-seedproject'will-entail-the-expansion-of=the-existing-Northside-Carting Transfer Station to expand its_operating-capacity from l_00-tgns:of_materialsper_day_tot400 tons=per day. Based on information provided by Northside Carting, the proposed expansion is expected to result-in an additional V�l vehicle trips (27 entering and 27 exiting) on an average weekday over-existing_conditions, with additional vehicle trips (3 entering_and 3exiting) during both thew_eekda'ing andevening peak dttb our The majority of these trips will be truck trips and of the same cotmposition(type and size)as thosetl�t Curren y�i.�n+the facility. ,fable 4 summarizes the traffic characteristics of the site,both it present and at the completion of the proposed expansion. Table 4 TRIP-GENERATION SUMMARY Vehicle Trips Existing Proposed Time Period/Direction Transfer Station' Expansion Total Trips Average Weekday Daily 140` 54 194 Weekday Morning Peak Hour: Entering 9 3 12 Exitine 11 3 14 Total 20 6 26 Weekday Evening Peak Hour: Entering 7 3 10 Exitine 7 3 10 Total 14 6 20 'liased_on-d ri-v_eway_counts-performed-i n-November-2007. "Based on information provided by Northside Carting `Estimated. 615212 Slim MAUte MAI'IAS 0308 dee 15 Math How many Diesel collection & Hauling trucks does it take to collect & haul 500TPD? Rear Loading Garbage Compacter Collection Truck - averages 10-12 tons of trash/per truck - based on 12 ton load 450 TPD= 12 ton load=38trips or 76 round trips 500 TPD_ 12 ton load=42trips or 84 round trips -18 wheel Hauling truck averages 21 tons/truck -based on a 21 ton load 500 TPD_21 ton load=24 trips or 48 round trips (60-70 foot diesel trucks) 400 TPD = 76 collection trips +48 hauling trips= 124 total combined Diesel truck trips 124=8 = 16 trucks per hour every 3.75 minutes truck entering/exiting site 500 TPD = 84 collection trips+48 hauling trips= 132 total combined Diesel truck trips 132 _8 = 17 trucks per hour every 3.5 minutes truck is entering/exiting site This is not including the small vehicles (1 ton) could= 50 It is best to project maximum volumes. Tru OR, i (, 7JUeeTrAil Siting a Transfer Station /,�2 rD n f°�d -r 7e3 - hQu/ 'n Irur. J(S - /6 7rU4 -Jr p� • Short-term waste processing and storage areas (for holding waste until it can be J(o 700 C- reloaded into transfer vehicles) & for Waste ban requirements? (Pct ue-l r '( Present and projected daily,weekly, and annual waste volumes (including seasonal variations)are important in planning facility size to accommodate waste deliveries. The maximum rate at which waste is delivered is a crucial consideration as well. In general, it is best to build a facility to accommodate present and projected maximum volumes and peak flows. A useful exercise is calculating how much tipping floor space a facility would require to store a full day's waste in case of extreme emergency. One approach to estimating the required tipping floor space is to begin with a base area of 4,000 square feet and add to it 20 square feet for each ton of waste received in a day (assuming the waste will be temporarily piled 6 feet high on the tipping floor). For example, if the facility receives 100 tons of waste per day, a tipping floor space of 6,000sq. feet would be required 4,000sq. ft+ (100 TPD x 20sq. Ft./ton) =6,000 4,000sq. ft+ (500 TPD x 20sq. ft/ton) =N 4,000sq. ft+10,000= 14,000 sq. ft tipping floor space q.ni'17iyr luum..luuY:lRamr,u7 u,da.Li•n,r R1✓/.m ei 7R.,7uu16i.Nuv.eu iaL,iut9u lr,n,.lrlrnrar,eL u,iau� ��1NEF}(p%1S'>n(NU.fifVING;P�11(�HO_UR"' .y qR� d ROgo°icy 107 ✓f��ilp 46J� 9y\RS `1 rR �0tip0 �9y'QS P P., Z6 `0 DIPIETRO L4^ `0 AVENUE �`57 SWAMPSCOTT ROAD .rG x�S % SITE i n 9 Out 11 Total 20 qp�e ROgo°�°y 107 ry �� , �q h1ryy d�gaP,pS J7" �2 P ^p ^�h°^ `0 DIPIETRO `1 AVENUE f�'x O ^^ j+ o SWAMPSCOTT yQ? ^^p ROAD SITE In 7 ry3� Out 7 Tot,d 14 Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. Scale ot To Scale Figure 6 QMUMaAs WIT' lrMENOWNMiuE= 2012 No-Build �Tr.1nsporte Uon Engineers& Planners Peak Hour Traffic Volumes R:\5212\521W9.d" I1/22/200] 12 11:17 Rt1 EST CO Wkht ID 2007 by VU NI Rfghi R...rw0. \� YSk'�e``'�S �. '� � -- , .(- As can be seen in Table 4, at the completion of the proposed expansion, the site is expected to generate approximately 194 vehicle trips (97 entering and 97 exiting) on an average weekday, with 26 vehicle trips (12 entering and 14 exiting) during the weekday morning peak hour and 20 vehicle trips (10 entering and 10 exiting)during the weekday evening peak hour. THD Distribution and Assienment The directional distribution of generated trips to and from the proposed the proposed project are expected to follow the same general pattern as the vehicles servicing the existing facility. The general trip distribution for the project is summarized in Table 5 and graphically depicted on Figure 7. The additional traffic expected to be generated by the proposed project was assigned on the study area roadway network as shown on Figure 8 for the weekday morning and evening peak hours. Table 5 TRIP-DISTRIBUTION SUMMARY To/From Site Roadway Direction (Percent) Highland Avenue Northeast 40 Highland Avenue Southwest 40 Swampscott Road Southeast 20 TOTAL 100 FUTURE TRAFFIC VOLUMES—BUILD CONDITION The 2012 Build condition traffic-volume networks consist of the 2012 No-Build traffic volume networks with the anticipated project-generated traffic added to them. The 2012 Build condition weekday morning and evening peak-hour traffic-volume networks are graphically depicted on Figure 9. A summary of peak-hour projected traffic-volume increases external to the immediate study area that is the subject of this assessment is shown in Table 6. These volumes are based on the expected increases from the proposed expansion. 615311 W...MAIRePWMIAS 0308 dw 16 �1.nill.r I,iruuduurY nddamv dluulra Yyuu--------dr l7uuirur AuuriuoUuu�7n lw u.Ulriaoa+huidu,�� Legend: XX Entering Trips CA) Exiting Trips M,9R 40% ROgOOGcy 107 �k �'9Y RS P e4� DIPIETRO (� }f AVENUE aQ '0 SWAMPSCOTT P20 FO-' ROAD SITE 40% 20% 4 Trip Distribution Map Transportation Engineers& Planners q-WI2\nrmaa.y 12/4/z lune M MT Cw110t 0=7 by M a w.na x.....a. 'YwJ'lla Iw Mme.uuYnN.ga,1�Lii1...rv,ur„1wWawrl'yr�]mdr,�.a:o,amNr,l.,.dnluu .1/hnnlnel .ia:e� Legend: RO9o�Oo�ti 107 XX Entering Trips WQ Exiting Trips q0 �L'9Y RS P DIPIETRO AVENUE SWAMPSCOTT YJ ROAD SITE In 3 71 h Out 3 Total 6 �<e ROz �y 107 1^ Hp kqr�m P DIPIETRO (� AVENUE o ' SWAMPSCOTT �fir� J ROAD SITE I 3 �1 Out 3 Total 6 �'• Not To Scale Figure 8 Project Generated Transportation Engineers &Planners Peak Hour Traffic Volumes R\'V2\52MUO.M9 IV4/Y001 1:0465 M W Ca Aht®300?by VM. NI Po9hV R..r 'Iur➢17r Lunnw�nni�:Iwwwm.�7urJ...1...r.r.aer✓Iwnual'wrbSnnL.r.A�tnfui;iie r.+pelwn.UL!�aoawlnntau, R 'EKE 107 q`4 �90 m �Yqr�pS J P j-0 OIPIETRO 'l{rC SO AVENUE rtc° a ^ 2 SWAMPSCOTT �G > ROAD SITE In 12t\sro" Out 14 i t Total 26 y 11I:f l LE10 . Ro�P 107 2 la r29 }?,O� o,�^rywy�" �9pF�S P ^2^°+� DIPIETRO rL� >;1 AVENUE PFJ SWAMPSCOTT ROAD SITE " In 10 CCtt Out 10 Total 20 Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. Not To Scale Figure 9 ® OsW1sca 2012 Build Transportation Engineers $ Planners Peak Hour Trak Volumes a\5212\Wbtt1.d.2 12/4/2M Ii I&O w csr Ca Y*t 0 2007 by VIA AR Ri2bt.R.w . Table 6 PEAK-HOUR TRAFFIC-VOLUME INCREASES volume Percent Increase Increase 2007 2012 2012 Over Over Location/Peak Hour Existing No-Build Build No-Build No-Build Highland,luenue,northeast of Marlborough Road " Weekday Morning 1,799 1,988 1,990 2 0.1 Weekday Evening 2,019 2,322 2,324 2 0.1 HighlandAvenue,soulhtvest glSivarnpscod Road Weekday Morning 2,175 2,417 2,419 2 0.1 Weekday Evening 2,402 2,780 2,782 2 0.1 Swampscott Road,southeast ofthe Project Site Weekday Morning 907 972 974 2 0.2 Weekday Evening 999 1,103 1,105 2 0.2 Marlborough Road norilavest of lNghiand Avenue Weekday Morning 1,467 1,645 1,645 0 0.0 Weekday Evening 1,710 2,033 2,033 0 0.0 As shown in Table 6,peak-hour traffic-volume increases external to the immediate study area are anticipated to range from 0.0 to 0.2 percent,with vehicle increases ranging from 0 to 2 vehicles. G iSzi3 Sa:een,MhtaepomtTlAS o3os doe 17 TRAFFIC OPERATIONS ANALYSIS Measuring existing and future traffic volumes quantifies traffic flow within the study area. To assess quality of flow, roadway capacity and vehicle queue analyses were conducted under Existing, No-Build and Build traffic-volume conditions. Capacity analyses provide an indication of how well the roadway facilities serve the traffic demands placed upon them, with vehicle queue analyses providing a secondary measure of the operational characteristics of an intersection or section of roadway under study. METHODOLOGY Levels of Service A primary result of capacity analyses is the assignment of level-of-service to traffic facilities under various traffic-flow conditionss. 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, convenience, and safety. 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 representing congested or constrained operating conditions. 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. Unsienalized Intersections The six levels of service for unsignalized intersections may be described as follows: • LOSA represents a condition with little or no control delay to minor street traffic. • LOS B represents a condition with short control delays to minor street traffic. sThe capacity analysis methodology is based on the concepts and procedures presented in the Highway Capacity Manual; Transportation Research Board;Washington,DC;2000, 613212 W.i MAW ,ATIAS C3✓i A. 18 • LOS represents a condition with average control delays to minor street traffic. • LOS represents a condition with long control delays to minor street traffic. • LOSE represents operating conditions at or near capacity level,with very long control delays to minor street traffic. • LOS F represents a condition where minor street demand volume exceeds capacity of an approach lane,with extreme control delays resulting. The levels of service of unsignalized intersections are determined by application of a procedure described in the 2000 Highway Capacity Manual.9 Level of service is measured in terms of average control delay. Mathematically, control delay is a function of die capacity and degree of saturation of the lane group and/or approach under study and is a quantification of motorist delay associated with traffic control devices such as traffic signals and STOP signs. Control delay includes the affects of initial deceleration delay approaching a STOP sign, stopped delay, queue move-up time, and final acceleration delay from a stopped condition. Definitions for level of service at unsignalized intersections are also given in the 2000 Highway Capacity Manual, Table 7 summarizes the relationship between level of service and average control delay. Table 7 LEVEL-OF-SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS' Average Control Delay Level of Service (Seconds Per Vehicle) A <10.0 B 10.1 t0 15.0 C 15.1 to 25.0 D 25.1 to 35.0 E 35.1 to 50.0 F >50.0 'Source: Highway Capacity Manual;Transportation Research Board;Washington,DC;2000;page I7-2. Signalized Intersections The six levels of service for signalized intersections may be described as follows; • LOSA describes operations with very low central delay;most vehicles do not stop at all, • LOS B describes operations with relatively low control delay. However, more vehicles stop than LOS A. 91-fighway Capacity Manual;Transportation Research Board;Washington,DC;2000. 6:15212 Seine,MAVikpon WTA.S 030..do 19 • LOS C describes operations with higher control delays. Individual cycle failures may begin to appear. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. • LOS D describes operations with control delay in the range where the influence of congestion becomes more noticeable. Many vehicles stop and individual cycle failures are noticeable. • LOSE describes operations with high control delay values. Individual cycle failures are frequent occurrences. • LOS F describes operations with high control delay values that often occur with over-saturation. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. Levels of service for signalized intersections are calculated using the operational analysis methodology of the 2000 Highway Capacity Manual. This method assesses the effects of signal type,timing,phasing, and progression; vehicle mix; and geometries on delay. Level-of-service designations are based on the criterion of control or signal delay per vehicle. Control or signal delay is a measure of driver discomfort, frustration, and fuel consumption, and includes initial deceleration delay approaching the traffic signal, queue move-up time, stopped delay and final acceleration delay. Table 8 summarizes the relationship between level of service and control delay. The tabulated control delay criterion may be applied in assigning level-of-service designations to individual lane groups, to individual intersection approaches, or to entire intersections. Table 8 LEVEL-OF-SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONSe Control(Signal) Level of Service Delay Per Vehicle(Seconds) A <10.0 B 10.1 to20.0 C 20.1 to 35.0 D 35.1 to 55.0 E 55.1 to 80.0 F >80.0 'Source:Highway Capacity Manual;Transportation Research Board; Washington,DC;2000;page 16-2. Vehicle Oueue Analvsis Vehicle queue analyses are a direct measurement of an intersection's ability to process vehicles under various traffic control and volume scenarios and lane use arrangements. The vehicle queue analysis was performed using the SynchroO intersection capacity analysis software which is also based upon the methodology and procedures presented in the 2000 Highway Capacity Manual. The SynchroO vehicle queue analysis methodology is a simulation based model which reports the number of vehicles that experience a delay of six seconds or more at an intersection. For signalized intersections, SynchroO reports both the 50'" (median) and 95"' percentile queues. For unsignalized intersections, Synchro© G 15212 Selo..MAM,.M.MAS_0308.dde 20 v reports the 95°i percentile vehicle queue length which is a function of the capacity of the movement under study and the volume of traffic being processed by the intersection during the analysis period. The 95°ipercentile vehicle queue is the vehicle queue length that will be exceeded only five percent of the time,or approximately three minutes out of sixty minutes during the peak one hour of the day(during the remaining fifty-seven minutes, the vehicle queue length will be less than the 951' percentile queue length). ANALYSIS RESULTS. Level-of-service and vehicle queue analyses were conducted for 2007 Existing, 2012 No-Build, and 2012 Build conditions for the intersections within the study area. The results of the intersection capacity and vehicle queue analyses are summarized for unsignalized and signalized intersections in Tables 9 and 10,respectively. The detailed analysis results are presented in the Appendix. The following is a summary of the level-of-service and vehicle queue analyses for the intersections within the study area. Unsienalized Intersection Swampscott Road at the South Site Driveway Under 2007 Existing, 2012 No-Build, and 2012 Build conditions, the critical movements at this unsignalized intersection (all movements from the south site driveway)were shown to operate at LOS B during the weekday morning peak hour and at LOS C during the weekday evening peak hour. Vehicle queues at the intersection were shown to be negligible during the peak periods. All movements along Swampscott Road were shown to operate at LOS A under all analysis conditions. Swampscott Road at the North Site Driveway Under 2012 Build conditions, the critical movements at this unsignalized intersection (all movements from the north site driveway) were shown to operate at LOS C during both the weekday morning and evening peak hours. Vehicle queues at the intersection were shown to be negligible during the peak periods. All movements along Swampscott Road were shown to operate at LOS A during the peak period under all analysis conditions. Signalized Intersections Highland Avenue at Marlborough Road and Traders Way Under 2007 Existing conditions, this signalized intersection was shown to operate at an overall LOS E during both the weekday morning and evening peak hours. Under 2012 No-Build and 2012 Build conditions, with the planned geometric and traffic control improvements beine undertaken by MassHiahwav, overall operating conditions were shown to remain at LOS E during the weekday morning peak hour and to degrade to LOS F during the weekday evening peak hour as a result of traffic volume increases independent of the proposed project. Vehicle queues at the intersection were shown to range from 0 to 31 vehicles during the peak periods, The proposed project was not shown to result in a significant increase in vehicle queues at the intersection over No Build conditions(0 to 1 vehicle during the peak periods). QW 12 Wva.MAti trw ,NTIAs O.Mdo: 21 1 . 1 Traffic Impact and Access Study 1 1 Proposed Tri--City Sales & 1 1 CVS Pharmacy .Development 1 272 Highland Avenue 1 1 Salem, 1 Massachusetts 1 Prepared for Gershman Brown& Associates,Inc. 1 185 Broadway Providence,RI 02903 1 Prepared by VIS Nanasse Hangen Brustlin, Inc. Transportation,Land Development,Environmental Services 1 101 Walnut Street P.O.Box 9151 Watertown,Massachusetts 02472 1 617 9241770 1 November,2006 1 1 B Vanasse Hangen Bru ttin,Inc. Table of Contents Tableof Contents.....................................................................................................................i Listof Tables............................................................................................................................ii Listof Figures........................................................................................................................iii Introduction.............................................................................................................................1 ProjectDescription.......................................................................................................................1 StudyMethodology......................................................................................................................2 ExistingConditions................................................................................................................3 StudyArea...................................................................................................................................3 RoadwayGeometry.....................................................................................................................3 Roadways.....................................................................................................................4 Intersections.................................................................................................................4 TrafficVolumes............................................................................................................................5 SeasonalAdjustment...................................................................................................................6 SightDistance..............................................................................................................................6 AccidentHistory...........................................................................................................................8 FutureConditions.................................................................................................................11 Background Traffic Growth........................................................................................................11 HistoricTraffic Growth................................................................................................11 Site-Specific Growth...................................................................................................12 Future Roadway Conditions.......................................................................................................12 Site-Generated Traffic Volumes.................................................................................................13 Trip Distribution and Assignment...............................................................................15 TrafficOperations Analysis................................................................................................17 Level-01-Service Criteria..............................................................................:.............................17 Signalized Intersections Capacity Analysis................................................................................17 Unsignalized Intersection Capacity Analysis..............................................................................19 Conclusions............................................................................................................................22 Appendix................................................................................................................................24 1 1ve mwmWIW lav dse al mnM 11 2"dm I Table of Contents 1110 Vanasse Hangen Brusthn,Inc. i ' List of Tables Table No. Description Page 1 Existing Traffic Volumes.........................................................................................................6 2 Sight Distance Analysis Summary.........................................................................................7 3 Vehicular Crash Summary—2002 through 2004...................................................................9 4 CVS Pharmacy Trip Generation Summary.......:..................................................................15 5 Trip Distribution....................................................................................................................16 6 Signalized Intersection Capacity Analysis Summary...........................................................18 7 Unsignalized Intersection Capacity Analysis Summary.......................................................21 r r r r ' tw.weimimoe+az+s+ewn.,`sm�Ti�11 2We II List of Tables ' VM Vanasse Hangen Brustlin,Inc. r List of Figures ' Figure No. Description Follows Page 1 Site Location Map......................................................................................................................1 2 Existing Intersection Lane Geometry.........................................................................................3 ' 3 2006 Existing Weekday Evening Peak Hour Traffic Volumes....................................................6 1 4 2006 Existing Saturday Midday Peak Hour Traffic Volumes......................................................6 5 2011 No Build Weekday Evening Peak Hour Traffic Volumes.................................................12 6 2011 No Build Saturday Midday Peak Hour Traffic Volumes...................................................12 1 7 Trip Distribution........................................................................................................................15 1 8 2011 Build Weekday Evening Peak Hour Traffic Volumes.....................................................16 9 2011 Build Saturday Midday Peak Hour Traffic Volumes........................................................16 m.+a�imimns+ax+sroon+�s��T��s-+±zmeaa III List of Figures ,m Vanasse Hangen B�tlin,Inc. Introduction ' Vanasse Hangen Brustlin,Inc. (VHB)has completed a detailed Traffic Impact and ' Access Study to evaluate the traffic impacts associated with the proposed redevelopment of the Tri-City Sales parcel located at the intersection of Highland Avenue(Route 107)/ Marlborough Road in Salem,Massachusetts. A site location map is provided in Figure 1. It is the finding of this assessment that the existing and future transportation infrastructure in the area can accommodate the traffic volumes projected to be generated by the proposed CVS store and accompanying retail use. Project Description ' The project site is located on the northeastern corner of the intersection of Highland Avenue(Route 107)/ Marlborough Road/Traders Way in Salem,Massachusetts. One side of the existing site contains a 15,054 sf building which consists of Tri-City Sales,Dunkin Donuts and Family Kitchens. The remaining area of the site consists of vacant gravel covered land with a detention basin. The site is bounded to the east by Verona Street,to the south by Highland Avenue,to the west by Marlborough Road and to the north by residential homes. The proposed redevelopment of the site includes relocating Tri-City Sales and Dunkin Donuts into a new 10,400 sf building and replacing the existing 15,054 sf building with a 12,900 square-foot CVS Pharmacy featuring a dual drive-through ' operation along with accompanying parking and landscaped areas. The project does not represent a new use to the area,but rather,the relocation of an existing CVS Pharmacy from the nearby Hawthorne Shopping center on the opposite side of Highland Avenue(Route 107). As previously mentioned,the proposed CVS Pharmacy will feature a dual prescription pick-up/drop-off window operation.An inner lane adjacent to the building will allow for customers to either drop off or pick up prescription orders. An outer lane will also be available for customers to drop off prescriptions orders via a pneumatic tube. However,prescriptions cannot be picked up from the outer lane. The prescription window operation will only be available for use by customers dropping off or picking up prescription orders;no retail sales will be conducted Wa.eiauwe,W,e� IemnASJ„moo ma 1 Introduction ' � ®� L: .. mf ;. � � so - .� , .� WINNE � .: � % sR" �� � �..•� v . ; ifi �.- Site � Id �Ni 111p """ da 9 l 1 , � eu�1Of .d Vinuisse llangm Briesl(Lt. Inc. IIID Vanasse Hangen B�thn,Inc. through the window. The drive-through operation will be located at the northern comer of the building to the rear of the site away from Highland Avenue. By locating ' the drive-through in this manner, the anticipated vehicle queuing-which will be minimal-will easily be contained on-site. To accommodate the anticipated demand and local zoning requirements,a total of 132 on-site parking spaces will be provided. Primary access to the site will be provided via two full-movement driveways,one of which will be located on Highland Avenue,and one on Marlborough Road. The Highland Avenue driveway will be located approximately 270 feet from the ' signalized Highland Avenue(Route 107)/ Marlborough Road/Traders Way intersection. The proposed Marlborough Road site driveway will be located approximately 360 feet from the signalized intersection. These driveways will be ' reconstructed to meet MassHighway standards. i Study Methodology ' This traffic assessment has been conducted in three stages. The first stage involved an assessment of existing traffic conditions within the project area including an inventory of existing roadway geometry,observations of traffic flow,daily and peak period traffic counts,and a review of traffic safety in the area. The second stage of the study established the framework for evaluating the transportation impacts of the proposed project. Specific travel demand forecasts for the project were assessed along with future traffic demands on the study area roadways due to projected background traffic growth and other proposed area development that will occur independent of the proposed development. The year 2011 (a five-year time horizon),was selected as the design year for analysis for the preparation of this traffic impact and access assessment in conformance with ' Executive Office of Environmental Affairs/Executive Office of Transportation Construction(EOEA/EOTC)and the Massachusetts Highway Department (MassHighway)guidelines. The traffic analysis conducted in the second stage identified both existing and projected future roadway capacities and demands. The third and final stage of the study discusses possible measures to improve existing ' and future traffic operations in the area and offsetting the traffic-related impacts associated with the development of the proposed project. ' X Brum IMlft�Ms�nAS_11 aaa 2 Introduction VB Vanasse Hangen Bru flin,Inc. 2 Existing Conditions Evaluation of the transportation impacts associated with the proposed project requires a thorough understanding of the existing transportation conditions in the project study area. Existing transportation conditions in the study area include roadway geometry, traffic controls,daily and peak hour traffic flow,and traffic safety data. Each of these ' elements is described in detail below. 1 Study Area To effectively evaluate the transportation impacts associated with the proposed development,it is necessary to review the existing roadway system in the vicinity of the site. The study area for this analysis includes Highland Avenue and Marlborough Road. The following intersections were included in this assessment: ➢ Highland Avenue(Route 1077)/ Marlborough Road/Traders Way ' ➢ Highland Avenue(Route 107)/ Verona Street ➢ Marlborough Road/Greenlawn Avenue ➢ Highland Avenue(Route 107)/ Proposed Site Drive ➢ Marlborough Road/Site Drives ' The existing conditions analysis consisted of an inventory of the traffic control, roadway,driveway and intersection geometries in the study area,the collection of daily and peak hour traffic volumes,and a review of recent accident history. Roadway Geometry Descriptions of the study area roadways and intersections are included below. Figure 2 illustrates the existing intersections and lane geometry. ' �vnareim�mmiaz.,e�om�sei.mnns�tzooamx 3 Existing Conditions ' mawaIGJCD913218`uraohia1fiw2519132N dw HN2006 ' �► Greenlawn Avenue a �a 0 1 a, 0 0 0 `m � m y Site Drive y o IOrleans i Site Drive Avenue Highland Avenue(Route 107) ' Traders Way T ■ Not to Scale ' Existing Lane Configuration Figure 2 Proposed Tri-City Redevelopment Salem,Massachusetts 1 ' Vanasse Hangen Brusttin,Inc. ■ ' Roadways ' Highland Avenue(Route 107) Highland Avenue(Route 107) is a State owned roadway which provides access from the study area to Salem Town Center to the north and to Lynn and Saugus to the south. ' Highland Avenue(Route 107) is a multi-lane arterial,running in a northeast- southwest direction through Salem. Near the site,Highland Avenue is a four lane roadway with additional turn lanes at intersections. An MBTA bus stop(Routes 450/450W and 456)is located on Highland Avenue in front of the Dunkin Donuts. ' Marlborough Road Marlborough Road is a locally owned roadway which runs in a north-south direction from Highland Avenue(Route 107)at the southern terminus to the Peabody town line at the northern terminus. Marlborough Road is a predominately residential ' roadway with a posted speed limit of 30mph. ■ Intersections Highland Avenue(Route 107)/Marlborough Road/Traders Way Marlborough Road and Traders Way intersects Highland Avenue(Route 107) to form a fully actuated signalized four-way intersection. At this location Highland Avenue (Route 107)runs in a northeast-southwest direction while Marlborough Road approaches from the north and Traders Way approaches from the south. The Highland Avenue eastbound approach consists of an exclusive left turn lane and two shared lanes. The Highland Avenue westbound lane consists of an exclusive left turn lane,two through lanes and an exclusive right turn lane. The Marlborough Road southbound approach consists of a left/through turn lane and an exclusive right turn lane. Traders Way northbound consists of an exclusive left turn lane,a shared ' left/through lane and an exclusive right tum lane. Crosswalks are located across the all four legs of the intersection. Near the site, ' Marew lW ie�wamvsaiamiu�_nlooe ao� 4 Existing Conditions ' VM Vanasse Hangen Br thn,Inc. asphalt sidewalks run along the south side of Highland Avenue and the east side of Traders Way. Newly constructed concrete sidewalks are located on both side of ' Marlborough Road. Land use in the area consists of the Tri-City plaza on the northern comer,a vacant commercial building on the western comer,and a shopping plaza on the southern side of the intersection. Highland Avenue(Route 107)/Verona Avenue Verona Street intersects Highland Avenue(Route 107)at this unsignalized T-type ' intersection. At this intersection Verona Street is one-way southbound and Highland Avenue is median divided,allowing only right turns from Verona Street to Highland Avenue. Land use in the area consists of the"Hot Tub and More'business on the ' northeastern comer and a vacant lot on the western comer of the intersection. Marlborough Road/Greenlawn Avenue Greenlawn Avenue intersects Marlborough Road at this unsignalized T-type intersection. Greenlawn Avenue is Stop controlled. Land use in the area consists of residential homes on all sides of the intersections. Traffic Volumes ' Traffic volumes for the study area roadways and intersections were recorded in April 2006. Peak hour turning movement and classification(TMC)counts were collected on a weekday from 4:00 PM to 6:00 PM and on a Saturday from 11:00 AM to 2:00 PM ' at the study area intersections. Concurrent with the TMCs,one automatic traffic recorder(ATR)counts was conducted for a period of 72 hours on both Highland Avenue(Route 107)and Marlborough Road near the proposed site. Based on the TMC data,the peak hours of traffic operations for the study area ' intersections were determined to be 4:45PM to 5:45 PM on a typical weekday evening and 12:00 PM to 1:00 PM on a typical Saturday midday. A summary of the ATR traffic data is presented in Table 1. +vweoe+3z+everoaysn�++zaoeaa 5 Existing Conditions ' UW Vamsse Hanger Brustlin,Inc. Table 1 Existing Traffic Volumes Weekday Saturday ADT' Volume' K` Dir.Dist" ADT Volume K Dir.Dist ' Highland Avenue(Route 107) (westbound only) 14,200 1190 8.4% 100°/WB 12,800 1,090 8.5% 100%WB west of Verona Street ' Marlborough Road north of 19,200 1610 8.4% 53%NB We 1,452 n/a 53%NB Orleans Avenue ' a dairy traffic expressed in vehicles per day b peak hour volumes expressed in vehicles per hour c percent of daily traffic that occurs during the peak hour ' d directional distribution of peak hour traffic rda Not Available—Automatic Traffic Recorder did not record the entire day on Saturday Table 1 shows that the average daily traffic on the westbound portion of Highland ' Avenue(Route 107)adjacent to the proposed site is approximately 14,200 and 12,800 vehicles per day on a typical weekday and Saturday,respectively. Peak hour traffic accounts for between approximately 8'h percent of the daily traffic during weekdays and Saturdays. The average daily traffic on Marlborough Road adjacent to the proposed site is approximately 14,200 vehicles per day on a typical weekday. Saturday data are not available for the entire day. Peak hour traffic accounts for approximately 8.4 percent of the daily traffic during weekdays. ' Seasonal Adjustment The traffic volume data collected for this project were obtained during the month of April. To quantify the seasonal variation of traffic volumes in the area,seasonal adjustment factors were obtained from the MassHighway 2003 Weekday Seasonal Factors worksheet. According to the worksheet,April traffic volumes in the area are approximately 5%higher than average month conditions. Therefore,to be conservative,the traffic volumes were not adjusted to reflect average month ' conditions. The resulting 2006 existing traffic volume networks are presented in Figures 3 and 4 for the weekday evening and Saturday midday peak hours respectively. Sight Distance ' Sight distance analyses,in conformance with guidelines of the American Association of State Highway and Transportation Officials(AASHTO)'were performed for the A Policv on the Geometric Desian of Hinhways and Streets:American Association of State Highway and Transportation ' Officials;Washington,D C.;2001. 6 Existing Conditions ' maxaIMSD91321HgrapNcstfiwreri9132N Mq BW12�06 Neg Negligible ' N ^z i-5 Greenlawn Avenue a � m 0 1 0 0 ' a ^z k-10 1 rNeg Site Drive r j m C ' oo z Orleans ,) 1 �. r Avenue 20 Site Drive ' Ne9� Ne9� NON 0 �240 r m X965 1 75 Io X5J �N385 toy } Highland Avenue(Route 107) 395 o n O 655- ' 350 ' Traders Way T ' ■ Not to Scale ' 2006 Existing Conditions Figure 3 Weekday Evening Peak Hour Traffic Volumes ' Proposed Tri-City Redevelopment Salem, Massachusetts 1 1 mawaJAdW13219Wiap*S%Quesl9132p dm M006 Neg Negligible 1 o L �o Neg 1 rs Greenlawn Avenue i a rr� � m 0 1 0 0 1 a m ' L20 d 1 rNeg Site Drive y 1 e T m � 1 o n as Orleans 1 �, L 1 r40 Site Drive Avenue Neg1 h t 5-� IN OO n N 1 ONO 185 MN- X790 '170� 214140 1 Neg } Highland Avenue(Route 107) 425 I ' 555 n r 420-� Traders Way 1 1 ■ Not to Scale Brustlin,lite. 2006 Existing Conditions Figure 4 Saturday Midday Peak Hour Traffic Volumes 1 Proposed Tri-City Redevelopment Salem,Massachusetts 1 y� Vanasse Hangen Brustlin,Inc. proposed site driveways. Posted speed limits in the study area were used to calculate the required stopping sight distance(SSD) for Highland Avenue(Route 107)and ' Marlborough Road traffic approaching the site driveways and intersection sight distance(ISD)for traffic and the site driveways onto Highland Avenue(Route 107) and Marlborough Road. SSD is the distance required for a vehicle approaching an intersection from either direction to perceive,react and come to a complete stop before colliding with the exiting vehicle from a driveway. In this respect,SSD can be considered as the minimum visibility criterion for the safe operation of an unsignalized intersection. ' Conversely,ISD is based on the time required for perception,reaction and completion of the desired critical exiting maneuver(typically,a left turn)once the ' driver on a minor street approach(or a driveway) decides to execute the maneuver. Calculation for the critical ISD include the time to(1) turn left,and to clear the near half of the intersection without conflicting with the vehicles approaching from the ' left;and(2)upon turning left,to accelerate to the operating speed on the roadway without causing approaching vehicles on the main road to unduly reduce their speed. In this context,ISD can be considered as a desirable visibility criterion for the safe ' operation of an unsignalized intersection. Table 2 summarizes the sight distance analyses performed for this project. ' Table 2 Sight Distance Analysis Summary ' Stopping Sight Distance Intersection Sight Distance Driveway Traveling Required Measured' Looking Desired Measured` Highland Avenue(Route 107) 1 Site Drive Westbound270 450 Leff 360 450 Southbound° 200 >500 Right 335 >500 ' Marlborough Road Northbound' 200 360' Leff 335 360' ' a calculated site distance expressed in feet based on recorded speed of 37 mph b calculated site distance expressed in feet based on posted speed of 30 mph c measured site distance expressed in feet Value represents the total distance to/from the Highland Avenue(Route 107)Mladborough Road Intersection ' Table 2 indicates that adequate stopping sight distance is available for traffic approaching the proposed site driveways'intersections with Highland Avenue ' (Route 107)and Marlborough Road. At both site driveways,both SSD and LSD are available between the site driveways and the signalized intersection of Highland Avenue(Route 107)/ Marlborough Road/Traders Way. ' �'UMaft%s�nAsj1mm 7 Existing Conditions MB Vanasse Hangen Bru tlin,Inc. Accident History ' To identify accident trends in the project study area,the most current accident data for the study area intersections were obtained from MassHighway for the years 2002 through 2004. A summary of the accident data is presented in Table 3. There were ' no reported accidents at the intersections of Marlborough Road/Greenlawn Avenue, Marlborough Road/Orleans Avenue or Highland Avenue(Route 107)/Verona Street. It is possible that additional accidents may have occurred during this time period,but ' were not reported. 1 ' NnewewJnoeiazievewnsv^eianni�l�eam 8 Existing Conditions Vanasse Hangen Brustlin,Inc. ' Table 3 ' Vehicular Crash Summary(2002-2004) Highland Avenue(Route 107u Marlborough Road ' Signalized? Yes Year ' 2002 20 2003 18 2004 10 Total 48 Average Annual ' Collision Type Angle 20 Head-on 1 Rear-end 17 ' Sideswipe 3 Single-vehide crash 4 Unknown 3 ' Total 48 Severity Injury Accident 13 Property Only 31 Unknown 4 Total 48 Time of day Weekday 7:00 AM-9:00 AM 2 Weekday 4:00 PM-6:00 PM 6 Saturday 11:00 AM-2:00 PM 0 ' Weekday,other time 29 Weekend.other time 11 Total 48 ' Pavement Conditions Unknown 2 Ice 2 ' Dry 35 Wet 9 SSn 0 ' Total 48 MassHighway Crash Rates 091 ' Source: MassHighway Accident Data 1 ' vnrazrev�m.,�s.mmn�rr�mem: 9 Existing Conditions VRB Vamsse Hangen Br tlin,Inc. ' The intersection of Highland Avenue(Route 107)/ Marlborough Road/Traders Way experienced a total of 48 vehicular crashes over three years. The crash rate for the ' study area intersection was calculated using the methods recommended by MassHighway. ' The MassHighway average crash rate for signalized intersections is 0.87 accidents per million vehicles(acc/mev)in District 4. The calculated crash rate at the Highland Avenue(Route 107)/ Marlborough Road/Traders Way intersection is 0.91 acc/mev, ' which is slightly higher than the District average for signalized intersections. As noted later in this report,extensive improvements are planned to be implemented at this location through a combination of State improvements and private development project mitigation. 1 1 1 1 1 ' vnawauumw,ax,ayonwi�nas„�ooaaa 10 Existing Conditions ' VM Vanasse Hangen Brmthn,Inc. 31 Future Conditions Traffic volumes in the study area were projected to the year 2011,which reflects a five-year traffic-planning horizon. Independent of the proposed project,volumes on the roadway network under year 2011 No-Build conditions were assumed to include existing traffic and new traffic resulting from background traffic growth. Anticipated site-generated traffic volumes were added to the 2011 No-Build traffic volume ' networks to reflect the year 2011 Build conditions within the project study area. As a supplement to this analysis, Background Traffic Growth Traffic growth on area roadways is a function of the expected land development, economic activity,and changes in demographics. Several methods can be used to estimate this growth. A procedure frequently employed is to estimate an annual percentage increase and apply that increase to study area traffic volumes. An alternative procedure is to identify estimated traffic generated by planned new major developments that would be expected to impact the project study area roadways. For the purpose of this assessment,both methods were utilized. ■ Historic Traffic Growth ' The Salem Planning Department was contacted in May,2006 to determine the appropriate background traffic growth rate and VHB met with the town planner on August 2,2006 to discuss potential growth in the area. The Town Planner indicated that a 1.5 percent per year growth rate should be utilized. This is consistent with other recent studies performed in the area. The existing traffic volumes were grown by 1.5 percent per year to account for potential future traffic growth not associated ' with the planned/approved developments discussed below. ' kvmwaimimasiaz.ia,.Wmv TM+tzooemc 11 Future Conditions ' HB Vanasse Hangen Brmt in,Inc. 1 ■ ' Site-Specific Growth Traffic volumes in the area can be affected by other nearby developments. Based on conversations with the Town of Salem planning department,in addition to our own ' research,a number of potential developments in the local study area were identified. These include; t • Osborne Hills Residential Development-a 130 unit residential subdivision to be located on Marlborough Road ' • Witch Hills Residential Development-a 23 unit residential subdivision on Highland Avenue,currently under construction. • E169 Highland Avenue-an office building with approximately 30 employees ' 370 Highland Avenue-a proposed bank branch with 3 drive thru lanes • Clarke Avenue-a 38 unit residential subdivision. t For the Osborne Hills and Witch Hill developments,VHB was able to obtain the Traffic studies to determine the expected traffic increase at in our study area. For the other developments,VHB generated the expected traffic increases using the Institute ' of Transportation Engineers(ITE)Trip Generation',and assigned the expected traffic to the study area intersections. A summary of the trip generation estimates for the site-specific background developments is provided in the Appendix of this report. ' The 2011 No-Build traffic volumes,including all background growth,are shown in Figures 5 and 6 for the weekday evening and Saturday midday peak hours respectively.. ' Future Roadway Condition's In assessing future traffic conditions,proposed roadway improvements within the ' study area were considered. Available information indicates that currently,there are roadway improvements planned in the project area that would significantly affect traffic operations. ' The planned roadway improvements consist of the following improvements to the intersection of Highland Avenue(Route 107)/Marlborough Road/Traders Way. ' Construction of an exclusive Highland Avenue eastbound right turn lane to Traders Way. This improvement has been designed by Rizzo Associates as ' mitigation for the recently opened Home Depot. According to our V ' 2 Trio Generation;Seventh Edition;Institute of Transportation Engineers;Washington,D.C.;2003. we�+sz12 - Future Conditions mawakNCll9132191p2qucsllqures19133i1 Mm HN12106 Neg Negligible L m 2 5 Greenlawn Avenue 0 0 0 1 ° 1 r-Neg Site Drive y m � 1 mo Zmn �25 Orleans .� 1 ' Avenue `20 Site Drive Neg� I (� Ne9� O N N 0 ' w o O 1-280 N IN X1080 m 175 Z+ 10 i 1J535 10-) I Highland Avenue(Route 107) 450 760 350 N N m Traders Way TNottoSc Ie 1 - 2011 No-Build Conditions Figure 5 Weekday Evening Peak Hour Traffic Volumes Proposed Tri-City Redevelopment Salem,Massachusetts mawalCldd91321BNwhcs%fic.mW3ZtM 9AM Neg Negligible 'n in Neg Greenlawn Avenue a T (• �o 0 IT 0 0 a 0 20 1 �' }�Ne9 Site Drive m Ze eo 35 Orleans 1 � r40 Site Drive Avenue N e5� N O O 0 N 210 IV NII r ~91U ✓ i ` Ng 100 1295 Ne .1 t (. Highland Avenue(Route 107) a 655 N t 420 Traders Way � T ■ Not to Scale 2011 No-Build Conditrions Figure 6 Saturday Midday Peak Hour Traffic Volumes Proposed Tri-City Redevelopment Salem.,Massachusetts v� Vanasse Hangen Brustlin,Inc. conversations with Rizzo Associates,construction of the improvements are expected to begin in September,2006. • Signal Equipment and Coordination Improvements. This work is proposed by MassHighway and will include signal improvements and coordination at seven signalized intersections on Route 107,including the Highland Avenue/Marlborough Road intersection. According to our conversations with MassHighway,the construction bids are due November 14,2006. Construction would likely begin in spring 2007. Site-Generated Traffic Volumes Design year 2011 Build traffic volumes for study area roadways were determined by estimating site-generated traffic volumes and distributing these volumes over the study area roadways. These site-generated volumes were added to the No-Build traffic volumes to create the year 2011 Build traffic volume networks. The following sections describe the procedures used to develop the Build condition traffic volume networks. Trip Generation Since the major tenants of the existing parcel will be remaining, the trips associated ' with these uses are included in the existing traffic data. However,the existing 15,054 sf building will be reduced to 10,400 sf. Due to the reduced square footage,fewer vehicle trips could be expected from this portion of the parcel following standard traffic engineering practice. However,to be conservative, these trips were not subtracted in the LOS analysis later in this report. Lastly,since the site driveways are being relocated,the entering and exiting trips were redistributed to the proposed site ' driveways. The existing CVS pharmacy located across the street from the proposed site has an established customer base which translates into the new freestanding CVS Pharmacy not representing an entirely new use to the area. However,the nature of the nearby multi-store shopping center does not make it possible to accurately isolate any trip generating characteristics of the existing CVS store within that plaza. Therefore,to estimate the trip-generating characteristics for the proposed freestanding CVS Pharmacy,traffic projections were derived from trip generation rates published by the Institute of Transportation Engineers(ITE) Trip Generation'. Likewise,VHB did not attempt to quantify the volume of CVS traffic visiting that site which may already be passing through the project study area. The resulting trip generation for the new freestanding CVS Pharmacy is discussed below. 'Trio Generation,Seventh Edition;Institute of Transportation Engineers;Washington,D.0;2003. tWa�iaAosiaz+aftn iemnAS_r1 z"o 13 Future Conditions VM Vamsw Hangen Br tlin,Inc. CVS Pharmacy To estimate the volume of traffic generated by the proposed CVS Pharmacy,ITE trip generation rates for pharmacy/drugstore with prescription pick-up window(land use code 881)were used. These data were also supplemented with ITE information for retail uses(shopping centers;land use code 820). As noted earlier, the proposed CVS Pharmacy will be 12,900 square feet with an additional 1,693 square feet of non- sales mezzanine area(storage,office space,etc.). Pharmacy/drugstore with prescription pick-up window is the most appropriate land use code provided by ITE;however,while this category provides a sufficient trip generation database for the weekday daily and weekday peak hour periods,the extend of the available Saturday database is not as adequate. To estimate the traffic generation for the pharmacy on a Saturday,ITE data for shopping centers were referenced to determine the relationship between weekday and Saturday data. This temporal relationship was applied to the ITE pharmacy weekday data to calculate trip generation rates for Saturdays. Pass-By Trips MNot all of the traffic generated by the site will be new traffic on the study area roadways. A portion of the vehicle-trips generated by the proposed site will be ' drawn from the existing traffic passing the site in the form of pass-by traffic or from roadways in the vicinity of the site in the form of diverted-link traffic. ITE data suggest that between 44 and 54 percent of the traffic generated by a retail establishment could be pass-by traffic. A significant amount of the business in a CVS is retail-based;however,to present a conservative analysis,it has been assumed in this analysis that onlv 25 oercent of the traffic generated by the site would be pass-by 1 trips. The resulting trip generation is presented in Table 4. Maereimim MinrepWse lemnAS�_n_zaoe as 14 Future Conditions VBB Vanasse Hangen Brusttin,Inc. Table 4 CVS Trip Generation Summary CVS Total CVS Pass-by - Net New Time Period Movement Vehicle Trips Vehicle Trips' Vehicle Trips Weekday Daily' Enter 645 160 *5 Exit 645 160 485. . Total 1,290 320 970 Weekday Evening Peak Hour` Enter 60 15 45 Exit 65 15 50 TOW 125 30 95 - Saturday Daily' Enter 750 165 -_ 565-- Exit 750 185 '565 - Total 1,500 370 Saturday Midday Peak Hour` Enter 90 20 - _- 70 -- Exit 80 20 60 . Total 170 40 '130 Source: Trio Generation.7th Edition;Institute of Transportation Engineers(ITE);Washington,D.C.(1997). land Use Code 881 (PharmacylDrugslore with Drive-Through Window)for 14,593sf CVS,including 1,693 sf of mezzanine space. Saturday trip generation developed by applying ratio of weekday to Saturday trip generation,as calculated using Land Use Code 820 (Shopping Center)for 13,361 sf of total building area,to the CVS weekday trip generation. a represents 25 percent passby rate b vehicles per day c vehicles per hour ' The current analysis also assumes that the traffic generated by the site would be comprised of only new or pass-by traffic. Diverted link trips were assumed to represent new traffic on all area roadways. No attempt has been made to quantify and deduct the current volume of CVS traffic traveling on roads near the site to visit the nearby existing facility,which will be closed in conjunction with this project. N • Trip Distribution and Assignment The directional distribution of traffic approaching and departing the development is a function of several variables. These include population densities,shopping opportunities,competing uses,existing travel patterns,and the efficiency of the roadways leading to the site. The trip distribution for the proposed shopping center is based on the distribution patterns of the existing roadway network. The anticipated trip distribution for the site- generated traffic is summarized in Table 5 and shown in Figure 7. i� �veawmmmoa132 raMPo,mZs TlAs„ zom eoc 15 Future Conditions Greenlawn Avenue 0 a 1 0 Site Drive m 4 d S Orleans Site Drive Avenue Highland Avenue(Route 107) Traders Way T ■ Not to scale Trip Distribution Figure 7 ' Proposed Tri-City Redevelopment Salem,Massachusetts VHB Vanasse Hangen Brustlin,Inc. Table 5 Vehicle Trip Distribution Summary Direction Percent of New Site-Generated Traffic (To/From) Travel Route Assigned to Route West Highland Avenue(Route 107) 40 percent East Highland Avenue(Route 107) 30 percent North Marlborough Road 20 percent South Traders Wav 10 percent Total All Routes 100 percent The site generated traffic volumes were assigned to the roadway network and combined with the 2011 No-Build traffic volumes to develop the 2011 Build peak hour traffic volume conditions. The 2011 Build traffic volume networks are Illustrated in Figures S and 9 for the weekday evening and Saturday midday peak hours respectively. 1 1 �wewe�mmreraz ievrooaa�seiemn�n:Dasa« 16 Future Conditions JmmaVU09lK.1ftraDhLsV,q.asTl3bt&q 81412006 Neg Negligible o y m Z L 5 11, r5 Greenlawn Avenue rc 0 0 a `m �t2 �-45 y �50 Site Drive y 1 � c N O O Zm Orleans .� 1 -� Avenue Neg N N O m � w 0 0 o i 270 y umiN� X1105 .n m i I x175 N t-35 Z iNe J 4 `10 1 x-1540 1570 470-., Highland Avenue(Route 107) 000 755--o N N O1 350 Traders Way ■ Not to Scale 2011 Build Conditions Figure 8 Weekday Evening Peak Hour Traffic Volumes Proposed Tri-City Redevelopment Salem,Massachusetts mawalM 09132 6W\2006 Neg Negligible N 5 eg � Greenlawn Avenue 10 r � m o, 0 rn 0 0 a a`a g e L '- 05 r75 Site Drive y C: Zn Orleans .) 1 Avenue eg 5--, } � I O m V � o rn in L 185 � v INS X930 v, + 170 i55 �' LNeg X1270 t/ X1310 Neg Highland Avenue(Route 107) 525 545— O n w 420 n n Traders Way ■ Not to Scale 2011 Build Conditions Figure 9 Saturday Midday Peak Hour Traffic Volumes Proposed Tri-City Redevelopment 1 Salem,Massachusetts Vanasse Hmgen Brustlin,Inc. 4 Traffic Operations Analysis Measuring existing traffic volumes and projecting future traffic volumes quantifies traffic flow within the study area. To assess quality of flow,roadway capacity analyses were conducted with respect to Existing and projected No-Build and Build traffic volume conditions. Capacity analyses provide an indication of how well the roadway facilities serve the traffic demands placed upon them. Roadway operating conditions are classified by calculated levels of service. Level-Of-Service Criteria Level-of-service(LOS)is the term used to denote the different operating conditions which occur on a given roadway segment under various traffic volume loads. It is a qualitative measure of a number of factors including roadway geometrics,speed, travel delay,freedom to maneuver,and safety. Level-of-service provides an index to the operational qualities of a roadway segment or an intersection. Level-of-service designations range from A to F,with LOS A representing the best operating ' conditions and LOS F representing the worst operating conditions. For this study,capacity analyses were completed for the signalized and unsignalized intersections within the study area. Level-of-service designation is reported differently for signalized and unsignalized intersections. For signalized intersections, the analysis considers the operation of each lane or lane group entering the intersection and the LOS designation is for overall conditions at the intersection. For unsignalized intersections,the analysis assumes that traffic on the mainline is not affected by traffic on side streets. The LOS is only determined for left-turns from the main street and all movements from the minor street. The evaluation criteria used to analyze intersections is based on the Highway Capacity Manual(HCM)'. Signalized Intersections Capacity Analysis Capacity analyses conducted for the signalized intersection of Highland Avenue (Route 107)/ Marlborough Road/Traders Way is summarized in Table 6. The capacity analyses were conducted for 2006 Existing,2011 No-Build and 2011 Build conditions. 4 Hiohwav Caoadtv Manual,Transportation Research Board;Washington D.C.;2000. 1 uuw wmmra ie poas.bmn n�aoeaa 17 Traffic Operations Analysis 1 VHB Vanasse Hangen Brustlin,Inc. Table 6 Signalized Intersection Capacity Analysis Summary Highland Avenue(Route 107u Marlborough Road/Traders Way 2006 Existing 2011 No-Build 2011 Build Period Movement V/C' Delay' LOS` V/C Delay LOS ! VIC Delay LOS Weekday Marlborough Road LT 0.89 63 E 1.09 118 F 1.18 >120 F Evening Marlborough Road R 0.67 26 C 0.67 24 C 0.67 24 C Traders Way L 0.81 60 E 0.95 91 F 0.95 93 F Traders Way LT 0.80 59 E 0.92 83 F 0.95 91 F Traders Way R 0.06 39 D 0.06 41 D 0.06 41 D Route 107 EB L 0.98 78 E 0.95 66 E 0.97 71 E Route 107 EB(TR)T 0.76 30 C 0.90 51 D 0.94 58 E Route 107 EB R 0.23 33 C 0.23 34 C Route 107 WB L 1.06 >120 F 0.40 32 C 0.38 31 C Route 107 W8 T 1.15 >120 F 1.32 >120 F 1.35 >120 F Route 107 WB R 0.37 33 C 0.47 35 D 0.46 36 D Overall 0.98 66 E 1.12 89 F 1.12 98 F Saturday Marlborough Road LT 0.94 73 E 1.14 >120 F 1.32 >120 F Midday Marlborough Road R 0.55 23 C 0.57 20 B ' 0.57 20 8 Traders Way L 0.96 89 F 1.25 >120 F 1.26 >120 F Traders Way LT 0.97 89 F 1.26 >120 F 1.27 >120 F Traders Way R 0.07 39 D 0.07 38 D 0.07 38 D Route 107 EB L 1.04 98 F 0.97 68 E 1.06 91 F Route 107 EB(TR)T 0.70 30 C 0.90 53 D 0.90 53 D Route 107 EB R 0.27 33 C 0.27 33 C Route 107 WS L 1.00 117 F 0.33 26 C 0.33 26 C Route 107 WB T 0.95 60 E 1.12 106 F 1.14 115 F Route 107 WB R 0.24 33 C 0.29 31 C 0.26 31 C Overall 0.98 59 E 1.11 84 F 1.17 95 F a volume to capacity ratio -� b average delay in seconds per vehicle c level of service L= left-Nm movement LTR= shared lane left-/through-Mght-turn movement TR= shared lane through-right-tum movement (TR)= shared lane under existing conditions �vdawmadmosraz.rerewa�sa�n�r+_.xaoaaac 18 Traffic Operations Analysis t � Vanasse Hangen Bru ttin,Inc. 2011 Build Condition Analysis Under existing conditions,the intersection of Highland Avenue(Route I 107)/Marlborough Road/Traders Way operates at LOS E during both the weekday evening and Saturday midday peak hours. Although an exclusive Highland Avenue eastbound right tum lane will be constructed in the near future,with the additional regional and project-specific traffic growth unrelated to CVS that is expected within the next five years,the intersection will degrade to LOS F under 2011 conditions with or without the proposed CVS. As the proposed site will have driveways onto both Highland Avenue and Marlborough Road,the project is not expected to be adding a significant volume to this intersection. Instead,CVS customers arriving from the east on Highland Avenue (Route 107)are expected to turn right from Highland Avenue(Route 107)into the site instead of needlessly turning onto Marlborough Road. Likewise, traffic wishing to I return to Marlborough Road is expected to turn right directly onto Marlborough Road. Unsignalized Intersection Capacity Analysis 1 In addition to the three offsite unsignalized intersections analyzed in this study,the two existing and two proposed site driveways were analyzed. Since the site driveway layout will change with the proposed project,the existing southern driveway was only analyzed for 2006 Existing and 2011 No Build Conditions,while the proposed driveways were analyzed for the 2011 Build conditions. The results of the analyses are shown in Table 7. It should be noted that the analytical methodologies typically used for the analysis of unsignalized intersections use conservative analysis parameters such as high critical gaps. Actual field observations indicate that drivers on minor streets and driveways generally accept smaller gaps in traffic than the default values used in the analysis -� procedures and therefore experience less delay than reported by the analysis software. Also,the analysis methodologies do not fully take into account the beneficial grouping or platooning effects caused by the nearby signalized intersections. The net effect of these analysis procedures is the over-estimation of calculated delays at unsignalized intersections in the study area. Cautious judgment should therefore be exercised when interpreting the capacity analysis results at unsignalized intersections. The unsignalized capacity analysis summary in Table 7 indicates that many of the unsignalized minor street approaches on Marlborough Road operate at poor LOS during the peak hours. While there is a negligible amount of exiting traffic on most of these minor approaches,any volume of exiting traffic from this site would operate +w•.•aumosiaz.+aV..wn=vsei�ri�+tzooeaa 19 Traffic Operations Analysis >� Vamsse Hangen Bru tlin,Inc. ' at poor LOS due to the volume of opposing traffic. This is due to the high traffic volumes on Marlborough Road. Vehicles exiting onto Highland Avenue(Route 107) from the proposed site drive have shorter delays due to the right turn only restriction.As mentioned above,the analysis methodologies do not fully take into account the beneficial grouping or platooning effects caused by the nearby signalized Iintersection. If motorists find turning left from the site onto Marlborough Road(Route 107) difficult, they have the option of turning right onto Highland Avenue,and then left or through under signalized control. VHB anticipates that a portion of exiting drivers will elect to make this alternate movement. J 1 1, i� kvamwmaw l Ws Is qw,m .TM-I1- and a 20 Traffic Operations Analysis RB Vanasse Hangen Brustlin,Inc. Table 7 Unsignalized Intersection Capacity Analysis Summary j 2006 Existing 2011 No Build 2011 Build �• Location Period Lane i Demand' WC' Delay` LOS' ! Demand' V/C" Delay` LOS' ; Demand' V/C" Delay` LOS° Group j Weekday WB LR j 10 0.14 38 E 10 0.19 55 F 10 0.20 57 F Marlborough Road/ Evening GreenlawnAvenue/ Saturday Midday WB LR ; 5 0.07 46 E 5 0.10 65 F 5 0.10 67 F Weekday Marlborough Road/ Evening EB LR j neg 0.04 59 F neg 0.06 84 F " neg 0.06 95 F Orleans Avenue Saturday EB LR 1 5 0.08 24 C 5 0.10 30 D Midday 5 0.12 34 D Weekday ' Highland Avenue/ Evening WB LR i neg 0.00 15 C neg 0.00 17 C neg 0.00 17 C Verona Street Saturday Midday WB LR s 5 0.04 13 B 5 0.05 14 B c 5 0.05 14 B ! Weekday WB LR neg 0.02 55 F 1 neg 0.03 79 F 95 1.80 >120 F Madborough Road/ Evening Northern Site Ddve Saturday WB LR ? neg 0.02 46 E neg 0.03 61 F 140 2.55 >120 F Midday Weekday WB LR 45 0.79 101 F 45 1.11 >120 F 1 Marlborough Road/ Evening Southern Site Drive* Saturday Midday WB LR 75 0.64 73 F 75 0.82 >120 F Weekday WB LR 25 0.09 18 C Highland Avenue/ Evening Site Drive Saturday Na Na Midday WB LR 35 0.10 16 C ' The existing southern site driveway will be closed as part of the project under the future Build conditions. a demand in vehicles per hour b volume to capacity ratio c delay,measured in seconds per vehicle d level of service neg Negligible Volume c3 vehicles �une..ev°maarsz rev<am�sebnrrn�aosmc 21 Traffic Operations Analysis Vanasse Hangen Bru tlin,Inc. 5 Conclusions The proposed redevelopment is projected to generate approximately 95 and 130 net new vehicle trips to the area during the weekday evening and Saturday midday peak hour,respectively. However,the nearby existing CVS pharmacy in this area has an established customer base which translates into the new freestanding CVS Pharmacy not representing an entirely new use to the area. Regardless,no attempt has been made to quantify and deduct the current volume of CVS traffic traveling on roads near the site to visit the nearby existing facility,which will be closed in conjunction with this project. While a reduction in traffic could be expected from the Tri-City portion of the parcel with the smaller retail building,to be conservative,we assumed no reduction in trips. The trip generation estimates were conservatively developed using a standard 25 percent pass-by rate,though available data indicate that a pharmacy draws a much higher percentage of its business from existing traffic on adjacent roadways during the peak hours analyzed. The site has been designed to feature full-access driveways on both Highland Avenue (Route 107)and Marlborough Road.This was done to help dissipate traffic in general, ' and to minimize the volume of traffic that has to pass through the Highland Avenue (Route 107)/Marlborough Road/Traders Way signal. As a result of having driveways on both roads,some of the site traffic will not have to pass through the signal. For example,customers arriving from the east on Highland Avenue(Route 107)can tum right directly into the site. Marlborough Road provides the same benefits to traffic arriving from the north. The capacity analysis indicates that the Highland Avenue(Route 107)/ Marlborough Road/Traders Way intersection is expected to experience long delays in the future, with or without the proposed redevelopment,which will have a negligible impact. Although an exclusive Highland Avenue eastbound right turn lane will be M constructed in the near future,with the additional regional and project-specific traffic growth unrelated to CVS that is expected within the next five years,the intersection will degrade to LOS F under 2011 conditions with or without the proposed CVS. The proposed access points to the site will be designed both to provide safe access for vehicles and allow pedestrian activity along the site frontage. The existing site drives located on Marlborough Road will be consolidated into one drive,which will be located further away from the signalized intersection. Improvements will be made to pedestrian accommodations,including a new six foot wide concrete sidewalk along w.temimwnwiaz.ie.�yo,n�s,m,,,n +i�aoe m� 22 Conclusions YM Vanasse Hangen Brastlin,Inc. Highland Avenue. Throughout most of the parcel,the addition of signing and pavement markings will make drivers aware of the desirable site circulation patterns designed to promote ease and safety of travel. ' It is the finding of this assessment that the existing and future transportation infrastructure in the area can accommodate the projected traffic volumes generated by the proposed development. Awa eraxno�az.w�rov; T _ 23 Conclusions yLl�B Vamsse Haiigen Bru thn,Inc. Appendix i ➢ Traffic Volume Data Y Crash Analysis Data ➢ Public Transportation Y Background Projects ➢ Trip Generation A Capacity Analyses M r wain as z,a was masa Appendix vHB Vanas e k ungen Br tlin,Inc. Traffic Volume Data i 1 r i i i i �vn.eimem,re ia�awmnsm�nas ex Appendix ' PRECISION N/S: Marlborough Road/ Traders Way DATRIETs,u File Name : 60618A INDUE/W: Highland Avenue (Route 107) PO Box 301 Berlin,W 01503 Site Code :9132.18 Ci State: Salem,MA °"�im;aeaolr'eq esi�508 ccom 4 City, Staff Date :4/27/2006 Client:VHB/A. Cloutier Page No : I Grooms Printed-Cam-Tol Marlborough Road Highland Avenue(Route 107) Traders Way Highland Avenue(Route 107) From North From East From South From West Start Time Rlgot I Thru I Lefl I U-Tums Right I 1'hou I Left U-Tums Right I Thru I Left I U-Tums Right I Thou I Left I U-Tums Int.Total 04:00 PM 90 37 22 0 37 228 38 1 22 42 48 4 70 161 77 1 878 04:15 PM 94 40 27 0 37 230 27 0 25 47 44 0 61 145 100 1 878 04:30 PM 142 53 25 0 47 208 31 0 23 50 51 0 84 155 89 1 959 04 45 PM 125 53 23 0 54 220 44 0 25 51 45 0 105 144 85 7 981 Total 451 183 97 01 175 886 140 1 95 190 188 4 320 605 351 101 3696 05: 0 PKI 90 55 21 0 64 267 42 0 24 40 17 1 79 179 96 3 1018 1 05:3 0 1 0 PM 126 55 20 0 61 239 39 0 20 45 55 0 79 147 110 0 996 05:45 PM 88 47 29 0 62 205 34 0 22 45 59 1 81 159 111 2 945_ Totals 443 208 95 01 248 950 165 31 86 187 224 2 324 668 422 5 4030 Grand Total 894 391 192 0 423 1836 305 4 181 377 412 6 4 1273 773 15 7726 Apprch% 605 26.5 13 0 16.5 71.5 11.9 0.2 18.5 386 42.2 0.6 23.648 47.1 28.6 0 6 Total% 11.6 5.1 2.5 0 5.5 23.8 3.9 01 2.3 4.9 5.3 0.1 8.3 16.5 10 0.2 Cars 891 390 190 0 423 1823 299 4 179 373 410 5 639 1266 771 15 7678 %Cars 99.7 99.7 99 0 100 99.3 98 100 98.9 98.9 99.5 833 99.2 99.5 99.7 100 994 Trucks 3 1 2 0 0 13 6 0 2 4 2 1 5 7 2 0 48 %Trucks 0.3 0.3 1 0 0 0.7 2 0 1.1 1.1 05 16.71 0.8 0.5 0.3 0 0.6 Stad Tlme Marlborough Road Highland Avenue(Route 107) Trader,Way Highland Avenue(Route 107) ' From North From East From Soufh From West Right) Ther fl I u I LeT.-I Aon Tout Riqht I Thou I l -T� eft I u ..I n.♦o1a 1 Rmht I Thou I LeftI u-rum.I Ano Toa I Ruhr I Thor I Left I IT-I Aw ma 1 Int Total l Peak Hour Analysis From 04 00 PM to 05.45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 125 53 23 0 201 1 54 220 44 0 318 25 51 45 0 121 105 144 85 7 341 981 ' 05:00 PM 90 55 21 0 1661 64 267 42 0 373 24 40 57 1 122 79 179 96 3 357 1018 05:15 PM 139 51 25 0 215 61 239 50 3 353 20 57 53 0 130 85 183 105 0 373 1071 05:30 PM 1 126 55 20 0 201 61 239 39 0 339 20 45 55 0 120 79 147 110 Total volume 480 214 89 0 783 240 965 175 3 1383 89 193 210 1 493 348 653 396 10 1407 4066 %App Total 61.3 27.3 11.4 0 174 69.8 12.7 0.2 181 39.1 42.6 0.2 24.7 46.4 28.1 0.7 PHF .863 .973 .890 .000 .910 938 .904 .875 .250 .927 .890 .846 .921 .250 .948 .829 .892 .900 .357 .943 .949 Cars 479 213 88 0 780 240 958 174 3 1375 89 191 208 1 489 344 649 395 10 1398 4042 %Cars 998 995 98.9 0 99.6 100 99.3 99.4 100 99.4 100 99.0 99.0 100 99.2 98.9 99.4 997 100 99.4 99.4 Trucks 1 1 1 0 3 0 7 1 0 8 0 2 2 0 4 4 4 1 0 9 24 %Trucks 02 05 1.1 0 0.4 0 0.7 0.6 0 0.6 0 1.0 1.0 0 0.8 1.1 0.6 0.3 0 06 0.6 PRECISION N/S: Marlborough Road/ Traders Way Do0sAelez,u File Name : 60618A E/W: Highland Avenue (Route 107) eo eo,301 aedin,MA 01503 Site Code :9132.18 Ci State:Salem,MA °mEms Luamqueusitpaiicc4om3M City, Start Date :4/27/2006 Client:VHB/ A. Cloutier Page No : 1 Groups Printed-Cars Marlborough Road Highland Avenue(Route 107) Traders Way Highland Avenue(Route 107) From North From East From South From West I Start Time Right I Thru I Left I U Tums I Right I Thru I Left I U-Tums Right I Th.I Left I U-Tums Right I Th.I Left I U-Tums Int Total 1 04:00 PM 90 37 22 0 37 227 37 1 22 41 48 4 70 159 77 1 873 04:15 PM 93 40 26 0 37 229 26 0 24 47 44 0 61 145 100 1 873 04:30 PM 142 53 25 0 47 206 30 0 23 49 51 0 83 154 89 1 953 04:45 PM 125 53 23 0 54 217 44 0 25 50 45 0 104 142 84 7 973 Total 1 450 183 96 01 175 879 137 1 1 94 187 188 4 318 600 350 101 3672 05:00 PM 90 54 21 0 64 265 41 0 24 40 56 1 77 177 96 3 1009 05:15 PM 139 51 25 0 61 238 50 3 20 56 52 0 84 183 105 0 1067 05:30 PM 125 55 19 0 61 238 39 0 20 45 55 0 79 147 110 0 993 05:45 PM 87 47 29 0 62 203 32 0 21 45 59 0 81 159 110 2 937 Total 441 207 94 01 248 944 162 31 85 186 222 1 321 666 421 5 4006 ' Grand Total 891 390 190 0 423 1823 299 4 179 373 410 5 639 1266 771 15 7678 Apprch% 60.6 26.5 129 0 16.6 71.5 11.7 0.2 18.5 38.6 42.4 0.5 23.7 47 28.7 0.6 Total% 11.6 5.1 2.5 0 5.5 23.7 3.9 0.1 2.3 4.9 5.3 0.1 83 16.5 10 0.2 Marlborough Road Highland Avenue(Route 107) Traders W ay Highland Avenue(Route 107) From Nunn l From East From South From West Star)Lme Richt Thm I Left eT-, Aw Tout Rtght Thm Left u, Mn rms Right I Thin I Left I u.TM..I roc Tom Right I Th.I Left I tr,. I bo roes Int Total I Peak Hour Analysrs From 04 00 PM to 05 45 PM-Peak 1 011 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 125 53 23 0 201 54 217 44 0 315 25 50 45 0120 104 142 84 7 337 973 05:00 PM 90 54 21 0 165 64 265 41 0 3701 24 40 56 1 12177 177 96 3 353 1009 05:15 PM 139 51 25 0 215 61 238 50 3 352 20 56 52 0 128 84 183 105 0 372 1067 05:30 PM 125 55 19 0 199 61 238 39 0 338 20 45 55 0 120 79 147 110 Total Volume 479 213 88 0 780 240 958 174 3 1375 89 191 208 1 489 344 649 395 10 1398 4042 %App.Total 61.4 27.3 11.3 0 175 697 12.7 021&2 39.1 425 0.2 24.6 464 28.3 0.7 PHF .862 .968 .880 .000 .907 .938 .904 .870 .250 .929 .890 .853 .929 250 .9551 .827 .887 .898 .357 .9401 .947 PSI 1 PRECISION N/S: Marlborough Road/Traders Way DOOAaIET,u File Name : 60618A E/W: Highland Avenue (Route 107) Po Box 301 selin.MA 01503 Site Code :9132.18 City,State: Salem,MA °Beie.. ei« "°ni &are,.r �anom Start Date :4/27/2006 Client:VHB/A. Cloutier Page No : 1 Groups Printed-Trucks Malborough Road Highland Avenue(Route 107) Traders Way Highland Avenue(Route 107) From North From East I From South From West I Start Time Rwht I Than I Left I U-Tums Rmht Th.1 Left I U-Tums i Rmht I Thor I Left I U-Tums Right I Th. I Left I U-Tums IM.Total I 04:00 PM 0 0 0 0 0 1 1 0 0 1 0 0 0 2 0 0 5 04:15 PM 1 0 1 0 0 1 1 0 1 0 0 0 0 0 0 0 5 04:30 PM 0 0 0 0 0 2 1 0 0 1 0 0 1 1 0 0 6 04:45 PM 0 0 0 0 0 3 0 0 0 1 0 0 1 2 1 0 8 Total 1 0 1 0 0 7 3 01 1 3 0 01 2 5 1 0 24 05:00 PM 0 1 0 0 0 2 1 0 0 0 1 0 2 2 0 0 9 05:15 PM 0 0 0 0 0 1 0 0 0 1 1 0 1 0 0 0 4 05:30 PM 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 3 05:45 PM 1 0 0 0 0 2 2 0 1 0 0 1 0 0 1 0 8 Total 2 1 1 0 0 6 3 0 1 1 2 1 3 2 1 0 24 Grand Total 3 1 2 0 0 13 6 0 2 4 21 5 7 2 0 48 Apprch% 50 16.7 33.3 0 0 68.4 31.6 0 22.2 44.4 22.2 11.1 35.7 50 14.3 0 Total% 6.2 2.1 4.2 0 0 27.1 12.5 0 4.2 83 4.2 2.1 10.4 14.6 4.2 0 Madbarough RoadHighland Avenue(Route 107) Traders Way Highland Avenue(Route 107) From North Fmno East From South From West Start Time Right I Theoi Left i u-T�...I mo r.w Rwht I Thinleft I Rmht I Thm I Left I u,—I aoo Tow I Rent I Th.I Left I a,—I �real I iw Toui Peak Hour Analysis From 04 00 PM to 05'45 PM-Peak 1 of 1 - Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 1 0 1 0 2 0 1 1 0 2 1 0 0 0 1 0 0 0 0 0 5 1 0430 PM 0 0 0 0 0 0 2 1 0 3 0 1 04:45 PM 0 0 0 0 0 0 3 0 0 3 0 1 0 0 1 1 2 1 0 4 8 05.00 PM 0 1 0 0 1 0 2 1 0 3 0 0 1 0 1 2 9 Total Volume 1 1 1 0 3 0 8 3 0 11 1 2 1 0 4 4 5 1 0 10 28 %ADD Total 33.3 33.3 _33.3 0 0 72.7 27.3 0 25 50 25 0 40 50 10 0 PHF 1 .250 .250 .250 .000 .375 .000 .667 .750 .000 .917 .250 .500 .250 .000 1.000 i .500 625 .250 .000 .625 .778 1 1 1 o i 1 PRECISION N/S:Marlborough Road/ Traders Way DAR1T Ac File Name : 60618A E/W: Highland Avenue (Route 107) INDUSTRIES, Berlin.nu 01503 Site Code :9132.18 office s08a8139vs pacso854S.i214 City,State:Salem, MA emadda1ar,ueas@pdi1Lwrn Start Date : 4/27/2006 , Client:VHB/A. Cloutier Page No : 1 Malborough Road Highland Avenue(Route 107) Traders Way Highland Avenue(Route 107) From North From East From South From West Som Time Right I Thm I Left I u-run.,I aim>•ma Right I Th.I Left I urs I �Tna I Right I Thar I Left I u-Tama I A T w Right I Thai I Left I a-r_I .T-,i m1 mud Peak Hour Analysis From 04 00 PM to 05 45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 125 53 23 0 201 54 220 44 0 318 25 51 45 0 121 105 14485 7 341 981 05:00 PM 90 55 21 0 166 64 267 42 0 373 24 40 57 1 122 79 179 96 3 357 1018 05:15 PM 139 51 25 0 215 61 239 50 3 353 20 57 53 0 130 85 183 105 0 373 107_1 , 05:30 PM 126 55 20 0 201 61 239 39 0 339 20 45 55 0 120 79 147 110 Total Volume 480 214 89 0 783 240 965 175 3 1383 89 193 210 1 493 348 653 396 10 1407 '0 6� %AVR Total 61.3 27.3 11.4 0 17.4 69.8 12.7 02 18.1 39.1 42.6 0.2 24.7 46.4 28.1 0.7 PHF 1 .863 .973 .890 .000 .910 .938 .904 875 .250 .927 .890 .846 .921 .250 .948 .829 .892 .900 .357 .943 .949 Cars 479 213 88 0 780 240 958 174 3 1375 89 191 208 1 489 344 649 395 10 1398 4042 %Cars 99.8 99.5 98.9 0 99.6 100 99.3 99.4 100 99.4 100 99.0 99.0 100 99.2 98.9 99.4 99.7 100 99.4 99.4 Trucks 1 1 1 0 3 0 7 1 0 8 0 2 2 0 4 4 4 1 0 9 �24? %Trucks 0.2 0.5 1.1 0 0.4 0 0.7 0.6 0 0.6 0 1.0 1.0 0 08 1.1 0.6 0.3 0 0.6 0.6 Wriborough Road Out In Total 826 780 1 1606 l els1 783 F 1612 O� S 479 213 88 0 CL{ C 1 4801 2141 SRI 0� Right Thlru Lleft U-Turns 1 y ' Peak Hour Data pmt n�mz� 7J-- A r 3 0 F.t7 101 -t7 mdJ I 000 �Ow North -mmP i m m m r� Peak Hour Begins at 04:45 PM {-2 N m > 2 np ` i Cars Trucks Lie - F it N Left Thai Right U-Turns 2021 7921 801 11 0 1 2101 1931 89 11 I I � 731 20 489 12 6 4 0 , 737 493 1230 Out in Total Trarinm Wav ' PRECISION N N/S: Marlborough Road/ Traders Way IINARIE9 ,LL NDpFile Name :60618AA E/W: Highland Avenue (Route 107) no 8ox301 8erhn,"01503 Site Code : 9132.18 Office 508A813999 Fac5085451234 City,State: Salem,MA emaiFdar mque:uepdflft <om Start Date :4/29/2006 ' Client:VHB/A. Cloutier Page No : 1 1 Gi ups Pnnted-Cars-Trucks Marlborough Read highland Avenue(Route lot) Traders Way Highland Avenue(Route 107) From North From East From South From West Stall Time Right I Th.I Left I Peds I Right I ThaiI Left Peds Right Time I Left I Peds Right Thm I Left u-T�I Peds a.a�Tmm iw�.row I Int_Total J 11:00 AM 61 45 27 0 47 162 37 0 27 49 64 1 100 128 105 0 0 1 852 853 11:15 AM 82 51 24 0 36 163 42 0 30 57 78 0 97 130 117 1 0 1 907 908 11:30 AM 79 54 25 0 60 173 37 2 21 50 60 1 97 176 86 1 0 4 918 922 11:45 AM 82 57 20 1 81 178 42 1 23 47 81 0 97 133 95 0 0 2 936 938 Total 304 207 96 1 224 676 158 3 101 203 283 2 391 567 403 2 0 8 3613 3621 12'00 PM76 48 30 0 51 210 41 0 28 44 85 0 106 131 108 0 2 2 958 960 12:15 PM 111 60 25 1 39 193 39 3 24 55 77 0 91 132 109 1 0 5 955 960 12:30 PM 79 50 26 0 46 202 52 0 25 65 70 0 111 143 101 1 0 1 970 971 51 187 38 2 37 63 68 0 110 148 106 0 0 2 960 962 ' 12:45 PM 84 Total 350 207 100 1 19 0 187 792 170 5 114 227 300 0 418 554 424 2 2 j 10 3843 3853 01:00 PM 93 45 24 0 45 186 51 0 60 46 80 2 92 120 103 1 0 3 945 948 01:15 PM 87 53 26 0 31 176 59 0 40 53 71 6 103 135 112 0 0 6 946 952 01:45 PM 105 44 28 2 55 164 48 0 29 53 84 3 92 154 1 94 54 25 0 40 163 46 0 33 41 69 0 89 136 80 .1 0 1 866 872 Total 379 196 103 2 1171 689 204 0 1 162 193 304 11 376 545 406 4 0 17 3728 3745 Grand Total 1033 610 299 4 582 2157 532 8 377 623 887 13 1185 1666 1233 8 2 35 11184 11219 Apprch% 532 31.4 154 17.8 65.9 16.3 20 33 47 29 40.8 30.2 Total% 9.2 5.5 2.7 5.2 19.3 4.8 3.4 5.6 7.9 10.6 14.9 11 0.3 99.7 Cars 1027 607 297580 2145 528 375 621 886 1178 1654 1229 0 0 11162 Cars 99.4 99.5 99.3 100 99.7 994 99.2 100 99.5 99.7 99.9 100 99.4 99.3 99.7 100 100 0 0 99.5 Trucks 6 3 2 2 12 4 2 2 1 7 12 4 0 0 57 Trucks 0.6 0.5 0.7 0 0.3 0.6 0.8 0 0.5 0.3 0.1 0 0.6 0.7 03 0 0 0 0 0.5 Marlborough RoadHighland Avenue(Route 107) Traders Way Highland Avenue(Route 107) From North Fm East From South From Was[ I Start Time I Right 1 Thru I Left I Apo Total Fr am I Thou I Left I Apo Total) RphtI Thm I Left I Apo Total i Right I Thru I Left I App.rural I Int Totalf Peak How Analysis From 1100 AM to 0145 PM-Peak i of 1 Peak Hour for Entire Intersedon Begins at 12:00 PM 12:00 PM 76 48 30 154 51 210 41 3021 28 44 85 1571 106 131 108 345 958 12:15 PM 111 60 25 196 39 193 39 271 24 55 77 156 91 132 109 332 955 12:30 PM 79 50 26 155 46 202 52 300 25 65 70 160 111 143 101 355 970 ' 12:45 PM 84 49 19 152 51 187 38 276 37 63 68 168110 148 106 364 960 Total Volume 350 207 100 657 187 792 170 1149 114 227 300 641 418 554 424 1396 3843 %App.Total 53.3 31.5 15.2 16.3 68.9 14.8 17.8 35.4 46.8 1 29.9 39.7 30.4 PHF .788 .863 .833 .838 .917 943 .817 .951 .770 .873 .882 .954 i .941 .936 .972 .959 .990 Cars 349 206 100 655 187 788 168 1143 114 225 299 638 416 548 422 1386 3822 Cars 99.7 99 5 100 99.7 100 99.5 98.8 99.5 100 99.1 997 995 99.5 98.9 99.5 99.3 99.5 Trucks 1 1 0 2 0 4 2 6 0 2 1 3 2 6 2 10 21 %Trucks 0.3 0.5 0 0.3 0 05 1.2 0.5 0 0.9 0.3 0.5 0.5 1.1 0.5 07 0.5 PRECISION ' N/S: Marlborough Road/Traders Way �D6A T to File Name : 60618AA E/W: Highland Avenue (Route 107) PO Boy 301 Befir,MA 01503 Site Code :9132.18 oR<e.5084813999 Fae508.545.12M City,State: Salem,MA EmanodaUregpestv@ediucco. Start Date :4/29/2006 , Client:VHB/A. Cloutier Page No : 1 Groups Primed-Cars Marlborough Road Highland Avenue(Route 107) Traders Way Mighlantl Avenue(ftoute 107) From North From East From South From West Start Right Thm Left Peds Right I Th. Left Peds Right Th.I Left I Peds Right Thin Left or-I Peds em,Tom mw Tow I Int Total 1 Time 11:00 AM 61 44 27 0 47 161 37 0 27 49 64 1 99 128 104 0 0 1 848 849 11:15 AM 81 51 24 0 36 161 42 0 30 57 78 0 97 128 117 1 0 1 902 903 11:30 AM 79 54 25 0 60 171 37 2 21 50 60 1 94 175 86 1 0 4 912 916 11:45 AM 1 81 57 20 1 80 178 42 1 23 47 81 0 97 132 95 0 0 2 933 935 Total 302 206 96 1 1 223 671 158 3 101 203 283 2 1 387 563 402 2 0 1 8 3595 3603 , 12:00 PM 76 47 30 0 51 209 40 0 28 44 85 0 105 129 107 0 2 2 951 953 12.15 PM 111 60 25 1 39 192 39 3 24 53 77 0 90 131 109 1 0 5 950 955 12:30 PM 79 50 26 0 46 202 52 0 25 65 70 0 111 141 100 1 0 1 967 968 12:45 PM 83 49 19 0 51 185 37 2 37 63 67 0 110 147 106 0 0 2 954 956 Total 349 206 100 1 1 187 788 168 5 1 114 225 299 0 416 548 422 2 2 1 10 3822 3832 01:00 PM 91 45 23 0 44 186 50 0 60 46 80 2 92 120 103 1 0 3 940 943 01:15 PM 87 52 26 0 31 174 58 0 38 53 71 6 102 134 111 0 0 6 937 943 01:30 PM 105 44 28 2 55 164 48 0 29 53 84 3 92 154 110 2 0 7 966 973 01.45 PM 93 54 24 0 40 162 46 0 33 41 69 0 89 135 81 1 0 1 867 868 - Total 1 376 195 101 2 170 686 202 0 160 193 304 11 375 543 405 4 0 17 3710 3727 Grand Total 1027 607 297 4 580 2145 528 8 375 621 886 13 1178 1654 1229 8 2 35 11127 11162 Apprch% 53.2 31.4 15.4 17.8 65.9 162 19.9 33 47.1 29 40.7 30.3 Total% 9.2 55 2.7 52 19.3 4.7 3.4 5.6 8 10.6 14.9 11 0.3 99.7 Mad6orough RoadHighland Avenue(Route 107) Traders Way Highland Avenue(Route 107) From North From East From South From West Start Time _ Field, Thru J Lek Ane Total) Richt I Thru I Left I Mo Total Right Thin I Lek Apo Total Right I Thin I Lek I Are Total Int Total , Peak Four Analysis From 11 00 AM to 01 45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM 12:00 PM 76 47 30 1531 51 209 40 300 28 44 85 157 105 129 107341 951 12:15 PM 111 60 25 196 39 192 39 270 24 53 77 154 90 131 709 330 950 12:30 PM 79 50 26 155 46 202 52 300 25 65 70 160 111 141 100 352 967 12:45 PM 83 49 19 151 51 185 37 273 37 63 67 167 110 147 106 363 954 Total Volume 349 206 100 655 187 788 168 1143 114 225 299 638 416 548 422 1386 3822 App.Total 533 31.5 15.3 16.4 68.9 14.7 17.9 353 46.9 30 39.5 30.4 PHP 1 .786 .858 .833 .835 .917 .943 .808 .953 .770 .865 .879 .9551 .937 .932 .968 .9551 .988 U � ' PRECISION N/S: Marlborough Road/Traders Way DousARlT A File Name : 60618AA E5,LLC E/W: Highland Avenue (Route 107) P.O.Boz 301 Berlin,MA 01503 Site Code : 9132.18' ,r A OR<e 5084813999 Faz 5085451234 City, State:Salem,MA Email datarepuezls@PdBicmm Start Date :4/29/2006 ' Client:VHB/A. Cloutier Page No : 1 ' Groups Printed-Trucks Marlborough Road Highland Avenue(Route 107) Traders Way Highland Avenue(Route 107) From North I From East From South From West Start Right Thou Left I Peds Right Thou Left Peds Right ThouI Left I Peds Right I ThLeft u-'—I Peds s.mm mai Tome Int Total Time 11:00 AM 0 1 0 0 0 1 0 0 0 0 0 0 1 0 1 0 0 0 4 4 11:15AM 1 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 5 5 11:30 AM 0 0 0 0 0 2 0 0 0 0 0 0 3 1 0 0 0 0 6 6 11:45 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 3 3 Total j 2 1 0 0 1 5 0 0 0. 0 0 0 4 4 1 0 0 j 0 18 18 12:00 PM 0 1 0 0 0 1 1 0 0 0 0 0 1 2 1 0 0 0 7 7 12:15 PM 0 0 0 0 0 1 0 0 0 2 0 0 1 1 0 0 0 0 5 5 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 0 0 0 3 3 ' 12�4Total 1 1 0 0 0 4 2 0 0 2 1 0 2 6 2 0 p 0 6 26 2 21 21 01:00PM 2 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 5 5 01 15 PM01 01:45 PM 1 0 1 0 0 1 0 0 0 0 0 0 0 1 0 0 0 I 0 4 4 Total 3 1 2 0 1 3 2 0 2 0 0 0 1 2 1 0 0 0 18 18 rand To GAPPotal t% 10.5 25.3 7.3 13.5 U 8.2 13.5 21.1 1.7 22 7 U 40 40 20 0 12 3 221 30.4 522 17.4 0 100 0 0 57 Marlborough North Highland Avenue(Route 107) FromTraders Way Highland Avenue(Route 107) From No Le From East From South From West Start Time rin 11 I Thrto Left Are Total Rlpht Thou Left App.Total Rlpht TM1m Left Aop Total Rmh[ Thio Left Are Total In[Total J Peak Hour Analysis From 11:00 AM to 0145 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:30 PM 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 3 3 12.45 PM 1 0 0 1 0 2 1 3 0 0 1 1 0 1 0 1 6 01:00 PM 2 0 1 3 1 0 1 2 0 0 0 0 0 0 0 0 5 01:15 PM 0 1 0 1 0 2 1 3 2 0 0 2 1 1 1 3 9 Total Volume 3 1 1 5 1 4 3 8 2 0 1 3 1 4 2 7 23 App.Total 60 20 20 12.5 50 37.5 66.7 0 33.3 14.3 57.1 286 PHF .375 .250 250 .417 .250 .500 .750 .667 .250 .000 .250 .3751 .250 .500 .500 .583 .639 PRECISION , N/S: Marlborough Road/Traders Way Dousrws.uA File Name :60618AA E/W: Highland Avenue (Route 107) P08ox301 liedin,MA01503 Site Code :9132.18 ce.5089813999 F-50&595.1234 OHi City,State: Salem,MA E24 aaM,eque,tl@omnccnm Start Date :4/29/2006 ' Client: VHB/A. Cloutier Page No : 1 Marlborough Road Highland Avenue(Route 107) Traders Way Highland Avenue(Routo 107)rom North From East From Sculh From West 1 I Start Tulle Richt I Th.( Left I Apo Total I Richt I Th.I Left ADP Total Rlcht I Th.I Left I Are.Total i Richt I Th.I Left I Are Total Iff960 Al .e Peak Hour Analysis From 11:00 AM to 01.45 PM-Peak 1 of 1 --Peak Hour for Entire Intersection Begins at 12:00 PM12:00 PM 76 48 30 154 51 210 41 302 28 44 85 157 106 131 108 34512:15PM1116025 196 39 193 39 271 24 5577156 91 132 10933212:30 PM 79 50 26 155 46 202 52 300 25 65 70 160 111 143 101 35512:45 PM 84 49 19 152 51 187 38 276 37 63 68 168 110 148 106 364 Total Volume 350 207 100 657 187 792 170 1149 114 227 300 641 418 554 424 13961 3843/ App.Total 53.3 31.5 15.2 16.3 68.9 14.8 17.8 35.4 46.8 29.9 39.7 30.4 PHFI .788 .863 .833 .838 .917 .943 .817 9511 .770 .873 .882 .954 .941 .936 .972 .959 I .990 Cars 349 206 100 655 187 788 168 1143114 225 299 638 416 548 422 1386 3822 ' Cars 99.7 99.5 100 99.7 100 99.5 98.8 99.5 100 99.1 99.7 99.5 99.5 98.9 99.5 99.3 99.5 Trucks 1 1 0 2 0 4 2 6 0 2 1 3 2 6 2 10 21 Trucks 0.3 0.5 0 0.3 0 0.5 1.2 0.5 0 0.9 0.3 0.5 0.5 1.1 0.5 0.7 0.5 Marlborougn He'd , Out In Total 344 655 14 8 1 1 495 1 3491 2061 11001 1 3501 2071 1001 Rlpht The, Left Peak Hour Data N(OW 2 `oN �fN NNrvr t-o ~'o N < e J� North _Tm a m o m $ Peak Hour Begins at 12 00 PM m N i Cars _ ¢ 'r Trucks m w u �^� � 'o°cm x -c Left Th. Right 2991 2251 11041 2 3001 2271 1141 790 638 1428 5 3 8 795 641 1436 Out In Total Trnrlcrc Wav 1 PRECISION N/NE:Verona Street/ Site Drive North O A T A File Name :60618B1 INDUSfRIFS,LLC E/W: Highland Avenue (Route 107) W ll.xMl Bedm.MA 01503 Site Code :9132.18 Office 5084813999 Fa¢508.W51234 City,State: Salem, NLA Email data"umts@pdilkmm Start Date :4/27/2006 ' Client:VHB/ A. Cloutier Page No : 1 ' Groups Primed-Cars-Trucks Verona Street Site Drive North Highland Avenue(Route 107) Highland Avenue(Route 107) From North From Northeast 1 From East From West Stan Time Right I Left I Hard Left I Hand Rwht I Bear Right I Hard Left i Hard Right I Right I Thin I Tho,I Bear Left I Left Int Total 1 04:00 PM 0 0 0 2 2 0 0 0 312 216 0 0 532 1 04:15 PM 1 0 0 0 1 0 0 0 302 209 0 0 513 04:30 PM 2 0 0 0 0 0 0 0 313 221 0 0 536 04 45 PM 0 0 0 0 0 0 0 0 290 209 0 0 499 Total 3 0 0 2 3 0 0 0 12171 855 0 0 2080 05:30 PM 0 0 0 0 0 0 0 1 301 209 0 0 511 05:45 PM 0 0 0 0 0 0 0 0 292 216 0 0 508 Total 1 0 0 0 0 0 0 1 13121 915 0 0 2229 Grand Total 4 0 0 2 30 0 1 2529 1770 0 0 4309 Apprch% 100 0 0 40 60 0 0 0 100 100 0 0 TO % 0.1 0 0 0 0.1 0 0 0 58 7 41.1 0 0 Trucks 71 0 0 10010100 9913 99 4 0 0 99.4 0 0 0 0 25 %Trucks 25 0 0 0 0 0 0 0 0.51 0.6 0 0 0.6 Verona Streef Site Drive NorthHighland Avenue(Route 107) I Highland Avenue(Route 107) From Nonh From Northeast From East From West Stan Time _ Right I Left I H-fLas I Aou Total x.ewm�I e.�,am,I Hamlen I App Total Him e m I Poght I Thou Aon Total Thou I .eaten I Left I Aop.Total Int Total Peak Hour Analysis From 04 00 PM to 05 45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:3)PM 04:30 PM 2 0 0 2 0 0 0 0 0 0 313 313 221 0 0 221 536 1 04:45 PM 0 0 0 0 0 0 0 0 0 0 290 290 209 0 0 209 499 05.00 PM 0 0 0 0 0 0 0 0 0 0 375 375 242 0 0 242 617 05.15 PM 1 0 0 1 0 0 0 0 0 0 344 344 248 0 0 248 593 Total Volume 3 0 0 3 0 0 0 0 0 0 1322 1322 920 0 0 920 2245 %App.Total 100 0 0 0 0 0 0 0 100 100 0 0 1PHF .375 .000 .000 .375 .000 .000 .000 .000 .000 .000 .881 .881 .927 .000 .000 .927 .910 Cars 3 0 0 3 0 0 0 0 0 0 1314 1314 915 0 0 915 2232 %Cars 100 0 0 100 0 0 0 0 0 0 99.4 99.4 99.5 0 0 99.5 99.4 Trucks 0 0 0 0 0 0 0 0 0 0 8 8 5 0 0 5 13 ' %Trucks 0 0 0 0 0 0 0 0 0 0 0 6 0.6 0.5 0 0 0 5 0.6 I i 1 1 1 PRECISION N/NE: Verona Street/ Site Drive North O A T A File Name : 60618B1 INDUSTRIES,LLC E/W: Higldand Avenue (Route 107) PoBox 301 Benin,MA01503 Site Code :9132.18 Once.508.813999 Fax 508 545.1234 City, State:Salem,MA emoLit.1aregue,ucpd.111 Start Date : 4/27/2006 ' Client:VHB/A. Cloutier Page No : 1 Groups Printed-Cars , Verona Steel "'a Drive North Highland Avenue(Route 107) Highland Avenue(Route 107) From North From Northeast I From East From West I Start Time Right LeftI Hard Le% Hard Right) Bear RightI Hard Left Hard Right Right Thai Thml Bear Le%I Lett) Int.Total 04:00 PM 0 0 0 2 2 0 0 0 311 213 0 0 528 04:15 PM 0 0 0 0 1 0 0 0 301 207 0 0 509 ' 04:30 PM 2 0 0 0 0 0 0 0 311 220 0 0 533 04:45 PM 0 0 0 0 0 0 0 0 288 206 0 0 494 Total 2 0 0 2 3 0 0 0 1211 846 0 0 2064 05:00 PM 0 0 0 0 0 0 0 0 373 241 0 0 614 05:15 PM 1 0 0 0 0 0 0 0 342 248 0 0 591 05:30 PM 0 0 0 0 0 0 0 1 300 209 0 0 510 05:45 PM 0 0 0 0 0 0 0 0 290 215 0 0 505 Total 1 0 01 0 0 0 0 1 13051 913 0 0 2220 , Grand Total 30 0 2 3 0 0 1 2516 1759 0 0I 4284 Appich% 100 0 0 40 60 0 0 0 100 100 0 0 f Total% 0.1 0 0 0 0.1 0 0 0 58.7 41.1 0 0 Verona Street Sale Drive North Highland Avenue(Route 107) I Highland Avenue(Route 107) , From North From Northeast From East From West Start Time Right Left f Ram LM 1 Apo Total xw wgR ii— y I Ilam Len I Apo.Total mrowml I Right I Thai I Apo Total Th.I Seamen I Left I Apo Total i Int Total I Peak Hour Analysis From O4 00 PM to 05 45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 2 0 0 2 0 0 0 0 0 0 311 311 220 0 0 220 533 ' 0445 PM 0 0 0 0 0 0 0 0 0 0 288 2881 206 0 0 206 494 05.00 PM 0 0 0 0 0 0 0 0 0 0 373 373 1 241 0 0 241 614 05:15 PM 1 0 0 1 0 0 0 0 0 0 342 342 248 0 0 248 591 Total Volume 3 0 0 3 0 0 0 0 0 0 1314 1314 915 0 0 915 2232 App.Total 100 0 0 0 0 0 0 0 100 100 0 0 PHF .375 .000 .000 .375 .000 .000 .000 .000 .000 .000 .881 .881 t .922 .000 .000 .9221 .909 PRECISION N/NE:Verona Street/ Site Drive North D A T A File Name : 60618B1 INDUSTRIES,LLC E/W: Highland Avenue (Route 107) voeo.301 Bedm,MA 01503 Site Code :9132.18 omre SWQ13ese F-50854SA234 City,State: Salem, MA Email datmenuerts@pmnccom Start Date :4/27/2006 Client.VHB/A. Cloutier Page No : 1 Grouos Primed-Trucks Verona Steel Site Drive North Highland Avenue(Route 107) Highland Avenue(Route 107) From North From Northeast From East I From West Start Time Right I Left I Hard Left Hard R,,ht I gear Right I Hard Left Hard Right I Right I Thou Thm I Bear left Left Int Total f 04:00 PIM 0 0 0 0 0 0 0 0 1 3 0 0 4 ' 04:15 PM 1 0 0 0 0 0 0 0 1 2 0 0 4 04:30 PM 0 0 0 0 0 0 0 0 2 1 0 0 3 04:45 PM 0 0 0 0 0 0 0 0 2 3 0 0 5 Total 1 0 01 0 0 0 0 0 61 9 0 0 16 ' 05:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 05:45 PM 0 0 0 0 0 0 0 0 2 1 0 0 3 Grand Total 11 0 0 0 0 0 0 0 13 11 0 0 25 Apprch% 100 0 0 0 0 0 0 0 100 100 0 0 TO % 4 0 0 0 0 0 0 0 52 44 0 0 ' Verona Street Site Drive Nodh Highland Avenue(Route 107) Highland Avenue(Route 107) From NoM From Northeast From East From West Start Time Mum I Left I lmmLeftj ADD Total weaea e..x,mi I Ham Left I AVD Total rmm I Rinht I Thm I ADP Total i Th.I eea.Len I Left I Apo Total I Int Total Peak Hour Analysis From 04 00 PM to 05 45 PM-Peak t of t Peak Hour for Entire Intersection Begins at 04:0)PM ' 04:00 PM 0 0 0 0 0 0 0 0 0 0 1 1 3 0 0 3 4 04:15 PM 1 0 0 1 0 0 0 0 0 0 1 1 2 0 0 2 4 04:30 PM 0 0 0 0 0 0 0 0 0 0 2 2 1 0 0 1 3 04:45 PM 0 0 0 0 0 0 0 0 0 0 2 2 3 0 0 3 5 Total Volume 1 0 0 1 0 0 0 0 0 0 6 6 9 0 0 9 16 Apo.Total 100 0 0 0 0 0 0 0 100 100 0 0 PHF .250 .000 .000 .250 .000 .000 .000 .000 .000 .000 .750 .750 .750 .000 .000 .7501 .500 1 PRECISION ' N/NE:Verona Street/ Site Drive North D A T A File Name :60618131 INDUSTRIFS,LLC E/w': Highland Avenue (Route 107) P.OBox 301 Berlin,W 01503 Site Code :9132.18 Ci State: Salem, MA o�Em:e tamq e.ien�cmin 34 City, Start Date :4/27/2006 ' Client:VHB/A. Cloutier Page No : 1 Verona Street Site Drive North Highland Avenue(Route 107) Highland Avenue(Route 107) , From North From Northeast From East From West Start Time I Rahl I Left,w..I Apo Total a.awy. ed s� Rv4 L:n APP Total I n.bsgn I Right I Thou I MP Total i Th.I Bear Left I Left I App Total i Int Total I Peak Hour Analysis Fmm 04 00 PM to 05'45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04-30 PM2 0 0 2 0 0 0 0 0 0 313 313 221 0 0 221 536 04:45 PM 0 0 0 0 0 0 0 0 0 0 290 290 209 0 0 209 499 05:00 PM 0 0 0 0 0 0 0 0 0 0 375 375 242 0 0 242 617 05:15 PM 1 0 0 1 0 0 0 0 0 0 344 344 248 0 0 248 593 Total Volume 1 3 0 0 3 0 0 0 0 0 0 1322 1322 920 0 0 920 2245 App.Total 100 0 0 0 0 0 0 0 100 100 0 0 PHF .375 .000 .000 .375 .000 .000 .000 .000 .000 .000 .881 .881 .927 .000 .000 .927 .910 Cars 3 0 0 3 0 0 0 0 0 0 1314 1314 915 0 0 915 2232 Cars 100 0 0 100 0 0 0 0 0 0 99.4 99.4 99.5 0 0 99.5 99.4 Trucks 0 0 0 0 0 0 0 0 0 0 8 8 5 0 0 5 13 Trucks 0 0 0 0 0 0 0 0 0 0 0.6 0.6 0.5 0 0 0.5 06 Verona Street Site Drive North , Out In Total 0 0 0 0 3L--:103 I OI 01 O 0 o o 31 01 01 .840 ` o0 Right Left Hard ,lvq�v o 4I 4 L� R5h^ o 1- i y <p�v Peak Hour Data0. O«N .� North Y Nm __ a'000 m Peak Hour Begins at 0430 PM ? A Do ° to-1 Cars —000 mo m Tanks mF—k 4_2,1 �ea , NOaC N L NWp—C PSI PRECISION N/NE:Verona Street/ Site Driveway North DDUARIFS, C File Name :60618BB 1 E/W: Highland Avenue (Route 107) WBox 301 Bedir,MA 01503 Site Code :9132.18 OKa 5089a13999 Fac 5085451234 City,State: Salem,MA EmaiComarenueovppdjlk om Start Date :4/29/2006 Client:VHB/A. Cloutier Page No : 1 ' Grouos Printed-Cars-Trucks Verona Street a Oweway North Highland Avenue(Route 107) Highland Avenue(Route 107) From North From Northeast From East From West Start Right Left aamtm Peds rw Peas Right ThParis Thu ®rme Left Peds rm ince mmInt TotalTime ' 11:00 AM 1 0 0 2 0 1 0 0 1 0 226 0 177 0 0 0 2 406 408 11:15 AM 4 0 0 0 0 2 0 0 0 0 242 0 204 0 0 0 0 452 452 11:30 AM 2 0 0 0 0 1 0 0 0 0 269 0 227 0 0 0 0 499 499 11:45 AM 0 0 0 1 0 2 0 0 0 1 291 0 193 0 0 0 1 487 488 Total 7 0 0 3 1 0 6 0 0 1 1 1028 0 801 0 0 0 3 1844 1847 12:00 PM 0 0 0 0 0 1 0 0 0 1 292 0 195 0 0 0 0 489 489 12:15 PM 0 0 0 0 0 3 0 0 0 0 292 0 193 0 0 0 0 488 488 12:30 PM 0 0 0 1 0 3 0 0 0 0 275 0 206 0 0 0 1 484 485 12.4Total 0 0 0 1 1 1 7 0 0 0 2 1131 0 806 0 0 0 1 0 149846 1948 01""' 1 100PM 1 0 0 0 0 3 0 0 0 1 281 0 201 0 0 0 0 487 487 01:45 PM 2 0 0 1 0 1 0 0 0 1 272 0 199 0 0 0 1 475 476 Total 4 0 0 2 1 1 5 0 0 0 4 1072 0 847 0 0 0 1 2 1933 1935 Grand Total 11 0 0 6 2 18 0 0 1 7 3231 0 2454 0 0 0 6 5724 5730 Apprch% 100 0 0 10 90 0 0 0.2 99.8 100 0 0 Total% 02 0 0 0 0.3 0 0 0.1 56.4 42.9 0 0 0.1 99.9 Cars 11 0 0 2 18 0 1 7 3224 2441 0 00 0 5710 Cars 100 0 0 100 100 100 0 0 100 100 998 0 99.5 0 0 0 0 0 99.7 Trucks 0 0 00 0 0 0 0 7 13 0 0 0 0 20 Trucks 0 0 0 O 0 0 0 0 0 0 0.2 0 0.5 0 0 0 0 0 0.3 ' I Veroia Street I »� Site Driveway North a<b Highland Avenue(Route 107) Highland Avenue(Route 107) From North From Northeast From East From West I Slant Time R1aht Left namr<e I Aoo.Total aa,I sma...I eam ren I Ano Total w"„I Rwht I Thro I Apo Total Th.I a—ten I Left I Alto Total i Int Total J Peak Hour Analysis From 11 00 AM to 0145 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:30 AM 11:30 AM 2 0 0 2 0 1 0 1 0 0 269 269 227 0 0 227 499 11:45 AM 0 0 0 0 0 2 0 2 0 1 291 292 193 0 0 193 487 ' 12:00 PM 0 0 0 0 0 1 0 1 0 1 292 293 195 0 0 195 489 12:15 PM 0 0 0 0 0 3 0 3 0 0 292 292 193 0 0 193 488 Total Volume 2 0 0 2 0 7 0 7 0 2 1144 1146 808 0 0 808 1963 App.Total 100 0 0 0 100 0 0 0.2 998 100 0 0 PHF 250 .000 .000 .250 .000 .583 .000 .583 .000 .500 .979 .978 .890 .000 .000 .890 .983_ Cars 2 0 0 2 0 7 0 7 0 2 1142 1144 802 0 0 802 1955 Cars 100 0 0 100 0 100 0 100 0 100 99.8 99.8 99.3 0 0 99.3 99.6 Trucks 0 0 0 0 0 0 0 0 0 0 2 2 6 0 0 6 8 Trucks 0 0 0 0 0 0 0 0 0 0 0.2 0.2 0.7 0 0 0.7 04 PRECISION N/NE:Verona Street/ Site Driveway North DDuA Ts,LLC A File Name :60618BB1 E/W: Highland Avenue (Route 107) Pie Box301 Berinim 01503 Site Code : 9132.18 C1 State: Salem,MA °ffEmail daramegmes@mflic om230 tS'a Start Date :4/29/2006 , Chent VHB/A. Cloutier Page No : t G oups Printed-Cars ' Verona Street Site Driveway North Highland Avenue(Route 107) Highland Avenue(Route 107) From North From Northeast From East From West Start Right Left Ham Lav Peds a i,I e_a& mni Len I Peds w.w. Right Thm Peds Thaieer Lm Left Petls em row Inca Tam Int.Total Time 11:00 AM 1 0 0 2 0 1 0 0 1 0 226 0 177 0 0 0 2 406 408 11:15 AM 4 0 0 0 0 2 0 0 0 0 241 0 203 0 0 0 I 0 450 450 11:30 AM 2 0 0 0 0 1 0 0 0 0 269 0 225 0 0 0 0 497 497 11:45 AM 0 0 0 1 0 2 0 0 0 1 290 0 191 0 0 0 1 484 485 Total 7 0 0 3 0 6 0 0 1 1 1026 0 1 796 0 0 0 3 1837 1840 12:00 PM 0 0 0 0 0 1 0 0 0 1 292 0 I 194 0 0 0 0 488 488 12:15 PM 0 0 0 0 0 3 0 0 0 0 291 0 192 0 0 0 0 486 486 12:30 PM 0 0 0 1 0 3 0 0 0 0 275 0 204 0 0 0 1 482 483 , 12:45 PM 0 0 0 0 1 0 0 0 0 1 270 0 212 0 0 0 0 484 484 Total 0 0 0 1 1 1 7 0 0 0 2 1128 0 802 0 0 0 1 1 1940 1941 01:00 PM 1 0 0 0 0 3 0 0 0 1 281 0 201 0 0 0 0 487 487 01:15 PM 1 0 0 1 1 1 0 0 0 1 252 0 217 0 0 0 1 473 474 01:30 PM 0 0 0 0 0 0 0 0 0 1 266 0 227 0 0 0 0 494 494 01:45 PM 2 0 0 1 0 1 0 0 0 1 271 0 198 0 0 0 1 473 474 Total 4 0 0 2 1 5 0 0 0 4 1070 0 843 0 0 0 2 1927 1929 Grand Total 11 0 0 6 2 18 0 0 1 7 3224 0 2441 0 0 0 6 5704 5710 , Apprch% 100 0 0 10 90 0 0 02 99.8 100 0 0 Total% 0.2 0 0 0 0.3 0 0 0.1 56.5 42.8 0 0 0.1 99.9 Verona Street Site Dnveway North Highland Avenue(Route 107) Highland Avenue(Route 107) _ From North From Nodheast From East From West start lime Rumt 1 Left1 Ham Lm I App.Tptal) .w nmi I am.nm I Ham left I ApP Total w.mwoni I Rema I Th.I App.Total I Th.I ear Len I Left I Are.Total Int Total I ' Peak Hour Analysis From 11 00 AM to 01.45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:30 AM 11:30 AM 2 0 0 2 0 1 0 1 0 0 269269 225 0 0 225 497 11.45 AM 0 0 0 0 0 2 0 2 0 1 290 291 191 0 0 191 484 , 12:00 PM 0 0 0 0 0 1 0 1 0 1 292 293 194 0 0 194 488 12:15 PM 0 0 0 0 0 3 0 3 0 0 291 291 192 0 0 192 486 Total Volume 2 0 0 2 0 7 0 7 0 2 1142 1144 802 0 0 802 1955 %App.Total 100 0 0 0 100 0 0 0.2 99.8 100 0 0 PHF .250 .000 .000 250 .000 .583 .000 .5831 .000 500 .978 .9761 .891 .000 .000 .891 .983 1 PRECISION N/NE: Verona Street/ Site Driveway North DOusrRlts,uc File Name : 60618BB1 E/W: Highland Avenue (Route 107) P08ox301 BeAigMp 01503 Site Code : 9132.18 City,,State: Salem, T,f A OMce 5004613939 F-5085,,5.1230 tv Emsl datar c tWpdnksam Start Date :4/29/2006 ' Client VHB/A. Cloutier Page No : 1 Groups Printed-Tracks Verona Street Site Driveway North Highland Avenue(Route 107) Highland Avenue(Route 107) From North From Northeast From East From West Start' Right Left .1. Peds w.�, ii— o' wmu.n Peds �,.y, Right I Thru Peds Thr swum Leh I Peds Emu Twi I Md.Tafel I Int Total Time J 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 2 2 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 2 11:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0 3 3 Total 0 0 0 0 0 0 0 0 0 0 2 0 1 5 0 0 0 0 7 7 12'00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 1 12:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 2 2 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 2 ' 12.4Total 0 0 0 0 0 0 0 0 0 0 3 0 1 4 0 0 0 0 7 7 01.00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 PM 0 0 0 0 0 0 0 0 0 0 11 0 1 0 0 0 0 2 _ 2 _ Total 0 0 0 0 0 0 0 0 1 0 0 2 0 4 0 0 0 0 6 6 ' Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 20 2 Apprch0 0 100 100 0 0 Total% 0 0 0 0 0 0 0 0 35 65 0 0 0 100 - Verona Street I «� Site Dnveway North Highland Avenue(Route 107) Highland Avenue(Route 107) From North From Northeast From East From West ' StartTure Rlpht I Left lwm len I Aoo Total aria I sw. I aam Een Apo Tolal i s,mw i I Right I Thm I App Total Thru 16re.uxn I Left I Aon Total Int Total J Peak Hour Analysis From 11:00 AM to 0145 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:15 AM 11:15 AM 0 0 0 0 0 0 0 0 0 0 1 1 1 0 0 1 2 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 11:45 AM 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 2 3 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Total Volume 0 0 0 0 0 0 0 0 0 0 2 2 6 0 0 6 8 %App.Total 0 0 0 0 0 0 0 0 100 100 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .0001 .000 .000 .500 .500 .750 .000 .000 .7501 .667 1 PRECISION N/NE:Verona Street/ Site Driveway North DDusArnIBTb,u File Name : 60618BB1 E/W: Highland Avenue (Route 107) P.O.Box 301 Berlin,MA 01503 Site Code :9132.18 once 5084813999 Fac 508 545 1234 City,State:Salem, MA email datareeue.n:iepdmccnm Start Date :4/29/2006 ' Client:VHB/A. Cloutier Page No : 1 Verona Street Site Driveway North I Highland Avenue(Route 107) I Highland Averue(Route 107) ' From North From Northeast From East From West I Shut Time Right I Left I Ham Len I App.Tolal) w,aam I e.,,wwi iBm Le I APP.Total Right Thru I Apo Total Thre I Bear Len I Left I Ano real i Int Total I Peak Hour Analysis From 1100 AM to 0145 PM-Peak 1 of i Peak Hour for Entire Intersection Begins at 11:3)AM 11:30 AM 2 0 0 2 0 1 0 1 0 0 269 2691 227 0 0 227 499 11:45 AM 0 0 0 0 0 2 0 2 0 1 291 2921 193 0 0 193 487 12:00 PM 0 0 0 0 0 1 0 1 0 1 292 293 195 0 0 195 489 ' 12:15 PM 0 0 0 0 0 3 0 3 0 0 292 292 193 0 0 193 488 Total Volume 2 0 0 2 0 7 0 7 0 2 1144 1146 808 0 0 808 1963 App.Total 100 0 0 0 100 0 0 0.2 998 100 0 0 PHF .250 .000 .000 .250 .000 .583 .000 .583 .000 .500 .979 .978 .890 .000 .000 .890 .983 Cars 2 0 0 2 0 7 0 7 0 2 1142 1144 802 0 0 8021955 rs ' Ca100 0 0 100 0 100 0 100 0 100 99.8 99.8 99.3 0 0 99.3 99.6 Trucks 0 0 0 0 0 0 0 0 0 0 2 2 6 0 0 6 8 `o Trucks 0 0 0 0 0 O O O 0 0 0.2 0.2 0.7 0 0 0.7 0.4 verona bluest Site Driveway North ' Out In Total 0 2 L-10 L-10 0 0 0 O 2 2 4 1 01 0 211 21 01 01 ,pha Rigl ht Left Hard ier 4' Y LLA 'Pi9y2 p , r ~ CpSa^a Peak Hour Data ' �Z� n v� 000 T -- ow North °i o ° ado_ D ' Y m �� p Peak Hour Begins at 11:30 AM ?. A m d wix m °oJ Cars —roor.r rnH>�m o �re m Trucks y c H > N �y re , ww o�—c PRECISION N/S: Marlborough Road DDU4RIFS,LC File Name :60618C E/W: Greenlawn Avenue/Verdon Street On Box 301 6emn.MA 01503 Site Code :9132.18 o fire 5084813999 Fac 508545 1234 City,State: Salem,MA aata,e9ae,l��mer9m Start Date :4/27/2006 ' Client:VHB/A. Cloutier Page No : 1 ' Grogpa Pnnted-Cars-Tmcks Madborou h Road Gmenlawn Avenue Madborou h Road Verdun Road From North From East I From South From West I _Start Time-I Rumt I Thru I Left Right I Thru I Left I flight I Thou I Left I Right I Thru I Left Int.Total 1 104:00 PM J' 1 155 0 0 0 1 2 154 2 0 0 0 315 04:15 PM 1 172 0 0 0 1 1 182 3 0 0 2 362 04:45 PM 1 201 1 0 0 0 2 17 7 3 0 3 2 1 0 1 382 Total 4 717 2 1 0 2 5 696 10 1 0 5 1443 05:00 PM 1 153 1 1 0 0 0 202 0 0 0 0 358 05:15 PM 0 220 0 0 0 1 3 210 4 1 0 2 441 05:30 PM. 1 179 0 1 0 2 1 201 0 2 0 0 387 If 06-4-5 PM 2 184 1 1 0 1 2 209 1 0 0 0 401 Grand Total J 8 1453 4 4 0 61 11 1518 15 4 D 7 3030 ' Apprch % 0.5 99.2 0.3 40 0 60 0.7 98.3 1 36.4 0 63.6 Total% 0.3 48 0.1 0.1 0 0.2 04 50.1 0.5 0.1 0 0.2 Cars 8 1449 4 4 0 6 11 1514 15 4 0 7 3022 %Cars 100 99.7 100 100 0 100 100 99.7 100 100 0 100 99.7 Trucks 0 4 0 0 0 0 0 4 0 0 0 0 8 %Trucks 0 0.3 0 0 0 0 0 0.3 0 0 0 0 0.3 Malborough Road Greenlaw,Avenue Madborough Road Verdon Road From North From East From South From West Stad Time I Right I Thm 1 Left Apo_Total Right I Thm Leff Aa0 Total Right I Thm I Left ADO.Total i Rwht I Thm I Lefl I Aoo Total I Int Total Peak Hour Analysis From 04:00 PM to 05 45 PM-Peak i of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 1 153 1 155 1 0 0 1 0 202 0 202 0 0 0 0 358 ' 05:15 PM 0 220 0 220 0 0 1 1 3 210 4 217 1 0 2 3 441 05:30 PM 1 179 0 180 1 0 2 3 1 201 0 2022 0 0 2 387 05:45 PM 2 184 1 187 1 0 1 2 2 209 1 212 0 0 0 0 401 Total Volume 4 736 2 742 3 0 4 7 6 822 5 833 3 0 2 5 1587 %App.Total 0.5 99.2 0.3 42.9 0 57.1 0.7 987 0.6 60 0 40 ' PHF .500 .836 .500 .843 .750 .000 .500 .583 .500 979 .313 .9601 .375 .000 .250 .417 .900 Cars 4 734 2 740 3 0 4 7 6 820 5 831 3 0 2 5 1583 %Cars 100 99.7 100 99.7 100 0 100 100 100 99.8 100 99.8 100 0 100 100 997 Trucks 0 2 0 2 0 0 0 0 0 2 0 2 0 0 0 0 4 ' %Trucks 0 0.3 0 0.3 0 0 0 0 0 0.2 0 0.2 0 0 0 0 113 PRECISION NIS:Marlborough Road IDNDUSTRIFS,LC File Name : 60618C E/W: Greenlawn Avenue/Verdon Street eo Box301 Bedm,MA 01503 Site Code :9132.18 Office:506,W 3999 Fae5085451239 City,State: Salem,MA Emad:dau"ueos@pddicoom Start Date : 4/27/2006 Client: VHB/A. Cloutier Page No : 1 ' Gmups Pdnte'-Cars ' Madborough Road Greenlawn Avenue Malborough Road Verdon Road From North From East From South From West 1 Start Time Right I Thm I Left Riots I Th. I Left Right I Tnm I Left flight I Thou I Left Int.Total 1 04:00 PM 1 154 0 0 0 1 2 153 2 0 0 0 313 04:15 PM 1 171 0 0 0 1 1 182 3 0 0 2 361 ' 04:30 PM 1 189 1 1 0 0 0 186 3 0 0 2 383 04:45 PM 1 201 1 0 0 0 2 173 2 1 0 1 382 Total 4 715 2 1 0 2 5 694 10 1 0 5 1439 05:00 PM 1 152 1 1 0 0 0 200 0 0 0 0 355 ' 05:15 PM 0 220 0 0 0 1 3 210 4 1 0 2 441 05:30 PM 1 178 0 1 0 2 1 201 0 2 0 0 386 05:45 PM 2 184 1 1 0 1 2 209 1 0 0 0 401 Total 4 734 2 3 0 4 6 820 51 3 0 21 1583 Grand Total 8 1449 4 4 0 6 11 1514 15 4 0 7 3022 Apprch% 05 99.2 0.3 40 0 60 0.7 98.3 1 36.4 0 63.6 Total% 0.3 47.9 0.1 0.1 0 0.2 0.4 50.1 0.5 0.1 0 1 ' Malborou h Road Greenlawn Avenue Madborou h Road Verdun Road , Fmm Nodh From East Fmm South From West I Stan Time Right I Thm j g Left I App,Total Right I Thm I Left I App Tpbl Right I Thou I g Left I App Total i Right Th.I Left I App Totat Int Total 1 Peak Hour Analysis From 04'00 PM to 05 45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 1 152 1 154 1 0 0 1 0 200 0 200 0 0 0 0 355 05:15 PM 0 220 0 220 0 0 1 1 3 210 4 217 1 0 2 3 441 05:30 PM 1 178 0 179 1 0 2 3 1 201 0 202 2 0 0 2 386 05:45 PM 2 184 1 187 1 0 1 2 2 209 1 212 0 0 0 0 401 Total Volume 4 734 2 740 3 0 4 7 6 820 5 831 3 0 2 5 1583 App.Total 0.5 99.2 03 42.9 0 57.1 0.7 98.7 06 60 0 40 PHF .500 .834 .500 .841 .750 .000 .500 .5831 .500 .976 .313 .957 .375 .000 .250 .417 .897 ' PRECISION N/S: Marlborough Road IONpusARlT AA File Name : 60618C UC E/W: Greenlawn Avenue/Verdon Street eo.so,301 Berbn,MA01503 Site Code : 9132.18 City,State: Salem, MA ° Eo;a°e v;enuenaPpciiecom"° Start Date :4/27/2006 ' Client: VHB/A. Cloutier Page No : I ' Groups Panted-Trucks Madborough Road Green-lawn Avenue Marlborough Raaf Verden Road From North Fmm East From South From West I Start Time Right I Thru I Left Rloht I Th. I Left i Rant I Thru I Left Rloht I Thru I Left Int.Total i 04:00 PM 0 1 0 0 0 0 0 1 0 0 0 0 2 ' 04:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 04:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 2 0 0 0 01 0 2 0 0 0 01 4 05:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 1 Grand Total 0 4 0 0 0 0 0 4 0 0 0 0 8 Apprch% 0 100 0 0 0 0 0 100 0 0 0 0 Total% 0 50 0 0 0 0 0 50 0 0 0 0 1 Marlborough Road Greenlawn Avenue Marlborough Road Verdca Road From North From East I From South From West Start Time Raihl I Thou I Left I App Total Rudd I Thou I Left I App Total I Rleht I Thai I Left I Ano Tolal I Right I Thin I Left I Are Total Int Total I Peak Hour Analysis From 04-00 PM to 05 45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 04:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 1 0 1 0 0 0 0 0 2 0 2 0 0 0 0 3 Total Volume 0 2 0 2 0 0 0 0 0 3 0 3 0 0 0 0 5 ' "o App-Total 0 100 0 0 0 0 0 100 0 0 0 0 PHF .000 .500 .000 .500 .000 .000 .000 .000 .000 .375 .000 .375i .000 .000 .000 .000 .417 1 PRECISION ' N/S: Marlborough Road IDNDUSTRIEST ,LAC File Name :60618C E/W: Greenlawn Avenue/ Verdon Street no.Boxmi Bedin,MA 01503 Site Code :9132.18 oFce.5094813999 rax 5085951234 City,State: Salem, MA Em>n a:umguesu0pcmcmm Start Date : 4/27/2006 ' Client:VHB/A. Cloutier Page No : 1 Marlborough Road Greemawn Avenue Marlborough Road Verden Read ' Fmm m North _ FroEast From South From West Stad Time I Riqht I Thm I Leftj Apo Total I Right I Inm I Left I App-T.Ld Right I Th.I Left I Apo ToGI Right I Thm I Left I Apo Trial I Int-Total I Peak Hour Analysis From W 00 PM to 05.45 PM-Peak 1 of t ' Peak Hour for Entire Intersection Begins at 05:00 PM 05'00 PM 1 153 1 155 1 0 0 1 0 202 0 202 0 0 0 0 358 05:15 PM 0 220 0 220 0 0 1 1 3 210 4 217 1 0 2 3 441 05:30 PM 1 179 0 180 1 0 2 3 1 201 0 202 2 0 0 2 387 , 05:45 PM 2 184 1 187 1 - 0 1 2 2 209 1 212 0 0 0 0 401 Total Volume 4 736 2 742 3 0 4 7 6 822 5 833 3 0 2 5 1587 App.Total 0.5 99.2 0.3 42.9 0 57.1 0.7 98.7 0.6 I 60 0 40 PHF .500 .836 .500 .8431 .750 .000 .500 .583 .500 .979 .313 .9601 .375 .000 250 .417 .900 Cars 4 734 2 740 3 0 4 7 6 820 5 831 3 0 2 5 1583 , Cars 100 99.7 100 99.7 100 0 100 100 100 998 100 99-8 100 0 100 100 99.7 Trucks 0 2 0 2 0 0 0 0 0 2 0 2 0 0 0 0 4 Trucks 0 0.3 0 0.3 0 0 0 0 0 0.2 0 0.2 0 0 0 0 0.3 Manbomugh Road ' Out In Total 825 740 1565 2 2 4 71 742 1569 0 41 732 21 1 a 41 736 21 Right Thru Lek �f 1 L4 ' Peak Hour Data ' A� oaJ� Nod '—mp momo hn O NON j ' Y� 0002 Peak Hour Begins at 05:00 PM yin Cars 2000 I.I m Trucks m r IliOmd Left Thm Ruff 5 820 6 ' 0 2 0 1 5 8221 61 741 831 1572 2 2 4 ' 743 833 1576 Out In Total Mni-IMrnunh Rnnd PSI PRECISION N/S: Marlborough Road DpusATalT File Name :60618CC E/W: Greenlawn Avenue/Verdon Street Poeox301 aedin.MA 01503 Site Code :9132.18 City,State: Salem,MA om"508.°813999 F-5pas°51334 Start Date : 4/29/2006 Email:dmare4uees@pdillc rom ' Client:VHB/A. Cloutier Page No : 1 Groups Panted-Cars-Trucks Marlborough Road GreenlawAvenue Madborough Road Ver-don Street From North From East From South From West Start Time Right Thm Left I Peds Right Thou Left Peds Right Thm Left Peds Right Th.I Left Peds smu mm muu r@ai Int Total ' 11:000 0 AM 0 119 0 0 1 0 2 2 3 197 0 0 0 0 1 0 2 323 325 11:15 AM 1 131 3 0 3 D 3 1 1 189 0 0 0 0 1 0 1 332 333 11:30 AM 0 161 1 1 0 0 4 0 5 170 1 0 1 0 3 0 1 346 347 11:45 AM 1 146 1 0 0 0 0 0 2 210 2 0 1 0 0 2 2 363 365_ Total 2 557 5 1 4 0 9 3 11 766 3 0 1 2 0 5 2 1 6 1364 1370 12:00 PM 0 152 1 0 0 0 0 0 1 186 3 0 0 0 0 1 1 343 344 12.15 PM 0 176 1 0 0 0 1 1 0 188 0 0 0 0 1 0 1 367 368 12:30 PM 1 139 2 0 0 0 2 0 2 216 4 0 0 0 1 0 0 367 367 ' 12:45Total 1 622 4 0 1 0 3 11 3 789 11 0 3 0 3 1 2 1440 1442 01:00 PM 0 155 0 0 2 0 00 1 190 1 0 1 0 0 0 0 350 350 01:45 PM 2 162 0 2 0 0 2 2 11 191 0 0 0 0 0 0 4 358 362 Total 2 641 2 2 3 0 5 2 5 753 2 0 1 0 1 0 4 1415 1419 ' Grand Total 5 1820 11 3 8 0 17 6 19 2308 16 0 6 0 9 3 12 4219 4231 Apprch% 0.3 99.1 0.6 32 0 68 08 98.5 07 40 0 60 Total% 01 43.1 0.3 0.2 0 0.4 0.5 547 0.4 0.1 0 0.2 0.3 99.7 Cars 5 1815 11 8 0 17 19 2303 16 6 0 90 0 4221 %Cars 100 997 100 100 100 0 100 100 100 99.8 100 0 100 0 100 100 0 0 998 Trucks 0 5 0 0 0 0 0 5 0 0 0 0 0 0 10 %Trucks 0 0.3 0 0 0 0 0 0 0 0.2 0 0 0 0 0 0 0 0 0.2 Marlborough Road Greenla.Avenue IMadborough Road Verdon Street Fmm North From East From South From West Start Time Right I Th.I Left I App Total I Right I Thm I Left I Apo.Total Right I Tmo I Left I APD Total I Roint I Thm I Left I App Total I Int.Total 1 Peak Hour Analyss From 1100 AM to 01'45 PM-Peak 1 of t Peak Hour for Entire Intersection Begins at 12:15 PM 12:15 PM 0 176 1 177 0 0 1 1 0 188 0 188 0 0 1 1 367 12:30 PM 1 139 2 142 0 0 2 2 2 216 4 222 0 0 1 1 367 t 12:45 PM 0 155 0 155 1 0 0 1 0 199 4 203 3 0 1 4 363 01:00 PM 0 155 0 155 2 0 0 2 1 190 1 192 1 0 0 1 350 Total Volume 1 625 3 629 3 0 3 6 3 793 9 805 4 0 3 7 1447 %App.Total 0.2 99.4 0.5 50 0 50 04 98.5 1.1 57.1 0 42.9 PHF 1 .250 .888 .375 .888 375 000 .375 .750 .375 .918 .563 .907i .333 .000 .750 .438 .986 Cars 1 623 3 627 3 0 3 6 3 791 9 803 4 0 3 7 1443 %Cars 100 99.7 100 99.7 100 0 100 100 100 99.7 100 99.8 100 0 100 100 99.7 Trucks 0 2 0 2 0 0 0 0 0 2 0 2 0 0 0 0 4 %Trucks 0 0.3 0 0.3 0 0 0 0 0 0.3 0 0.2 0 0 0 0 0.3 1 t PRECISION ' N/S: Marlborough Road DousATRItTs,u File Name : 6061 8C E/W: Greenlawn Avenue/Verdon Street eo 90x301 aenm.mA 01503 Site Code : 9132.18 City,State:Salem, MA °"i,=:aa ama esu@pdik om"° Start Date :4/29/2006 Client:VHB/A. Cloutier Page No : 1 ' Groups Printed-Cars ' Marlborough Road Greenlawn Avenue Marlborough Road Verdon Street From North From East From South From West Start Right Th. Left Peds Right Th. Left Pads Rlght Th.I Left Peds Right Thru Left Peds IExM Tm Ind Tm Int Total Time , 11:00 AM 0 118 0 0 1 0 2 2 3 197 0 0 0 0 1 0 2 322 324 11:15 AM 1 131 3 0 3 0 3 1 1 189 0 0 0 0 1 0 1 332 333 11:30 AM 0 161 1 1 0 0 4 0 5 170 1 0 1 0 3 0 1 346 347 11:45 AM 1 145 1 0 0 0 0 0 2 209 2 0 1 0 0 2 2 361 363 Total 2 555 5 1 4 0 9 3 11 765 3 0 2 0 5 2 6 1361 1367 ' 12:00 PM 0 152 1 0 0 0 0 0 1 185 3 0 0 0 0 1 1 342 343 12:15 PM 0 176 1 0 0 0 1 1 0 186 0 0 0 0 1 0 1 365 366 12:30 PM 1 139 2 0 0 0 2 0 2 216 4 0 0 0 1 0 0 367 367 12:45 PM 0 155 0 0 1 0 0 0 0 199 4 0 3 0 1 0 0 363 363 , Total 1 622 4 0 1 1 0 3 1 3 786 11 0 3 0 3 1 1 2 1437 1439 01:00PM 0 153 0 0 2 0 0 0 1 190 1 0 1 0 0 0 0 348 348 01:15 PM 0 155 0 0 0 0 2 0 0 190 0 0 0 0 1 0 0 348 348 01:30 PM 0 168 2 0 1 0 1 0 3 181 1 0 0 0 0 0 0 357 357 01:45 PM 2 162 0 2 0 0 2 2 1 191 0 0 0 0 0 0 4 358 362 Total 2 638 2 2 3 0 5 2 5 752 2 0 1 1 0 1 0 4 1411 1415 Grand Total 5 1815 11 3 8- 0 17 6 19 2303 16 0 6 0 9 3 12 4209 4221 , Apprch% 0 3 99.1 0.6 32 0 68 0.8 98.5 0.7 40 0 60 Total% 0.1 43.1 0.3 0.2 0 0.4 0.5 54.7 0.4 0.1 0 0.2 0.3 99.7 Marlborough Road IGreenlawn Avenue Marlborough Road Verdon Street From North From East From South From West ' I Star[Lme I Rmhl l Thru 1 Left I Apo Total Rmht I The, App.Total I Left Rioht I Thru I Left I App Total I Rmht I Thm I Left I Pnp Total I IMS Peak Hour Analysis From 11 00 AM l0 01'45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:15 PM 12:15 PM 0 176 1 177 0 0 1 1 0 186 0 1861 0 0 1 1 365 12:30 PM 1 139 2 142 0 0 2 2 2 216 4 222 0 0 1 1 367 12:45 PM 0 155 0 155 1 0 0 1 0 199 4 203 3 0 1 4 363 01:00 PM 0 153 0 153 2 0 0 2 1 190 1 192 1 0 0 1 348 Total Volume 1 623 3 627 3 0 3 6 3 791 9 803 4 0 3 1 1443 App Total 0.2 99.4 0.5 50 0 50 0.4 98.5 1 1 57.1 0 429 PHF .250 .885 .375 .886 .375 .000 .375 .750 375 .916 .563 .904 .333 .000 .750 .438 .983 ' PRECISION N/S: Marlborough Road DOuAaleTs,uAc File Name : 60618CC E/W: Greenlawn Avenue/Verdon Street Po 8,.301 eenna,W m503 Site Code : 9132.18 oft,Er.soe.am 3asv rzc soa 545.1234 Start Date : 4/29/2006 City,State: Salem,MA Emao- .13999 Fta 50854om Client: VHB/A. Cloutier Page No : 1 Grouos Primed-Trucks Marlborough Road Greenlaym Avenue Marlborough Road Vardon Street From North From East From South From West Start' Time Rght I Thm Left Peds Right ThouLeft Peds Right Thr Left I Peds Right I Thm I Left Peds e.�1.I Md.mal I Int Total 11:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 2 Total 0 2 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 3 3 12:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 1 12:15 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 2 12.30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 124Total 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 1 0 3 3 0100 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 01:15 PM 001:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 3 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 4 4 Grand Apprch Total 0 150 0 00 00 0 0 0 0 0 150 0 0 0 0 0 0 0 100 10 Marlborough Road Greenlawn Ayg enue Marlborou h Road Verdon Street dh From East From South F Fmm Nom West _ Stall Time Rmht I Th. Left Aeo TOUI Rmht I Thm Left Poo Total Rohl I Thm I Left I Aoo.Total I Riaht I ThmroI Left I Aoo.Total Int Total Peak Hour Analysis From 11 00 AM to 01:45 PM-Peak 1 of 1 — - Peak Hour for Entire Intersection Begins at 11 30 AM 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 12'00 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 12:15 PM 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2 Total Volume 0 1 0 1 0 0 0 0 0 4 0 4 0 0 0 0 5 App.Total 0 100 0 0 0 0 0 100 0 0 0 0 PHF .000 .250 000 .250 .000 .000 .000 .000 .000 .500 000 .500 i .000 .000 000 .000 ._625 1 PRECISION ' N/S: Marlborough Road wOuA TT A File Name :60618CC E/W: Greenlawn Avenue/Verdon Street Po 01.301 Berl,MA 01503 Site Code :9132.18 City,State: Salem,MA °ffemnu a ta13999.i:�d11lc "a Start Date : 4/29/2006 Chem VHB/A. Cloutier Page No : 1 ' Marlborou h Road Greenlawn Avenue Marlboroug h Road Verde StreetWe , Fmm North From Easl From South From st I Start Tmle I Rinht 1 Thrut 9 Left I Aop Total Weht I Th. Left App.Total Rut I Thor I Left I Are Total t Rioht I Thm Left I Apo Total I InL Total I Peak Hour Analysis From 71 00 AM to 01.45 PM-Peak 1 of 1 , Peak Hour for Entire Intersection Begins at 12:15 PM 12:15 PM 0 176 1 177 0 0 1 1 0 188 0 188 0 0 1 1 367 12:30 PM 1 139 2 142 0 0 2 2 2 216 4 222 0 0 1 1 367 12:45 PM 0 155 0 155 1 0 0 1 0 199 4 203 3 0 1 4 363 01:00 PM 0 155 0 155 2 0 0 2 1 190 1 192 1 0 0 1 350 ' Total Volume 1 625 3 629 3 0 3 6 3 793 9 805 4 0 3 7 1447 %Apo.Total 0.2 99.4 0.5 50 0 50 0.4 98.5 1.1 57.1 0 42.9 PHF .250 .888 .375 .888 .375 .000 .375 750 .375 .918 .563 .907 .333 .000 .750 .4381 .986 Cars 1 623 3 627 3 0 3 6 3 791 9 803 4 0 3 7 1443 ' %Cars 100 99.7 100 99.7 100 0 100 100 100 99.7 100 99.8 100 0 100 1001 99.7 Trucks 0 2 0 2 0 0 0 0 0 2 0 2 0 0 0 0 4 %Trucks 0 0.3 0 0.3 0 0 0 0 0 0.3 0 0.2 0 0 0 0 0.3 1 Manoorougn finale , Out In Total 797627 1424 2 2 4 794 629 1428 °I1 625 3 31 ' Right Th. Left l 1 1 Peak Hour Data ' A� mm� North �wA morn'ia G Jom n P 2 PeakHourBeginsat1215PMo Carsomoma o c t Trucks r u NONm '- r' t Left Th- Refit 31 0 7921 0 ' 91 7931 31 630 803 2 2 , 632 805 114737 Ou[ In Total Maahnrnnnh Road PRECISION N/S: Marlborough Road IDNDUSTRIFT File Name :60618131 EM Dunkin Donuts Lot/ Orleans Avenue vo so=301 aero%W 01503 Site Code :9132.18 oma 504813999 rac5085451234 City,State: Salem,MA Email dawreguen.cpen«om Start Date :4/27/2006 ' Client: VHB/A. Cloutier Page No : 1 ' Groups Printed-Cars-Trucks Marlborough Read Dunkin Donuts Lot Marlborough Road Orreans Avenue From North From East From South From West Start Time Right I Thru I Left Right I Thro I Left Right I Thru I f Left' Right I Thru I Left Int Total l 04:00 PM 0 0 1 2 0 4 7 0 1 0 0 0 15 ' 04:15 PM 0 0 1 5 0 5 3 0 0 0 0 1 15 04:30 PM 0 0 2 12 0 8 7 0 2 I' 0 0 0 31 04:45 PM 1 0 1 5 0 4 4 0 1 ' 0 0 1 17 Total 1 0 51 24 0 21 1 21 0 4 0 0 2 78 05:00 PM 0 0 .1 3 0 1 1 0 1 r 1 0 0 8 05:15 PM 0 01 2 0 0 4 0 1 i 1 0 0 9 05:30 PM 0 0 2 1 0 1 3 0 2 0 0 0 9 05:45 PM 0 0 2 4 0 1 3 0 0 1 0 1 12 Total 0 0 6 10 0 31 11 0 4, 3 0 1 38 Grand Total 1 0 11 34 0 24 32 0 8 3 0 3 116 Apprch% 8.3 0 91.7 58.6 0 41.4 80 0 20 50 0 50 Total% 0.9 0 9.5 29.3 0 20 7 27.6 0 6.9 2.6 0 2.6 ' Cars 1 0 11 34 0 24 32 0 8 3 0 3 116 %Cars 100 0 100 100 0 1001 100 0 100 100 0 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 %Trucks 0 0 0 0 0 0 0 0 0 0 0 0 I 0 Madborou9 h Road Dunkin Donuts Lot Marlborough Road Orleans Avenue ' From North From East From South From West 9 Stan Trme I Right( Thru I Left I Aoo.Total Right I Thru Lefl Ago IDtal Runt I Thru I Left I Ano.Total Right I ThruI Left I Ano-Total Int Total] Peak Hour Analysis From 0,100 PM to 05 45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04.00 PM 04:00 PM 0 0 1 1 2 0 4 6 7 0 1 8 0 0 0 0 15 04.15 PM 0 0 1 1 5 0 5 10 3 0 0 3 0 0 1 1 15 04:30 PM 0 0 2 2 12 0 8 20 7 0 2 9 0 0 0 0 31 04:45 PM 1 0 1 2 5 0 4 9 4 0 1 5 0 0 1 1 _ 17 Total Volume 1 0 5 6 24 0 21 45 21 0 4 25 0 0 2 2 78 %App.Total 16.7 0 83.3 53.3 0 46.7 84 0 16 0 0 100 ' PHF .250 .000 625 .750 .500 .000 .656 .563 .750 .000 .500 .694 .000 .000 .500 .500 -629 Cars 1 0 5 6 24 0 21 45 21 0 4 250 0 2 2 78 %Cars 100 0 100 100 100 0 100 100 100 0 100 100 0 0 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' %Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PRECISION ' N/S: Marlborough Road DDOAPIETs,LAt File Name : 60618D1 E/W:Dunkin Donuts Lot/ Orleans Avenue POBox301 BediryMAms03 Site Code :9132.18 City,State: Salem,MA emEm=°a u1aa oo@p�a°g am"` Start Date :4/27/2006 Client:VHB/A. Cloutier Page No : 1 ' Groups Printed-Cars Madborough Road Dunkin Donets Lot Min-boroughFrom South ad Orleans WasAvenue FFrom Eastrom North Start Time Rioht I Th.I Left I Richt I Thm I Left Riuht I Thou Left Rioht I Thm I Left Int.Total 1 04:00 PM 0 0 1 2 0 4 7 0 1 0 0 0 15 04:15 PM 0 0 1 5 0 5 3 0 0 0 0 1 15 , 04:30 PM 0 0 2 12 0 8 7 0 2 0 0 0 31 04:45 PM 1 0 1 5 0 4 4 0 1 0 0 1 17 Total 1 0 51 24 0 21 1 21 0 41 0 0 2 78 05: 0 PM 005:15 PM 0 0 1 2 0 0 4 0 1 1 0 0 9 ' 05:30 PM 0 0 2 1 0 1 3 0 2 0 0 0 9 05:45 PM 0 0 2 4 0 1 3 0 0 1 0 1 12 Total 0 0 61 10 0 31 11 0 41 3 0 1 1 38 Grand Total 1 0 11 34 0 24 320 8 3 0 3 116 ' Apprcl 8.3 0 91.7 586 0 41.4 80 0 20 50 0 50 Total% 0.9 0 9.5 29.3 0 20.7 27.6 0 6.9 2.6 0 2.6 Marlborou9 h Road Dunkin Donuts Lot Madboro0u h Road Orleans Avenue ' From North From East From South From West start Time Richt Th.1 Left I App.Tolel Richt I Thm I Le R I Apo.Total Richt I Thm Lefl App Total I Fort I Thm I Left I Aro Total Int Total I Peak Hour Analysis From 0400 PM to OS 45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 1 1 2 0 4 6 7 0 1 8 0 0 0 0 15 ' 0415 PM 0 0 1 1 5 0 5 10 3 0 0 3 0 0 1 1 15 04:30 PM 0 0 2 2 12 0 8 20 7 0 2 9 0 0 0 0 31 04.45 PM 1 0 1 2 5 0 4 9 4 0 1 5 0 0 1 1 _ 17 Total Volume 1 0 5 6 24 0 21 45 21 0 4 25 0 0 2 2 78 %App.Total 16.7 0 83.3 533 0 46.7 84 0 16 0 0 100 PHF .250 .000 .625 .750 .500 .000 .656 .563 .750 .000 .500 .694 .000 .000 .500 .500 .629 ' PRECISION N/S: Marlborough Road DDuSArneTu File Name :60618D1 E/W: Dunkin Donuts Lot/ Orleans Avenue Po m.301 BeNo.MA 01503 Site Code : 9132-18 Offs-508,4813"9 Fae 50&5451234 A City,State: Salem,MEmail datammia,a.epdillcmm Start Date :4/27/2006 Client: VHB/A. Cloutier Page No : 1 Marlborough Road Dunkin Donuts Lot Mad borough Road Odearts Avenue From North From East From South I From West I Start Time I Riaht I Thru I Left I App.TotalI RightI Thm I Left Ano Total ) Right Thru I Left I Apo Total) Right I That I Left I Apo Total) Int.Tow I ' Peak Hour Analysis From 04 00 PM to 05 45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:0)PM 04:00 PM 0 0 1 1 2 0 4 6 7 0 1 8 0 0 0 0 15 04:15 PM 0 0 1 1 5 0 5 10 3 0 0 3 0 0 1 1 15 04:30 PM 0 0 2 2 12 0 8 20 7 0 2 9 0 0 0 0 31 ' 04:45 PM 1 0 1 2 5 0 4 9 4 0 1 5 0 0 1 1 17 Total Volume 1 0 5 6 24 0 21 45 21 0 4 25 0 0 2 2 78 %App.To[al 16.7 0 83.3 53.3 0 46.7 84 0 16 0 0 100 PHFI 250 .000 .625 .750 .500 .000 .656 563 750 .000 .500 .6941 .000 .000 .500 .5001 .629 Cars 10 5 6 24 0 21 45 21 0 4 25 0 0 2 - 2 78 %Cars 100 0 100 100 100 0 100 100 100 0 100 100 0 0 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' Madborough Road Out In Total 26 32 6 0 0 26 fi 32 OI OI OI I 1 01 51 Right Thru Left �F Peak Hour Data o T - �o North ' oo Ha Oa x' o a Peak Hour Begins at 0400 PM c = c m OFA �� p 7pC edr5 O (n O N m — Trucks r_ ' 4� Left Thru Right 41' 01 20 41 1 4 0 211 2t 25 46 0 0 0 21 25 46 Out In Total Miirlhnrnuoh Rnad PRECISION ' N/S: Marlborough Road �DeARIT�A File Name :6061 8D2 E:Tri City Lot Poeo.301 aedin,W 01503 Site Code :9132.18 City,State: Salem,MA Start��, 9e,ie;ail«o5m3'° Start Date :4/27/2006 Client:VHB/A. Cloutier Page No : 1 Goups Printed-Cars-Tracks Marlborough Road Tn City Lot Madbomugh Road From North From East From South Start Time Thru I Left Right I Left Riuht I Thru Int Total] 04:00 PM 0 1 1 0 0 0 2 04:15 PM 0 0 0 0 0 0 0 ' 04:30 PM 0 1 3 0 2 0 6 04:45 PM 0 0 6 2 2 0 10 Total 0 2 10 21 4 0 18 05:15 PM 0 0 2 2 0 0 4 ' 05:30 PM 0 1 6 2 1 0 10 05:45 PM 0 0 2 1 1 0 4 Total 0 1 1 12 5 3 01 21 ' Grand Total 0 3 22 7 7 0 39 Apprch% 0 100 75.9 24.1 100 0 Total% 0 7.7 56.4 17.9 17.9 0 Cars 0 3 22 7 7 0 39 Cars 0 100 100 100 100 0 100 Trucks 0 0 0 0 0 0 0 %Trucks 0 0 0 0 0 0 0 Marlborough Road Tri City LM Marlborough Road From Nodh From East From South ' Start Time ThruJ Left 1 App Total Riqht I Left I Apo.Total Right Thru I App.Total Int Total I Peak Hour Analysis From 04 00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45PM 0 0 0 6 2 8 2 0 2 10 05:00 PM 0 0 0 2 0 2 1 0 1 3 ' 05:15 PM 0 0 0 2 2 4 0 0 0 4 05:30 PM 0 1 1 6 2 8 1 0 1 10 Total Volume 0 1 1 16 6 22 4 0 4 27 %App.Total 0 100 72.7 27.3 100 0 t PHF .000 .250 .250 .667 .750 .688 .500 .000 .5001 .675 Cars 0 1 1 16 6 22 4 0 4 27 %Cars 0 100 100 100 100 100 100 0 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 %Trucks 0 0 0 0 0 0 0 0 0 0 , 1 ' PRECISION N/S: Marlborough Road D AftIES,T A File Name :60618D2 E:Tri City Lot to Bm,301 aedin.MA 01503 Site Code : 9132.18 Office 50&401.3999 Fme5065451234 City,State: Salem, MA Email dalmenue,t,@pauccom Start Date :4/27/2006 Client:VHB/A. Cloutier Page No : 1 Groups Printed-Cars Marlborough Road Tri City Lot Malborough Road From North From East From South Star)Time I Thru I _ Left Riaht I Left Riaht I Th. Int,Total 04:00 PM 0 1 1 0 0 0 2 ' 04:15 PM 0 0 0 0 0 0 0 04:30 PM 0 1 3 0 2 0 6 04:45 PM 0 0 6 2 2 0 10 Total 0 2 10 21 4 01 18 05'00 PM0 0 2 0 1 0 3 05:15PMI 0 0 2 2 0 0 4 05:30 PM 0 1 6 2 1 0 10 05:45 PM 0 0 2 1 1 0 4 Grand Total 0 3 22 7 7 0 1 39 Apprch% 0 100 75.9 24.1 100 0 ' Total% 0 7.7 56.4 17.9 179 0 ' I City Marlborough Road Tn Ci Lot Madborough Road Frain From North FEast From South I Stan Time I Thru 1 Left I Apo.Total Riahl 1 Left I Apo Total Rmht I Thru I Apo-Total I Int Total j Peak Hour Analysis From 04'00 PM to 05 45 PM- Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04.45 PM 0 0 0 6 2 8 2 0 2 10 05:00 PM 0 0 0 2 0 2 1 0 1 3 05:15 PM 0 0 0 2 2 4 0 0 0 4 05:30 PM 0 1 1 6 2 8 1 0 1 10 Total Volume 0 1 1 16 6 22 4 0 4 27 %App.Total 0 100 727 27.3 100 0 PHF .000 .250 .250 .667 .750 .688 .500 .000 .500 .675 PSI PRECISION , N/S: Marlborough Road DouAnIETS,LA File Name :60618D2 E:Tri City Lot PoBox301&Hm,W 01503 Site Code :9132.18 ORw.508,4813999 Fan 508 545 1234 City,State: Salem, MA email Cala yuess0milkmm Start Date :4/27/2006 ' Client:VHB/A. Cloutier Page No : 1 Malborough Read Tri City Lal Marlborough Road ' Ill From North From East From South Stan Time Th.I Left I_ App.Total RightI Left I App Total Flom I Th.I ADO.Totals Int Total ' Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45PM 0 0 0 6 2 8 2 0 2 10 05:00 PM 0 0 0 2 0 2 1 0 1 3 05:15 PM 0 0 0 2 2 4 0 0 0 4 , 05:30 PM 0 1 1 6 2 8 1 0 1 10 Total Volume 0 1 1 16 6 22 4 0 4 27 App.Total 0 100 72.7 27.3 100 0 PHF .000 .250 .250 .667 .750 .688 .500 .000 .500 .675 Cars 0 1 1 16 6 22 4 0 4 27 ' Cars 0 100 100 100 100 100 100 0 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 Trucks 0 0 0 0 0 0 0 0 0 0 Marlborough Road , Out In Total 6 7 0 0 0 i6 1 17 0 1 '0 0 0 Thin Left 1 L Peak Hour Data ' NT A 1 Peak Hour Begins at 04.45 PM Cars r nNi o NZ Trucks ra 4 _ o ' v�= 1 r Tru Ri ht 0 4 t 0 0 0 4 P 4 0 0 0 l ' 6 4 10 Out Iu Total Madhnmunh Rnad PSI ' PRECISION N/S: Marlborough Road DDusArkltTs,LA File Name : 60618DD1 E/W: Orleans Avenue/ Dunkin Donuts Mara 301 eedm,w 01503 Site Code : 9132.18 .'.1.5084813999 Fax 508 545 1234 City,State:Salem,MA email aawryoenimpdill— Start Date : 4/29/2006 Client:VHP/A. Cloutier Page No : 1 ' Groups Primed-Co.-Trucks Marlborough Road Dunkin Donuts Driveway Marlborough Road Orleans Avenue From North From East From South From West Start Right Thou Left Peds Right Thm Left Peds Right Th.I Left I Peds Right I Thm Left Peds emo lata meu Tow Int.Total Time 11:00 1 8 8 5 AM 0 0 4 0 10 0 9 0 14 1 0 11 0 3 0 0 0 0 41 4 11[1 1 11:30 AM 0 D 2 0 9 0 9 0 17 0 0 0 0 0 0 0 0 37 37 11:45 AM 1 0 1 0 9 0 10 0 7 ! 0 1 0 0 0 0 0 0 29 29 Total 1 0 10 0 37 0 40 0 It 50 0 2 0 4 0 1 0 ! 0 145 145 12:00 PM 0 0 3 0 6 0 2 0 9 0 0 0 0 0 0 0 0 20 20 12:15 PM 0 0 0 0 5 0 7 2 7 .' 0 1 0 2 0 0 0 2 22 24 12:30 PM 0 0 4 0 7 0 2 0 8 0 3 0 2 0 2 0 0 28 28 ' 12.4 Total 0 0 23 23 0 0: 10 0 24 0 16 2 1 . 31 0 5 0 5 0 2 0 1 2 93 95 01:00 PM 0 0, 6 05 0 12 0 5 0 0 0 0 0 0 0 0 28 28 ' 01.45 PM 0 0 2 0 9 0 3 0 14 0 0 0 0 0 11 0 0 29 29 Total 2 0 11 0 24 0 23 0 39 0 2 0 1 1 0 1 0 0 103 103 Grand Apprch t% 8.8 0 91.2 0 51..8 0 48.2 2 193 0 7 0 711.4 0 28.6 0 2 341 343 Total% 0.9 0 9.1 24.9 0 23.2 35.2 0 2.6 2.9 0 1.2 06 99.4 Cars 3 0 3185 0 79 120 0 9 10 0 4 0 0 343 ' %Cars 100 0 100 O 100 0 100 100 100 0 100 0 100 0 100 0 0 0 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Trucks 0 0 0 01 0 0 0 01 0 0 0 01 0 0 0 0 0 0 0 ' I Marlborough Road Dunkin Donuts Driveway g Madborou h Road Orleans Avenue From North From East From South From West I Start Time Right, Thru I Left I A.Total I Right I Thro I Left I Apo Total I Right I Thou I Left I Amp Total I Right I Thru I Left I Are.Trial lot Total I Peak Hour Analysis From 1100 AM to 12 30 PM-Peak 1 of 1 - Peak Hour for Entire Intersection Begins at 11.00 AM 11:00 AM 0 0 3 3 9 0 12 21 12 0 0 12 1 0 1 2 38 11.15 AM 0 0 4 4 10 0 9 19 14 0 1 15 3 0 0 3 41 ' 11.30 AM 0 0 2 2 9 0 9 18 17 0 0 17 0 0 0 0 37 11:45 AM 1 0 1 2 9 0 10 19 7 0 1 8 0 0 0 0 29 Total Volume 1 0 10 11 37 0 40 77 50 0 2 52 4 0 1 5 145 App.Total 9.1 0 90.9 48.1 0 51.9 96.2 0 3.8 80 0 20 PHF 250 .000 625 .688 .925 .000 .833 .917 .735 .000 .500 .765 .333 000 .250 .4171 .884 Cars 1 0 10 11 37 0 40 77 50 0 2 52 4 0 1 5 145 Cars 100 0 100 100 100 0 100 100 100 0 100 100 100 0 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 PRECISION , N/S: Marlborough Road lNDOSATRIE9,LLAC File Name : 60618DD1 E/W: Orleans Avenue/ Dunkin Donuts PO Bol,301 Bemm,W 01503 Site Code : 9132.18 Orrm."irk 813939 E.i 5011 95.1230 City,State: Salem,MA email darreguwmapdAcmm Start Date : 4/29/2006 ' Client: VHB/ A. Cloutier Page No : 1 Groups Pnnted-Cars ' Marlborough Road Dunkin Donuts Driveway Marlborough Road Orleans Avenue From North From East From South From West Start Right ThmI Lefl Peds Right I Thus I Left Peds Right I Thu I Left I Peds Right I Thin Left Petls E.Tow I mea Tori I Int Total Time ' 11:00 AM 0 0 3 0 9 0 12 0 12 0 0 0 1 0 1 0 0 38 38 11:15 AM 0 0 4 0 10 0 9 0 14 0 1 0 3 0 0 0 0 41 41 11:30 AM 0 0 2 0 9 0 9 0 17 0 0 0 0 0 0 0 0 37 37 11:45 AM 1 0 1 0 9 0 10 0 7 0 1 0 0 0 0 0 0 29 29 Total 1 0 10 0 37 0 40 0 50 0 2 0 4 0 1 0 1 0 145 145 ' 12:00 PM 0 0 3 0 6 0 2 0 9 0 0 0 0 0 0 0 0 20 20 12:15 PM 0 0 0 0 5 0 7 2 7 0 1 0 2 0 0 0 2 22 24 12:30 PM 0 0 4 0 7 0 2 0 8 0 3 0 2 0 2 0 0 28 28 12:45 PM 0 0 3 0 6 0 5 0 7 0 1 0 1 0 0 0 0 23 23 Total 0 0 10 0 24 0 16 2 31 0 5 0 5 0 2 0 2 93 95 01:00 PM 0 0 6 0 5 0 12 0 5 0 0 0 0 0 0 0 0 28 28 01:15 PM 1 0 2 0 2 0 7 0 8 0 1 0 1 0 0 0 0 22 22 , 01:30 PM 1 0 1 0 8 0 1 0 12 0 1 0 0 0 0 0 0 24 24 01:45 PM 0 0 2 0 9 0 3 0 14 0 0 0 0 0 1 0 0 29 29 Total 2 0 11 0 1 24 0 23 0 1 39 0 2 0 1 1 0 1 0 0 103 103 Grand Total 3 0 31 0 85 0 79 2 120 0 9 0 10 0 4 0 2 341 343 ' Apprch% 8.8 0 91.2 51.8 0 48.2 93 0 7 71.4 0 28.6 Total% 0.9 0 9.1 24.9 0 23.2 35.2 0 2.6 2.9 0 1.2 0.6 99.4 Marlborough Read IDunkin Donuts Onveway Marlborough Road Orleans Avenue From North From East From South From West I Start Time Fluent I Thru I Left 1 Apo Total Right I TIM I Leh App Total Right I Thins LeR App Total I R tht I Thru I Last Apo Total Int Total I ' Peak Hour Analysis From 11 00 AM to 12 30 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:0)AM 11:00 AM 0 0 3 3 9 0 12 21 12 0 0 12 1 0 1 2 38 11:15AM 0 0 4 4 10 0 9 19 14 0 1 15 3 0 0 3 41 11:30 AM 0 0 2 2 9 0 9 18 17 0 0 17 0 0 0 0 37 , 11:45 AM 1 0 1 2 9 0 10 19 7 0 1 8 0 0 0 0 29_ Total Volume 1 0 10 11 37 0 40 77 50 0 2 52 4 0 1 5 145 App.Total 9.1 0 90.9 48.1 0 51.9 96.2 0 3.8 80 0 20 PHF .250 .000 .625 .688 .925 .000 .833 .917 .735 .000 .500 .7651 .333 .000 .250 .417 .884 ' 1 ' PRECISION N/S: Marlborough Road DDusklEs,u File Name : 60618DD1 E/W: Orleans Avenue/Dunkin Donuts Po Box 301 Benin,MA 03503 Site Code : 9132.18 n� 513999 eSDaCitY>State: Salem,MA 11Emrequers@pEcmm Start Date :4/29/2006 Client:VHB/A. Cloutier Page No : 1 Marlborough Road Dunkin Donuts Driveway Marlborough Road Orleans Avenue From North Fmm East Fmm South From West I Start Time I Riqht I Thm I Left Apo Total MOT I Th. Deft APp.Total Right I lhru I Left I App Total I Rloht I Thru I Left I Apo Total Int.Total 1 ' Peak Hour Analysis Fmm 1100 AM to 12.30 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:00 AM 11:00 AM 0 0 3 3 9 0 12 21 12 0 0 12 1 0 1 2 38 11:15 AM 0 0 4 4 10 0 9 19 14 0 1 15 3 0 0 3 41 11.30 AM 0 0 2 2 9 0 9 18 17 0 0 17 0 0 0 0 37 11:45 AM 1 0 1 2 9 0 10 19 7 0 1 8 0 0 0 0 29 Total Volume 1 0 10 11 37 0 40 77 50 0 2 52 4 0 1 5 145 App.Total 9.1 0 90.9 48.1 0 51.9 96.2 0 3.8 80 0 20 PHF .250 .000 .625 .688 .925 .000 .833 .917 .735 .000 .500 .7651 .333 .000 .250 .417 .884 ' Cars 1 0 10 11 37 0 40 77 50 0 2 52 4 0 1 5 145 Cars 100 0 100 100 100 0 100 100 100 0 100 100 100 0 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' Marlborough Road i Out In Total [;]308 11 49 0 11 49 0 10 0 00 0 1 1 01 101 Right Thm Left ' Peak Hour Data B o— — OC J North � � V a ice"'O N O O N 00 2 Peak Hour Begins at 11.00 AM yJ o Cars ~P0000c' M_ ��II�� e O V t Trucks ' SOW Kms, So 0 o_F 0 ��N 4- �k Left Thm Riaht 21 I at 21 01 501 21 01 Sol 44 52 96 0 0 6 44 52 9fi Out In Total Marlbnmimh Rnnd 1 1 PSI PRECISION ' N/S: Marlborough Road WD09TRIESA T AC File Name :60618DD2 E:Tri City Lot P.o.Bax3o1 anlin,MA 01503 Site Code : 9132.18 °ffiaUqes@doz3aCi City, Salem, MA EZl m , pdl«m Start Date :4/29/2006 ' Client: VHB/A. Cloutier Page No : 1 Groups Printed-Cars-Trucks Marlborough Road In City Lot Marlborough Road From North From East From South Start Time Thm I Left I Peds Right I Leh I Peds Rumt I Thou I Peds Exclu.Total I Inclu.Total I Int Total I 11:00 AM 0 0 0 5 0 0 0 0 0 0 5 5 11:15AM 0 1 0 2 0 2 2 0 0 2 5 7 t 1130 AM 0 2 0 8 0 0 5 0 0 0 15 15 11:45 AM 0 1 0 3 1 0 0 0 0 0 5 5 Total 0 4 0 18 1 2 7 0 0 2 30 32 12:00 PM 0 0 0 2 1 0 1 0 0 0 4 4 ' 12:15 PM 0 0 1 5 0 0 2 0 0 1 7 8 1230 PM 0 1 0 2 1 0 3 0 0 0 7 7 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 1 1 9 2 0 6 0 0 1 1 18 19 01:00 PM0 0 2 0 0 0 0 0 0 2 0 2 , 01.15 PM 0 0 0 0 0 2 0 0 0 2 0 2 01:30 PM 0 0 0 0 0 1 0 0 0 1 0 1 ' 01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 2 0 0 3 0 0 0 5 0 5 Grand Total 0 5 3 27 3 5 13 0 0 8 48 56 Appich% 0 100 90 10 100 0 ' Total% 0 10.4 56.2 6.2 27.1 0 14.3 85.7 _ Cars 0 527 3 13 0 0 0 56 %Cars 0 100 1001 100 100 100 100 0 0 0 0 100_ Trucks 0 00 0 0 0 0 0 0 ' %Trucks 0 0 OI 0 0 0 0 0 0 0 0 0 Marlborough Road I n Cry Lot Marlborough Road I ' Fmm North From East From South ea lime Thou I Left I- App.Total I Rignt I Left I Apo Total Noht I Thep I Apo.Total Int Totem Peak Hour Ana"m From 11.00 AM to 12:30 PM-Peak 1 of 1 - Peak Hour for Entire Int ursection Begins at 11:30 AM , 11:30 AM 0 2 2 8 0 8 5 0 5 15 11:45 AM 0 1 1 3 1 4 0 0 0 5 12:00 PM 0 0 0 2 1 3 1 0 1 4 12:15 PM 0 0 0 5 0 5 2 0 2 7 Total Volume 0 3 3 18 2 20 8 0 8 31 ' %Apo.Total 0 100 90 10 100 0 _ PHF .000 .375 -375 .563 .500 .625 .400 .000 400 .5.17_ Cars 0 3 3 18 2 20 8 0 8 31 %Cars 0 .100 100 100 100 100 100 0 100 100 ' Trucks 0 0 0 0 0 0 0 0 0 0 %Trucks 0 0 0 0 0 0 0 0 0 0 1 1 ' PRECISION N/S: Marlborough Road D A T A INDUSfRItS,LLC File Name : 60618DD2 E:Tri City Lot ro aox301 eedi�W 01503 Site Code : 9132.18 Office Sol 3999 Fax 5085451234 City,State: Salem,MA EmvLdatxmqueaOpddlcc re Start Date : 4/29/2006 Client:VHB/A. Cloutier Page No : 1 ' Gmuos Printed-Co. Marlborough Road Tn City Lot Marlborough Road From North From Eaal From South Start Time Th. I Left I Peds Right I Left Peds R1ga I The,I Peas Fxclu.Total I Dole.Total I Int.Total_'I 11:00 AM 0 0 0 5 0 0 0 0 0 0 5 5 ' 11:15 AM 0 1 0 2 0 2 2 0 0 2 5 7 11:30 AM 0 2 0 8 0 0 5 0 0 0 15 15 11:45 AM 0 1 0 3 1 0 0 0 0 0 5 5 Total 0 4 0 1 18 1 2 7 0 0 2 30 32 12:00 PM0 0 0 2 1 0 1 0 0 0 4 4 1215PM 0 0 1 5 0 0 2 0 0 1 7 8 12:30 PM 0 1 0 2 1 0 3 0 0 0 7 7 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 ' 1 1 0100 PM 0 0 2 0 0 0 0 0 0 2 0 2 01:15 PM 0 0 0 0 0 2 0 0 0 2 0 2 01:30 PM 0 0 0 0 0 1 0 0 0 1 0 1 01:4 Total 0 0 2 1 0 0 3 0 0 0 5 0 5 GrandTotal 0 5 3 27 3 5 13 0 0 8 48 56 100 ' A Total% 0 10.4 56.2 6.2 27.0 0 14.3 85.7 ' Marlborough Road Tn City Lot Marlborough Road From North From East From South Start"me( Thru I Left I ADD Total I Riqht I Left I ADD Total Rmht I The,I ADD.Total I Int Total I Peak Haar Analysis From 11:00 AM to 12.30 PM-Peak 1 of 1 — - ' Peak Hour for Entire Intersection Begins at 11:30 AM 11:30 AM 0 2 2 8 0 8 5 0 5 15 11:45 AM 0 1 1 3 1 4 0 0 0 5 12:00 PM 0 0 0 2 1 3 1 0 1 4 12.15 PM 0 0 0 5 0 5 2 0 2 7 ' Total Volume 0 3 3 18 2 20 8 0 8 31 App.Total 0 100 90 10 100 0 PHFI .000 .375 .375 .563 .500 .625 .400 .000 .4001 .517 1 1 1 1 1 PRECISION ' N/S:Marlborough Road DpuAklETs,uA File Name : 60618DD2 E:Tri City Lot Po eo.xol aedln,lm 01503 Site Code : 9132.18 City,State: Salem, MA °ffem50&4813"9 imureq eo5@pdjII.'3° Start Date : 4/29/2006 Client: VHB/A. Cloutier Page No : 1 ' Manoorough Road To Coy Lot Marlborough Road ' From North From East Ram South Start Time Thou I Left I App.Total I Rat I Left I APP.Total I Rleht I Tom I App.Total Int.Total I Peak Hour Analysis From 11.00 AM to 12:30 PM-Peak 1 of 1 ' Peak Hour for Entire Intersection Begins at 11:30 AM 11:30 AM 0 2 2 8 0 8 5 0 5 15 11:45 AM 0 1 1 3 1 4 0 0 0 5 12:00 PM 0 0 0 2 1 3 1 0 1 4 ' 12.15 PM 0 0 0 5 0 5 2 0 2 7 Total Volume 0 3 3 18 2 20 8 0 8 31 App.Total 0 100 90 10 100 0 PHF 1 .000 .375 .3751 .563 .500 .625 .400 .000 .400 .517 Cars 0 3 3 18 2 20 8 0 8 31 ' Cars 0 100 100 100 100 100 100 0 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 %Trucks 0 0 0 0 0 0 0 0 0 0 Marlborough Road ' Out In Total 0 3 21 0 0 0 18 3 21 0 3 'o a 0 3 Thou Left 1 Peak H11our Data ° ' North Peak Hour Begins at 11.30 AM L� c ' Cars Trucks y 1 T r ' Thu Ri ht 0 8 ' 0 0 0 8 2 8 0 0 0 10 1 2 8 10 Out In Total Marihnrnimh Rnnd 1 PRECISION Marlborough Road D A T A 60618AVOLUME RE-D between Orleans Avenue&Verdon Street INDUSTRIES,LLC Site Code:9132.18 City,Sure:Salem,MA om e5 Box Fa xme0sas 1n4 Client:V14B/A.Cloutier email datam lierta@eeilk 4om Start NB SB Combined 04-May- 06 Time A-M P.M AM. P.M A.M. P.M. Thu 12:00 10 154 14 142 24 296 - 12:15 8 155 11 125 19 280 12:30 6 138 7 121 13 259 12:45 5 29 134 581 6 38 120 508 11 67 254 1089 01:00 8 144 6 148 14 292 01:15 11 118 5 126 16 244 01:30 4 168 6 140 10 308 01:45 4 27 191 621 7 24 138 552 11 51 329 1173 02:00 1 199 2 164 3 363 02:15 2 158 1 160 3 318 02:30 2 186 4 185 6 371 02:45 2 7 198 741 3 10 148 657 5 17 346 1398 03:00 0 184 2 172 2 356 03:15 11 194 5 158 16 352 03:30 3 180 4 162 7 342 03:45 10 24 170 728 6 17 166 658 16 41 336 1386 t 04:00 12 188 10 196 22 384 04:15 13 194 10 181 23 375 04:30 17 N1) 21 197 38 43791 04:45 36 78 201 824 32 73 194 768 68 151 395 1592 05:00 56 210 46 182 102 392 05:15 62 196( 40 186 102 382 05:30 96 202 47 178 143 380 05:45 116 330 166 774 76 209 164 710 192 539 330 1484 06:00 122 178 104 152 226 330 06:15 150 151 112 123 262 274 06:30 190 140 138 140 328 280 06:45 220 682 132 601 146 500 142 557 366 1182 274 1158 07:00 202 127 145 151 347 278 07:15 173 127 154 105 327 232 07:30 188 110 140 102 328 212 07:45 195 758 96 460 136 575 96 454 331 1333 192 914 08:00 152 93 134 97 286 190 ' 08:15 137 90 120 88 257 178 08:30 134 77 122 90 256 167 08:45 134 557 60 320 132 508 77 352 266 1065 137 672 09:00 162 56 112 72 274 128 09:15 140 57 104 73 244 130 09:30 153 50 116 74 269 124 09:45 115 570 39 202 111 443 50 269 226 1013 89 471 10:00 138 40 96 49 234 89 10:15 137 26 107 34 244 60 10:30 139 34 114 40 253 74 10:45 138 552 23 123 125 442 24 147 263 994 47 270 11:00 153 24 100 23 253 47 11:15 126 15 109 20 235 35 11:30 153 17 135 15 288 32 11:45 142 574 12 68 122 466 12 70 264 1040 24 138 Total 4188 6043 3305 5702 7493 11745 Percent 55.9% 51.5% 44.1% 48.5% Day 10231 9007 19238 Total Peak 06:30 04:30 06:45 04.00 06:30 0430 Vol. 785 848 585 768 1368 1607 P.H.F. 0.892 0.880 0.950 0.975 0.934 0.917 Page 1 PRECISION Marlborough Road D A T A 60618AVOLUME RE-D between Orleans Avenue&Verdun Street INDUSTRIES,LLC Site Code:9132.18 City,State:Salem,MA Polk Sol eenm,m01503 oPcc135a Fac508.5451234 Client:VHB/A.Cloutier Email stare uemftd ll¢m Stan NEI $D Combined 06-May- 06 Time AM. P.M. A.M. P.M. A M. P.M. Sat _ 1200 21 219 22 153 43 372 12:15 13 191 20 161 33 352 12:30 13 205 23 138 36 343 12:45 22 69 162 777 12 77 216 668 34 146 378 1445 01:00 10 178 13 132 23 310 01:15 18 184 11 148 29 332 01:30 18 182 23 152 41 334 01:45 12 58 172 716 7 54 133 565 19 112 305 1281 0200 12 180 18 141 30 321 02:15 10 190 8 170 18 360 02:30 7 185 7 176 14 361 ' 02:45 7 36 169 724 8 41 150 637 15 77 319 1361 03:00 7 224 5 188 12 412 03:15 7 190 3 158 10 348 03:30 11 156 3 156 14 312 03:45 8 33 190 760 7 18 142 644 15 51 332 1404 04:00 5 148 6 162 11 310 04:15 9 157 4 154 13 311 04:30 7 168 6 174 13 342 04:45 11 32 151 624 5 21 96 586 16 53 247 1210 05:00 28 154 17 0 45 154 ' 05:15 23 132 21 0 44 132 05:30 39 127 17 0 56 127 0545 40 130 126 539 32 87 0 0 72 217 126 539 06:00 74 136 60 0 134 136 06:15 48 132 48 0 96 132 06:30 72 131 62 0 134 131 06:45 112 306 130 529 70 240 0 0 182 546 130 529 07:00 115 105 96 0 211 105 .07:15 116 105 96 0 212 105 07:30 136 108 83 0 219 108 0745 168 535 81 399 102 377 0 0 270 912 81 399 08.00 162 74 120 0 282 74 08:15 134 67 92 0 226 67 08:30 190 68 190 0 380 68 08:45 204 690 50 259 139 541 0 0 343 1231 50 259 09:00 171 50 108 0 279 50 09:15 198 74 144 0 342 74 09:30 238 58 162 0 400 58 09:45 232 839 52 234 200 614 0 0 432 1453 52 234 10:00 220 52 176 0 396 52 10:15 178 49 148 0 326 49 10:30 202 38 176 0 378 38 10:45 181 781 25 164 152 652 0 0 333 1433 25 164 11:00 223 31 178 0 401 31 11:15 205 32 164 0 369 32 11:30 198 26 140 0 338 26 11:45 198 824 30 119 180 662 0 0 378 1486 30 119 Total 4333 5844 3384 3100 7717 8944 Percent 56.1% 65.3% 43.9% 34.7% Day 10177 6484 16661 ' Total Peak 09:15 12:00 09:45 02:15 09.15 02:15 Vol. 888 777 700 684 1570 1452 ' P.H.F. 0.933 0.867 0.875 0.792 0.909 0.881 Page 3 1� PRECISION � Highland Avenue(Route 107)WB D A T A 60618BVOLUME AONL west of Verona Street INDUSTRIES,LLC Site Code:9132.18 City,State:Salem,MA RO eax 3e]aenin,mn 01503 ie OR<e:5H&ur3999 Faz dj11C 51234 — Client:VHB/A.Cloutier 1208481.3999 Fe50 aom Slab WB Thu 1 Pme AM. P M 27-Aur,06 12.00 32 246 12:15 28 216 12:30 16 210 12:45 20 96 224 896 01:00 13 273 01:15 25 207 01:30 9 191 01:45 7 54 227 898 02.00 7 226 02:15 10 247 02:30 6 218 02:45 8 31 260 951 03:00 5 286 03:15 8 304 03:30 8 298 03:45 11 32 290 1178 ' 04:00 10 298 04.15 8 274 04:30 16 270 04:45 11 45 274 1116 05:00 30 329 05:15 34 316i 05.30 42 268 05:45 62 168 242 1155 0600 68 233 06:15 88 272 06:30 90 216 06:45 143 389 182 903 07:00 156 232 07:15 199 217 07:30 196 193 07:45 222 773 " 176 818 08:00 219 145 08:15 192 150 08:30 198 140 08:45 207 816 128 563 09:00 190 146 09:15 201 109 09:30 185 114 09:45 203 779 78 447 10:00 192 78 1015, 205 69 1030 190 60 10:45 196 783 59 266 11:00 188 63 11:15 215 73 11:30 208 66 11:45 221 832 46 248 Total 4798 9439 Percent 100.0% 0-0% 0.0% Day 14237 Total Peak 07:15 03:15 Vol. 836 1190 � P.H.F. 0941 0.904 r Page 1 PRECISION Highland Avenue(Route 107)WB D A T A 60618BVOLUME AONL West of Verona Street INDUSTRIES,LLC Site Code:9132.18 PO O x301 Elmsi,MA 01503 City,State:Salem,MA oma 508.481.3999 Fax508.s451234 Client:VHB/A.Cloutier Email aara,eque.sscPaincam Stan WB Sat Time A.M. P M. 29-A0r-06 12:00 54 263 12:15 32 274 12:30 30 258 12:45 36 152 218 1013 01:00 51 247 01:15 30 220 01:30 18 222 01:45 24 123 248 937 02:00 16 216 02:15 8 258 0230 19 232 02:45 13 56 250 956 03:00 10 248 03:15 12 282 03:30 9 303 03:45 17 48 257 1090 — 04:00 5 24T- 04:15 4 246 04:30 13 209 04:45 9 31 219 922 05.00 14 2112- 05,15 19 222 05:30 22 202 05:45 26 81 246 888 06:00 33 196 06:15 34 158 06:30 69 146 ' 06:45 62 198 178 678 07:00 64 178 07:15 94 178 07:30 98 150 07:45 115 371 142 648 08:00 108 136 08:15 137 131 08:30 158 118 08:45 158 561 106 491 09:00 184 130 09:15 174 83 09:30 170 98 09:45 198 726 73 384 10:00 212 87 10:15 197 80 10.30 225 86 10:45 220 854 78 331 11:00 228 91 11:15 232 73 11:30 252 82 11:45 271 983— 52 298 Total 4184 8636 Percent 100.0% 0.0% 0.0% Day 12820 Total Peak 11:00 03:00 Vol. 983 1090 P.H.F. 0.907 0.899 Page 3 Highland Avenue(Route 107)WB PRECISION west of Verona Street D A T A 60618BSPEFD City,State:Salem,MA 1Nou5fRIES,ttC Site Code:9132.18 Client:VHB/A.Cloutier PO ao 301 8e ,W 01503OR<e.508481.3999 FaKSw 545.1234 WB E-1:datamquem@pEdlcmm Start 1 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 Speed 04/271 06 0 0 0 10 29 32 22 3 0 0 0 0 0 96 36 01:00 0 2 0 5 20 13 12 1 0 0 0 0 0 53 35 02:00 0 0 1 4 10 5 5 3 1 0 0 0 0 29 36 03:00 0 0 0 1 6 14 6 4 0 1 0 0 0 32 38 04:00 0 0 0 0 9 20 9 2 1 0 0 0 0 41 38 05:00 0 1 0 13 32 64 33 9 1 0 0 0 0 153 37 06:00 9 0 4 59 122 122 48 9 0 0 0 0 0 373 34 0700 44 20 73 199 228 93 22 3 0 0 0 0 0 682 28 08:00 72 42 102 200 201 74 14 1 0 0 0 0 0 706 26 09:00 37 32 127 204 198 84 26 3 0 0 0 0 0 711 28 10:00 36 32 90 228 234 85 22 0 1 0 0 0 0 728 28 11:00 55 38 101 273 197 80 9 0 0 0 0 0 0 753 27 12 PM 65 55 130 269 232 79 12 1 0 0 0 0 0 843 27 13:00 68 43 124 260 220 91 10 0 0 0 0 0 0 816 27 ' 14:00 90 57 175 243 240 59 4 0 0 0 0 0 0 868 25 15:00 172 96 166 293 148 35 9 1 0 0 0 0 0 920 23 16:00 161 79 163 246 185 35 10 0 0 0 0 0 0 879 23 17:00 130 80 233 297 192 26 3 0 0 0 0 0 0 961 24 18:00 46 26 121 298 232 82 8 0 0 0 0 0 0 813 27 19:00 41 45 156 289 187 50 12 3 0 0 0 0 0 783 27 20:00 15 3 39 185 195 82 17 2 0 0 0 0 0 538 30 21:00 12 1 22 90 169 115 26 3 2 0 0 0 0 440 32 22:00 1 1 2 41 101 90 27 2 1 0 0 0 0 266 34 23:00 6 0 3 15 74 95 37 10 1 1 0 0 0 242 3.5 Total 1060 653 1832 3722 3461 1525 403 60 8 2 0 0 0 12726 Percen 8.3% 5.1% 14.4% 29.2% 27.2% 12.0% 3.2% 0.5% 0.1% 0.0% 0.0% 0.0% 0.0% t % Ile 15th Percentile: 20 MPH Speed 50th Percentile: 28 MPH 85th Percentile. 35 MPH 95th Percentile: 39 MPH Stats 10 MPH Pace Speed: 25-34 MPH Number in Paw: 7183 Percent in Pace: 56.4% Number of Vehicles>40 MPH: 392 Percent of Vehicles>40 MPH: 31% Mean Speed(Average): 27 MPH r Page 1 Highland Avenue(Route 107)WB PRECISION west of Verona Street D A T A 60618BSPEED City,State:Salem,MA INDUSTRIES,LLC Site Code:9132.18 Client:VHB/A.CloutierPo 8oa301 BerlhW 01503 nFce:5044813999 far 5085451234 WB EmaR data,queen@pdil.. Start 1 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 Sneed_ 04/29) O6 1 0 0 13 49 58 22 7 0 0 0 0 0 150 35 01:00 0 0 2 10 35 45 18 8 2 0 1 1 0 122 37 ' 02:00 0 0 0 3 15 24 9 2 2 0 0 0 0 55 37 03:00 0 1 1 1 13 13 13 2 3 1 0 0 0 48 38 04:00 1 0 0 0 5 16 7 1 1 0 0 0 0 31 37 05:00 0 0 0 3 15 31 16 12 1 1 0 0 0 79 39 t 06:00 2 0 0 18 59 62 38 15 3 0 0 0 0 197 36 07:00 7 2 14 82 125 81 40 8 1 0 0 0 0 360 32 08:00 13 3 24 154 226 101 25 6 0 0 0 0 0 552 31 09:00 28 12 49 238 246 84 7 0 0 0 0 0 0 664 29 An 10:00 55 34 133 253 222 98 10 0 0 0 0 0 0 805 27 11:00 76 63 171 338 204 34 11 1 1 0 0 0 0 899 25 (� 12 PM 100 76 142 306 184 70 11 2 0 0 0 0 0 891 25 13:00 42 41 123 302 257 83 14 1 0 0 0 0 0 863 28 14.00 66 31 143 305 243 70 25 5 0 0 0 0 0 888 27 15:00 104 65 209 308 226 58 6 0 1 0 0 0 0 977 25 16:00 54 40 143 326 231 54 10 1 1 0 0 0 0 860 27 17:00 53 36 135 308 223 64 14 0 0 0 0 0 0 833 27 18:00 17 12 65 236 203 90 39 4 0 1 0 0 0 667 30 19:00 29 24 88 183 191 83 22 5 0 0 0 0 0 625 29 20:00 9 2 33 166 184 79 13 2 0 0 0 0 0 488 30 21:00 12 2 11 84 171 74 27 5 1 0 0 0 0 387 32 22:00 2 2 3 44 120 112 34 6 1 1 0 0 0 325 34 23:00 6 1 3 31 111 102 37 4 1 0 0 0 0 296 34 Totat l 677 447 1492 3712 3558 1586 468 97 19 4 1 1 0 12062 Percen 5.6% 3.7% 12.4% 30.8% 29.5% 13.1% 3.9% 0.8% 0.2% 0.0% 0.0% 0.0% 0.0% r Alle 15th Percentile: 22 MPH Speed 50th Percentile: 29 MPH 85th Percentile: 36 MPH 95th Percentile: 39 MPH Stats 10 MPH Pace Speed: 25-34 MPH Number in Pace: 7270 Percent in Pace: 60.3% Number of Vehicles>40 MPH: 496 7 Percent of Vehicles>40 MPH: 4.1% Mean Speed(Average): 29 MPH Page 3 r �► Er MW US wr W* tM MW IWO .9► IL. IV AM Or IM W 00 t R7VHB Page 1 e 'Exc(JpPffi" 101 Walnut Street Watertown, MA 02471-9151 Site Code: 9132.18 617-924-1770 Station ID: Highland Avenue(Route 107)WB west of Verona Stree WB Latitude: 0'0.000 Undefined Start 1 15 20 25 30 35 40 45 50 55 60 65 70 85th 95th Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 Total Percent Percent_ 04/27/06 0 0 0 10 29 32 22 3 0 0 0 0 0 96 42 44 -'01:00;. �•_,.. irl'^•'n". +.>.i,,"•rp.+,:.n';,o,,..0 is :fi:.. --'ry 0 .'..2 ' ,O:i :: `�^5•„''.� 20 13 :?°`12 ' -p +k<.0;��. ..0:,' ..,,..,.; -M. ...... r...,..s -, 02:00 0 0 1 4 10 5 5 3 1 0 0 0 0 29• 44 47 03:00 0' -. ':.v y-*r7 ».rs w .'14 ' ., :-:.,,.,' o+. ;0.; '':0. .. -1'' „ �' <._.,'" :;6a�:;a.:';s:4r.+�r� '••' 0-•;::9'>�s¢+;.``x:.1'�..:%'~+">.,,,'0„ .'0,,'dt'• ":;. 0` 04:00 0 0 0 0 9 .w 20 9 2 1 _ 0 0 " 0 0 41 42 h 45 ,•05:00 0-,'. , ;:1 0 ..1,3�. . 1''32. »......' 64,;4 33_n''� .r 9 ", 1. , '0' Yrr' -,.0 .,� i153 42 .451 06.00 9 0 4 59 122 w 122 48 9 .,a zp p u ,.., p a p •"" p ry373 40 43 .07:00 'x sd„' »..�,' _. ,< :. 0 •'0:... 0.. . tdiw0 '§..S"p� _"`»4 0. , �,r. ,t.,...,0,..-r .. .., ..,, rh t p 09:00. 37 .. v v ,x.�,..._,�.,.,,. ., .-_>... Mr- ��7". :' •.u, :...yd - r 08.00 0 0 0 _ 0 0 0 0 0 0 0 0 0 0 0 ""32 » .127',,;.-:. ..204„;, ::.198'.;:, a.'x�-"84�..r...... 6 ,.�'_.+.x,*$ ., i.,_,..,,0;. ,. . +v+..,.:..9,.., ,,0 ;�.�.�.w.<O.d',' �.711rr,,, � ,35 '3.9,. 10.00 36 32 90 228 234 85 22 0 1 .,,,,.,.,0 0 0 0 728 34 39 1"1:00" 55 . .'38- 701:1 273':. . .197:a;{"`,`-, 80;i'S_"P.::"9«J:':i"!ti`.O:,i��'.'ti-0.`r," ';pe ':..> ',„0,...us:,' .0.si.'�.„.a.;.�;q,Lp'".,,.,i'1'0:a.,�w":753',r,;" - ,.ar_. .s.. +., . .::..:.. . ' .�...'124'"":,,1260'c' :,.;..,220.:»•,-..µ.,,. .,"..rc,.F .r ".r.a,.r11..- V n ,. _ti 1.......Y^ '.- .., t`.,,.....`,',.. ._ 12 PM 65 55 130 269 232_ 79 12 1 0 0 0 0 0 843 34 38 73:00. 68 '43. .. 97 ,2.,..., 10� ;. .. 0rka"'; ''0 '�"'"_ ,0,,,"'�''t° .0..aa%.'�r'.„0;. 0 ..816^' ., .:,34":'.. 638 14:00 90 57 175 243 240 59 4 0 0 0 0 0 0 868 33 36 15:0 . "0' :'0,'. 0... 0 .�; p' v'h°:0.'. ,r"'.i',0.,:.s.;'rc• :0. ,3 p y y_,xy.%O F twi 0"''`.q,^p:Y: N O?1i.v.,4�, 0 ,..,, �,r,, 0's, 16 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ::.17:00 . _p' ., 0 0 . °`, 0 ,.' '0', 0 'a 0_'. .«...0�.+ '`ve.-0`` .,.,.,60« e Q<,i 4n.:z 0..r:..:'rr.�_T:0 . . 0 18:00 46 26 121 298 2k' 82 8 0 0 0 0 0 0 Y 813 34 37 41, 45. '� 156 289 r'"^,, 187,. _,".: 50f„ „,�. �0-..:...... 0' ,. 783 .,,. .33 ,37. 20.00 15 3 39 185 195 82 17 2 0 0 0 0 0 538 36 39 21x00 12 „ ;'v 1'" '22 :.=90, , 169'', .1 115 ' '; 26 `r3 :-'2 a,� a ,t0 ,," Oa` "0 ',' "t " 0 „ "` 440 22:00 1 1 2 41 101 90 27 2 J 1 ..0 0 0 - 0 266 39 42 23:00 6 0" 3 15 74' ,1 :'95 37 „:"10 -"',.1":,'" �1 i,`:".';"'•r.0'.''`',. _ ..0 'p.` , .242 41.' 44'_ Total 481 336 1095 2487 2507 1262 345 55 8 2 0 0 0 8578 _ Percent 5.6% 3.9% 12.8°/ 29.0% 29.2% 14.7% 4.0% 0.6% 0.1% 0.0% 0.0% 0.0% 00% _ AM Peak 11:00 11:00 09:00 11:00 10:00 06:00 06'00 0500 02'00 03:00 . 11:00 Vol. 55 38 127 273 234 122 48 9 1 1 753 _ PM Peak 14:00 14:00 14:00 1800 14.00 21:00 23:00 23:00 21:00 23:00 14:00 Vol. 90 57 175 298 240 115 37 10 2 1 868 t VHB Pae 2 Walnut Street ��� r c f vr�s 101 W 9 Watertown, MA 02471-9151 Site Code: 9132.18 617-924-1770 Station 10: Highland Avenue(Route 107)WB west of Verona Stree WB Latitude: 0'0.000 Undefined_ Start 1 15 20 25 30 35 40 45 50 55 60 65 70 85th 95th Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 Total Percent Percent_ 04/28/06 1 0 0 2 41 42 17 5 0 0 0 0 0 108 41 44- 61:00 :0 0 .:...1 2x"., :,16 r., ,:.ar a, yr r'. kv, r"r 1 M..h .,-.T. 27 - '13, ...«' 3 #=:ir'� r - .'.'',.`0 0 'Y 0. . .0 , 69' .''42'' „ 45" 02:00 0 0 0 3 13 6 8 0 1 0 0 0 0 31 41 " 43 03:00. " 0. •2::i :1 3 in.;" r a>'2,n .n ,1 r '�' 0.:. r.r .r5. ,13 ' _71 a .t k a'r0' 43.1 yix 45: 04:00 0 0 0 4 14 15 4 5 2 0 0 0 0 44 44 48 05:00 0 ',.0" :,4 8-'�,;';40,, '82"' °' ::1135,'ri.��: .','.�. '. "i3 „r;',n ,;r.�.*7k"."a'�.�t'„-:0,"'..;'w 1- '.0°.irk''. Q 15fi f"..,. 43 45' 06:00 9 0 10 58 132 103 40 8 2 0 1 0 0 363 39 44 .07:00. .. 0 . .':a0'.r .:. c'0"_. {; ,.,, .,- ,v.,-� O.i. . ..0.n: :..0->.. .,.. . _.,..,0 08:00 0 0 0 0 0 0 0 _ 0 0 0 0 0 0 a. ... .'.:09:00 . , ::36 25 ....> "104^.�.,, :269<w.,:.~a,''"294,.. �,r ' . 0$Y`Cr,,.;?"0 .... _..,... . .:�. .: ,,,,.�,w68'f��' "�'�,'- ,.... ._.. ',�.. ,34. ., ., '38. :00 39 12 91 277 227 72 14 1 0 0 0 0 0 733 34 38 121p:00 .+"" ,.,58 " "':.60.,`,s.`,..:.128 ` '.. -'289.",.�e.3. 196, "•,v,.. `66. . :. .:it 't`" »,. ...O.i x: ".,p+ .;.,Q",`'i' �:0.>p b- '0 '0 .:rt808 's>::"33 .;37.: PM 81 38 116 29.1 228 82 7 4 _ 0 0_ 0 0 0 847 34 38 `{:: .,:P 3:' ,i roti: »r,u:y:'•6 .,13:00 "77 - !41; -..136:xt'i." . t,'. y;Tr .'s. „i:b++„;'- :,n t 4N..:�,�; ,� 'z257], z..,. 290''':'v 73 °.15 L' .n w^t»62 .:.1 .�: i3O: ��,Ry^n'I" "0 $`-va, �0 ..:.rar;..0„� .": 832 "`ia,t.34i .`38`f 14:00 0 0 0 0 00 0 0 0 95:00' .0 .p,, ,r.pp...'. r 'a..,.:«.,; 0 < w`v0 s.iPrh..O'(v,r.".�;:?w;'p", a�5"". a;0: 0 p 16:00 0 0 0 0 0 0 0 0 0 0 � � � ° 0 - " • " • 17:00 . 0 ...'.'_ '0'- :J '..,'."..p'' a ,.'=0;...-.x,..'; ,'6:':??„i"'ii'0",.,rw''.::OY, :"¢r,0�*.... ":i'0n..r. •,., .p.. rO..Nrw 't 0 0 18:00 ° .0 .p, "p. ..0_ . ' r� .p.,,,- .. 0 oe.:t3,:. 0 .. _ ..0 0..,.,it.,.. . O, -<0, O-av'..... : O'.w ., . .,. ...19:00: ..28 ,..27. " 89 ' ,277" 1y° 2017`^`".,'.71.; -:qs :26r „0, �'o r.0 a�;' ' y.. .. n. • `� .'::.,� ,- , .... .. �.. "x-, , .+..,' ., -s:..,. - '0 .;" .., .Os. .,...,n713 20:00 17 3 55 203 207 77 17 0 1 0 0 0 0 580 35 39 ,'21:00 '':7 ' .,,„,0.' 26'. ' . ,120.;,".F n159"�.r; 104w..w aa�31 v...aa.ui«:,;4w'-".,,°2 ':""ati0.'."'F5°'.'.r,Q.. {•*w0...�. t` 7"0."' s 0:' ..a 455';•:^..38,,,:.n ,+,42: 22:00 3 2 6 40 132 93 34 10 0 0 0 0 0 320 39 M 43 23:00 +'..; , ,.4 "'.1'.: `'.it..,..,:.,'22;• a::_ "'g2-iti 5[:.�....725',"..�r:.,31>,aw.y,..yi 8"...f,;.„:r., r„v:,,.,.: rm:�. ...._»v.,,,•t+,.a,, r, i z=,�w.. . 1: :,'. , . 2.' .,�' 0 k O r> . . 0 :"287,. :39,,. ..._,.44'`, Total 360 211 767 2125 2147 1099 322 60 15 2 1 0 0 7109 _ Percent 5.1% 3.0% 10.8% 29.9% 30.2% 15.5% 4.5% 0.8% 0.2% 0.0% 0.0% 0.0% 0.0% AM Peak 11:00 11:00 11:00 11:00 10:00 06:00 0600 06:00 05:00 06:00 11:00 Vol. 58 60 128 289 227 103 40 8 3 1 808 PM Peak 12:00 13:00 13:00 12:00 13:00 2300 22:00 22:00 21:00 23:00 12:00 Vol. 81 41 136 291 230 125 34 10 2 2 847 fir 100�5 r 0-0 a-* a-wp *W am am a .�. no a im Ing r �erk Erccfvj�e VHB Page 101 Walnut Street Watertown, MA 02471-9151 Site Code: 9132.18 617-924-1770 Station ID: Highland Avenue (Route 107)WB west of Verona Stree WB Latitude: 0'0.000 Undefined Start 1 15 20 25 30 35 40 45 50 55 60 65 70 85th 95th Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 Total Percent Percent 04/29/06 1 0 0 13 49 58 22 7 0 0 0 0 0 150 41 44 01;00 0 0 _ 2 10 .''.35 45 18....: 8;' "1-. 2 _ `_ 0 ^::1 '..,e.t:j:: "0,- .' `122'.. : ''42 .47 02:00 0 0 0 3 15 24 9 2 2 0 " 0 0 0 55 42 48 03:00 0 1 1' 1 - ''13" '13 -,13 2 :: 3;- o-;:''"�1' "'. . 7.0 ._`..:0., ' 48 .. 44' '51 04:00 1 0 0 0 5 16 7 1 1 0 0 0 0 31 _ 41 44 06`00 0 0 .0 3 15 31 ; 16 _ '•. 12 `7:.,1,'._ j1, .."'�.':�'."0';.:,.` 0 ,; .�0 . .. ,.79 , '45 48 :00 2 0 0 18 59 62 38 15 3 0 0 0 0 197 43 47 07:00 7 2 14 82 '125':'M;;, "81 ' " . 40" = '8, " - 1 "0.`' -0- -0 v 0 360 39' 43 08:00 13 3 24 154 226 101 25 6 0 0 0 0 0 552 37 40 09:00 28 12, 49 .238 246, , 84.. 7 0.:.; �`:; ., z,:0:;:;p: 'a'K:O..g„5�..y;0,1?".:',' 0: 664._. 34 38 10:00 55 34 133 253 222 98 10 0 0 0 0 0 0 805 34 38 ..11:00 0 >-0: 0 '. '. „0 ' ,.,0:..... . .:0 �- ✓ ,1 s:'p,{:.i..".✓.w.111- 0 p;, '",0 . .i: 0'. 0 12 PM 0 0 0 - 0 .; 0 0 0 0 0 m `• 0, 0 •. . 0. 0 0 13:00 0 ,0 ., 0'1 '0' x 0,`a.. -,..:0", "', 0 t fA^ai "0 n"o,.tia0 y.:r :p`"'"` a�":Os_r.r: '0` 0 . . 1400 0 0 •0 0 0 0 0 0 0 0 0 0 0 0 " ',1'5:'0 0 :0. '0 0 "< 0 °.r:�",0'.':�m ,_'-b: ., r,„,;0...+ . .'.0 ...,x w. Q... T. 0 �:::.. -. 0' Q...'." -. 0 •.,.,.. 16:00 54 40 143 326 231 54 10 1 1 0 _0 - 0 0 880 33 37 A il.00 `;:; 53' ":, 36, -: '`.1135,'; %.308.:(i;.:'.iy223'„rv,;a'.64`' �.J;.:14>= i.'y".u..0';":r,:;eC'. >`Q..•'; .�„w,1; 0..:.`. i,",_`, 0. ::.r...�:`:0.'-Si.LL.L.";:O::i.' - „833",::'a ' 33`, :37; 18:00 17 12 65 236 203 90 39 4µ 0 1 0 0 0 667 36 41 1'9:00" 29' ,24 :88,,,,, ."183`":. 191':--.:*'-"83""'P'-"&','S..y;.S 5 ts;0„>. �,:'r;;0 0, <sw�9.;.,,'r'.. 0 ";: 625: .736."`";1 ; 39, 20:00 9 2 33 166 184 79 13 2 0 0 0 0 0 488 36 39 :21':00 12' '. ,2'c 1-i -,'84", '171 ". . 74' 27'' x:5' r-;1• '-.s,..,•ONYX.<:;."o.e�'ae',�? -0 ,"' o- p' ...;,387'x.. 38. 42, 22:00 2 2 3 44 120 112 34 6M 1 " 1 0 0 0 325 39 43 .23:00 6 1 ;3. . - :,31. . 'A1't'.'`... :.�t102 :, . .. X37:,. _ '`L':q,. .'-1-"�''..,. 'iq.� ,.t.. � "m_ .. Total 289 171 704 2153 " 2444 1271 401 88 17 4` 'M V"�''y 1 Y:O''^�5y =r 00 p•`M 7544 `39 '• • '•.43: Percent 3.8% 2.3% 9.3% 28.5% 32.4% 16.8% 5.3% 1.2% 0.2% 0.1% 0.0% 0.0% 0.0% _ AM Peak 10:00 10:00 10:00 10:00 0900 08:00 07:00 06:00 03:00 03:00 0100 01:00 10:00 Vol. 55 34 133 253 246 101 40 15 3 1 1 1 805 _ PM Peak 16:00 16:00 16:00 16:00 16:00 22:00 18:00 22:00 16:00 18:00 16:00 Vol. 54 40 143 326 231 112 39 6 1 1 860 Grand Total 1130 718 2566 6765 7098 3632 1068 203 40 8 2 1 0 23231 Percent 4.9% 3.1% 11.0% 29.1% 30.6% 15.6% 4.6% 0.9% 0.2% 0.0% 0.0% 0.0% 0.0% 15th Percentile: 23 MPH 50th Percentile: 30 MPH 85th Percentile: 37 MPH 95th Percentile: 40 MPH Stats 10 MPH Pace Speed: 25-34 MPH Number in Pace: 13863 Percent in Pace: 59.7% Number of Vehicles>55 MPH: 9 Percent of Vehicles>55 MPH: 0.0 Mean Speed(Average): 29 MPH MASSACHUSETTS HIGHWAY DEPARTMENT-STATEWIDE TRAFFIC DATA COLLECTION I 2003 WEEKDAY SEASONAL FACTORS' I Note.These ere weekday factors.The average of the factors for the year will not equal 1,es ereakend data are not considered 1FACTOR GR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC s GROUPI -WEST INTERSTATE 1.001 1.01 0.89 086 0.87 0.85 0.92 0.90 0.89 090 0.92 _ 0.93_1 GROUP 2-RURAL MAJOR COLLECTOR(R-5) 1.161 1.12 1.08 1.02 0.93 0.88 0.87 0.88 0.93 0.93 1.02 1.05 GROUP 3A-RECREATIONAL**0-4)See below 1.301 1.24 1.16 1.06 0.98 0.86 0.79 0.78 0.93 0.97 1.08 1.14 (GROUP 3B-RECREATIONAL"'(5)See below 1.351 1.26 1.23 1.13 1.01 0.86 0.77 0.76 0.99 1.03 1.10 1.17 (GROUP 4-1-495 INTERSTATE 1.081 1.04 1.00 0.95 0.92 0.86 0.86 0.83 0.90 0.92 0.96 1.001 (GROUP 5-EAST INTERSTATE 1.071 1.03 0.97 0.95 0.94 0.89 0.92 0.90 0.92 0.93 0.94 0.97 (GROUP 6-URBAN ARTERIALS,COLLECTORS&RURAL ARTERIALS(R-2,R-3) 1.06 I 1.02 I 0.98 0.95 0.92 0.90 0.92 0.90 0.91 0.92 0.95 ( 0.97 GROUP 7-1-84 PROXIMITY(STA.17) 1.31 1.281 1.16 1.10 0.97 0.87 0.90 0.89 0.991 1.08 1.11 I 1.26 GROUP 8.1-295 PROXIMITY(STA.6590) 1.071 1.051 0.98 0.93 0.92 0.88 0.91 0.87 0.881 0.89 0.891 0 88 (GROUP 9-1-195 PROXIMITY(STA.7) 1.191 1.121 1.07 0.99 0.93 0.85 0.82 0.80 0.91 I 0.94 1.00 I 1.05 RECREATIONAL:(ALL YEARS) 2003 AXLE CORRECTION FACTORS ROUND OFF ^GROUP3A: ROAD INVENTORY AXLE 0-999.........10 1.CAPE COD(ALL TOWNS) FUNCTIONAL CORRECTION >1,000... ...100 2.PLYMOUTH(SOUTH OF RTE.3A) CLASSIFICATION FACTOR 7079,7080.7090,7091,7092,7093,7094,7095,7096)097,7108,7178 R-1 0.93 3 MARTHA'S VINEYARD R-2 0.97 4 NANTUCKET R-3 0.96 R-5 0.98 U-1 0.96 'GROUP se: U-2,U-3,U-4 0.97 5 PERMANENTS 2&189 U-5 0,99 10661067,1083,1084,1085,1086,1087,1088,1089,1090,1091,1092, U-6 0.99 1093,1094,1095,1096,1097,1098,1099,1100,1101,1102,1103,1104, 1105,1106,1107,1108,1113,1114,1116,2196,2197,2198 1-84 073 Apply 1-84 factor to stations:3290,3921,3929 VHB Vanasse Hangen Bru ttin,Inc. Public Transportation 1 J J �l J uwweimuos,az,ar000n��ns.a« Appendix �T Route 424/424W Eastern Ave. & Essex St. - Haymarket Sta. or Wonderland , OT Route 450/450WSalem Depot - Haymarket Sta. or Wonderland TD Route 456 Salem Depot - Central Sq., Lynn 1'via Highland Ave. O � •iaf., .gt�.,�M� F.foi¢.4ist�..�., T.,:Ihe,Aitein.._8,.,.,,g8'uRE.91i§mcni'-.•F(�Y�@ 'Aa,Jn'q',�4``•a ; )_.s , - --- : A� ..,g/,�rj.'�.`•'^w;1„� -k 3 P. � � t ®r� SPRING Effective March 25,2006 Salem Depot - market Sta. •�' =' '7iecr `ry . .. �r a. :*s,.°I; n•.'" �.. 1oT"+` ;• sna or Wonderland Sta 6.�,'4tvF' fw M1g`� u .F {.'�E`?x � v � �•, r ie_ `;�`u: �, ¢.,�ti `Q .',d s" •. ,o'n'n „ m �;' �U Serving: Central ls, Lynn,Salem t N.S.Children's _ :'?W Hospitals,Bell Circle,Eastern Ave.8 Essex Lin s ALEM },o ,; iy'.;;^.i' '��:i�,�`�Y r :x ��6=1, " and connections to the Green 8 Orange Lines 'TL m-'• .,.4' ® 9 7y,`,.,n:o" U�±%i, ":;✓1�+«�' n.`ak"*r 11 = fwY::'w•,5�a''ar+::"'.,4?::ptl `?`6�yt y" ``'^ q X f'I+{� v ' ��,e N� "L�� ?,:�". .:y�, n �,V;^;.`�F�`"•��#s=, �. . .�..t' ''''''AAA'''''' v� Y troy a 55 1��u .{p• p V , '" f\+:7.t({:,M: ..:a �fy e� Si yF' P''.l� / r kyr• $ydfiRI': Jany iky Ck• ,g ,1w, �I1�~f1erM.1q:. :m. Y u orbans M Oefb ..".Ayi _ �o .v,• «„t✓�s*F Pi.R„- i.;F,pyrk- "Sc'.m: .••�+g� fh \ `” vrp°a:7�, ja„� •'C.i�;ar�'•' '{°` ,� w' r�” ..v � y �� 'ass.° •: • � '_.. 'a �, d� £ .LPfi � r u 4 0y! L� / J �.. A /k�' b'� �n! a+E f`,i c��•r..� �y$,''1e•:' f. "� rttir°Filly 'a �.(ro �16�°j�`p"t' R �}.L�.�i,'•�ri .?YtiY1•'., 'S• ,.1,4 SI Y' tt•. _ :4';” .�. •• � �y6�... :JM1+ v.} �.y � •r: :.' M1,'•x., ltl5t'�, i'Nv,�F,'°M1� r'•..• 1•!f� "eLj'^rtW.y{"°M,:=o-..- � + - `•"`-�' $M � l'97✓„ '1""s', ..:' i",g. 1 inT�/r"s�o.- \'�. \""• 'lb: I � . 1 � f � r .. iy.-„ .°�"''si-F*t•, ''Q^�$ ,'1®..> na' � • 43 C� '4:�i1 ` � �- 6 S:'�'••..: �::�..� � 'ry' t .'7 $ "-t .li ..� ''( 'W li:+•; h ,(ie:, Ply `�{�u , � "VPny' 'i ' i 1 I M ;L.� ;st *� :L'ryit'�1 t„.�� � ��/�. '` 'Mii:�,l� �dc. • 'yv^' f � 1 � I � � i � L � � f. 1 :;&y�i^+r:? Tsl''Nl�.;'�M1'%'i�'•q�y�+`�4 Y1zs. .1zs, .!i',�;'p'� i �: :ti'".Yw �q�,i+��:��' r i N. 'Y�},�, . .yam 'Y ,ts'.� `.�w. s s°vJ'}', e+aPoe°k' .1.•`.a;$� L�1i� aFw ,,,,;, i'' IIf74.. 'tlY ry; t• £:T "X .t•i° 'r r: r � v"l.:°. "� •�r; '� l;. q'� �;Vp",a;.9Ay��_ j: . , t / y'�:�:' w d°�,.• ,,r.,,,r ':� ,c izs ,$�'+vi'.' ` ..... 4 'nap="Ca, c+ •t``''W° SWh1MP,SG01T w0. pM} a ,�dASanuch� - 'r 'Wa ::Poh1P ',{`�.��, ,+,e.M7. �(/{i*•.^�". �'1 oT;+4'�"I/4'S' '®.�.� is� ae�'�`. :��i`,'l '.9�,,` Sa'.•,�X P� �uy's, N 1 'Y✓f `�.d .r �',i., 'tiSi-n M. .��+ ��:� �;.� �ongc ' 4,• / 7 �.. N , 9 L4.�. M1+ 12s ".H ti �KTs?� 5. �y rir•:.��j0�."�iYt'.-^' V, Rt'I\� N' -1 "d4 "q:, .,s� LY•YIVN' Fare Zones Revere) st e tt,ten, Pt° q, H „. S"+ _ T0: Haymarket East Boston Saugus Lynn Salem Toll Free ._µ,'®ay!!•�`.- A I B C D E I1-80Q-392-6100• '4. / _ -222-5146 @ Ncom evmarket $2.20 $2.20 133.10 $3.45ite { � ;�e 11ten, h^ -}' +ai BEast Boston 1 $2.20 1 900 so¢ I$1.55 $2.20 ess ..............Iearing Impaired e,, exit met oo r. }, f .,7° i- C RevarPlSmmma 1 $220 1 900 1 900 1 900 1 $1.55 _ ll"�_l11 'd,,ximate, i asubject to traffic. TORro Hay`mAYkat, ®' D Lynn 1 $3.10 1 $1.55 1 900 l 90¢ 900 NtimesSMOKING an MSTA property. ys,a'tof Wontlerl"ate Yy�. l 'i) E Salem 1 $3.45 1 $2.10 $1.55 1900 1 900 424/424W/450/450W/456 45OW SATURDAY 10-Ride Tickets($2000) WEEKDAY 10-Ride Tickets are available anytime at Green Line stations Leave Leave Arrive Arrive Arrive Arrive . Leave Arrive Adive Arrive Leave Arrive Arrive Leave Arrive Arrive between and including North Station&Kenmore. d Salem Eastern Central W.Lynn Wonder- Haymarket aHaymarket W.Lynn Central Salem Salem W. Lynn Wonderland Wonderland W,Lynn Salem 10-Ride Tickets are also available,when weekday/workday K Depot 8 Essex Square Garage land Station W Station Garage Square Depot Depot Garage Station Station Garage Depot service Is provided,at he locations listed below: 450 S:40A ... ..... 5:57A ..... 6'15A 450 .... 4.50A ..... 5:07A 6:30A 8'55A 7:08A ..... 6:05A 629A Lecturers 7.00AM-9 30A 424W ..... 601A .... 6:14 6:26A ..... 450 ..... 5.05 ..... 5:22 7.30 7:55 8:08 6-45A 7:00 723 3:30PM-6 30P 450 6:10 .... .. 627 ..... 6.57 450 ..... 520 ... 5.37 $30 8:55 908 .. 7:35 752 Riverside 7:00AM-9 30A 424W ..... 6:31 ... 6.52 7.08 ..... 450 ..... 520 .. 5.37 9.30 9:55 10.08 745 8.00 8:23 Customer Service Van at corner al 450 640 ..... ..... 707 .... 7:39 450 ..... 5:50 607 10:30 1055 11 08 ..... 8:05 8.22 Federal&Franklin Sts.(Tuesdays only) 3:OOPM-6.00PM 424W ... 7:01 ..... 7:22 738 .... 450 5:50 .... 607 11.30 11:55 12:08P 8:45 9.00 9:23 450 7.10 ... ..... 7:37 809 450 6.10 627 945 10.00 10:23 ALL BUSES ON THESE ROUTES 424W .... 7.31 ..... 7:52 8:08 . . 450 650 . .. 709 10:45 11:00 11:23 ARE BUSWHEES ON THESE 450 7:40 ... .... 8:07 ... 835 4510 6' A 7.03 ... 7:26 11:45 12:OON 12:23P azaw ..... e01 ..... e:2z Bas �gbx'�s,y�;" ?4,` iY¢ .,p(� Rou4W 450 8:10 .... . 8:37 ..... 8:57 450 7:10 7.33 ..... 7:56 12:30P 12:55P 1:08P 12:45P 1:OOP 1:23P EaBtefsexSt.- 450 8:40 .. . . 9:05 .... 9:25 450 7:40 8:03 ..... 826 1:30 1:55 2:08 1:45 2:00 2:23 450 9:10 .... ..... 9:35 ..... 9:55 450 8:10 3 856 2.30 2.55 3.08 2.45 3.00 3.23 y 8land St , 43:30 3:55 4:08 3:45 4:00 4:23a.55 amrer 45 '10 # ..... ..... 10:35 .µ. 1055 8f":'Y+!'4"nh 1<±'kt':•"'i``4>v&7 -S 4.30 455 508 9.'33- 0 `'"93 4:45 5:00 5:23 bSB�n-10:4033.c'' S'--t .. rs 450 9:10 .... 9:5fi 5:90 5:5$ 8:08 5:45 8:00 823 fl U 11/4 W 460 11:10 11:35 11:55 r456�8„r�"',`.a�"y"`j %1, ,,, „i�jt-w $;'3 6:30 8:5$ 7:08 6:45 7:00 7:23 t 5 If 6- 'p ^. �:`7?.; 5P. .•�j.,.-.-.'1 ,'�',.-u 450 10:10 10:33 ..... 10:56 8:30 6:47 ..... 7A5 8:00 8:23 S I eF1 t- r 1",1Q ]:30 7:55 8:08 8:45 9:00 9:23 Raymark t ntl�Hand Sta. 450 11:10 11:33 11:56 7:30 7:47 9:45 10:00 10:23 450 12:10P ..... ...., 12:95P 12:SSP J.N +a t�r'•^v: +'.;+:+s 8:30 8:55 9:08 10:45 11:00 11:23 Ro te456' ..._ L488.,.,4,iw., .-,xn,.r....w.12.1.Op.,$}u.1:2:8 9:30 9:55 10:08 `49y8"m,?�2,t40;,;�^^;�=0 1,,:,-5„' w.. ; .... VV`.. 450 12:10P 12i33P ..... 12:58 10:30 10:55 11:08 Salo epo - 450 1:10 ... _ 1:35 r1:55 4BO:' is;'. 'h:.:a:bv,{y.,1,'10 dQ_35-- 11:30 11:55 12'08A C0 L nn +::-.a 430 1:10 1:34 2:04 12 32A 12'49A 450 2:10 ..... 2:35- ..... 2:55 L456 ".z„;,„;;;. ?„i6 2t3s: "' via Hi dAy nue � 10 ..'--'' "`." 4 ° n 0a After 8:00PM all Route 450 trios 450 3:10 05 3:35 .... 3:55 r416 3;3 - `, •8' �t'[-','. i.'ye.'4.Ob:u'"". .::.L7:;,;yM{,C} �'mMM?:.i 450 3:10 3:34 ..... 4:04 will [ravel Via the 450 4:10 ..... ..... 4:39 ..... 5:10 450 3:40 4:04 ..... 4:35 450W SUNDAY Callahan/Sumner Tunnel 450 4:40 ..... ..... 5:09 ..... 5:40 424 b 4:10 4:3S ..... ..... 450 5:40 ..... ..... 6:07 ..... 6:28 450 4:25 4:54 ..... 5:24 Free local bus transfer available with cash fare. 450 6:10 ..... ..... :33 ..... 8:54 424 b 4:40 5:10 ..... Leave Arrive Arrive Leave Arrive Arrive Certain restrictions apply, 450 :35 ..... ..... 6 6:46 ..... ..... 450 4:35 5:25 ..... 5:5555 pp Salem W.Lynn Wonderland Wontlerlantl W.Lynn Salem 6:35 Local Zoned 450 6 ..... ..... 8:57 ..... ..... 424 b 5:10 5:40 Depot Garage Station Station Garage Depot FARE 904 See Fare Chan 450 6:40 ..... ..... 7:02 ..... ..... 450 5:25 5:55 ..... 6:20 450 7:00 ..... ..... 7:17 ..... ..... 424 b 5:40 6:07 ..... 43 on Reverse 450 7:10 8:30A 8.55A 9:08A 7:45A 8.00A 8:23A Seniors 65+w/MBTA Senior ID Card 25< 1/2 Zoned Fare ..... ..... 7:27 ..... 450 5:55 6:19 8:43 9:30 9:55 10:08 8:45 9.00 9:23 Persons w/Disabilities 450W 7:10 ..... ..... 7:27 7:4444. ..... 450 6:40 8:33 8:57 10:30 10:55 11:08 9:45 10:00 10:23 w/Trans ortaacc on Amass Pass TAP 25< 1/2 Zoned Fare 450 7:32 ..... ..... 7:49 ..... .... 450 8:40 7:03 7:27 11:30 11 55 12:08P 10:45 11:00 11:23 (Medicare Card holders (TAP) 450 7:35 ..... ..... 7:52 ..... ..... 450 7:10 7:397:57 11:45 12:OON 12:23P are automatically eligible for TAP) .... 450 7:40 ..... ..... 7:57 ..... ..... 450 8:20 8:43 9:07 Blind Persons w/Mass.Comm. 450 8:00 ..... ..... 8:17 ..... 450 9:20 9:43 10:07 12:30P 12:55P 1:08P 12:45P 1:00P 1:23P for Blind ID Card FREE FREE 450 8:10 ..... ..... 8:33 ..... 8:54" 450 10:20 10:43 11:0] 450 8:45 1:30 1:55 2:08 1:45 2:00 2:23 Children Ages 11 and under 45< 1M Zoned Fare ..... ..... 9:02 ..... .... 450 11:30 11:53 ..... 12:17A 2:30 2:55 3:08 2:45 3:00 3:23 Children under 5 yrs.(limit of two, 450 8:40 ..... ..... 9:03 ..... 9:24 3:30 3:S5 4:08 3:45 4:00 4:23 when with adult FREE FREE 450 9:40 ..... ..... 9:33 ..... 9:54 b-To Eastern Ave.&Essex$t. 4:30 4:55 5:08 4:45 5:00 5:23 Students W/MBTA Pupil ID Badge 454 1/2 Zoned Fare 450 9:40 ..... ..... 9:5] ..... '5"4" 5:30 S:SS 6:08 5:45 6:00 6.23 EXACT CHANGE REQUIRED g 450 10:10 ..... ..... 10:33 ...., 10:54 wm HOLIDAYS; 450 10:45 •••• Rnu _b�ladlated;by:9bed¢dlarea3' 6:30 6:55 7:08 8:45 7:00 7:23 VALID PASSES 11:02 April 17- See Set. 460 11:10 ..... ..... 11:33 ..... 11:54 v 7:30 7:55 B:OB 7:45 8:00 8:23 Local Bus($0.90) $31.00/mo. May 29- Sea Sun. 450 12:18A ..... ..... 8:30 8:55 9:08 8:45 9:00 9:23 Combo (52.20) $71.00/mo. June 17- See Sal ..... 1127 ..... 9:30 9:55 10:08 9:45 10:00 10:23 Cama E&a($250) $79.00/mo July 4 - See Sun. 450 1.10 ..... ..... 1'27 ... .... 10:30 10:55 11:08 10:45 11:00 11:23 Zone-1 ($3 25) $106.00/mo Sept.4 - Sae Sun, 11:50 12:15A ..... Zone-2($3.50) $118.00/mo. Oct. 9 - See Sat. ins r) 'i i "a iV t tow aw lAM OWN i Now 4 i �' !! MGTR OommubifUll NexYurypoll/Roc4poll Lina Effective Apri124,2006 Pince xt NwuNmrmOrw.an. MOND"THROUGH FRNTY IB,b.uM '1 i^tjlt$1151�31N k1 x.NB,:bO' NH a'tN .tl{SYN N t fH. „8 INI Im to tb ,]61 (6 ,m tle a tm IR n tx 1M N 1.. 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I K.n6' ].]1 N6 I x11 YB I fNl l 11S f n3\1 Ixfi l ml 1 1 ]x 1 NI raLli 1 tBkO' Y`M k.Ht W" ,� I ell 1 B.1 1 IMf 1 tal Nv Wab 1 mi 13] I%182] 3Y 1 ]]3 ]x N 1 yB x9 IWf IN 12N Ix bi SR NB ✓�y. u 6 $18 rN BIB w 1101 faB 1]9 r M,I.29 B5x 1W] IB] ad l x, ]N fix eN ss0 to nN nN 3u Vass bus .BN ' 'sa "tl6 Spa{ aH n, 1 >so m] Iola xss No .o] far 3isie» - - :¢H iso Jen'�, >v nm mz IANB^^IY n —�N9�� O9— ttfil m —r las x..m,.we.ne n 3I 11117 GE bsi.� goz'r��.•+B.yp•'Ni �,^ :yT"lai ale 1,.6 j9'pl. zn - `',�'g{ r,Ns.S-C' '$i]•_. .Y"''j: 11 se .fin6N 1130 1938 0 1 1119 1,2.6 l PNu 6,maR 1 m2 {• _Y�'n '{i'�ce' �n .J ` �±J I 1 S�'1]59 N2 r 111 +5 y.7tl� w�1 11 .aown.l> ers N�. f e 316 y VHB Vama Hangen Bru tlin,Inc. Crash Analysis Data iueeufinsfaz,a+ u'SukmtuH aoc Appendix Massulghway CRASH RATE WORKSHEET CITY/TOWN: Salem, MA COUNTDATE : 4/2006 MHD USE ONLy DISTRICT: 4 UNSIGNALIZED: SIGNALIZED: X Source#� INTERSECTION DATA - MAJOR STREET: Highland Street(Route 107) RIN# MINOR STREET(S) : Marlborough Street/Traders Way RIN# RIN# RIN# RIN# } Malborough INTERSECTION NI orth INTERSECTION DIAGRAM REF# (Label Approaches) Highland Street Traders Way Peak Hour Volumes s APPROACH: 1 2 3 4 5 6 DIRECTION : NB SB FB WB VOLUMES(PM) : 495 785 1410 1385 s• "K" FACTOR: 0.085 APPROACH ADT: 47941.176 ADT=TOTAL VOLM FACT. i TOTAL FE CIDEN 3R : 48 YEARS:: CC RAGE#OF ACENTS(A): 16 _............._...._.............................................................._.......................__.._........... CRASH RATE CALCULATION : 0.91 RATE _ (A'1,000,000) q (ADT'365) [�F Source(optionall: Comments: lastupdated 11/06/01 t o wwOw09O ODwP�Ok��O� �����°h Is 09w� <o yaw waowaa� wok& oza z I >oa¢ oo`� = s� 33YYT UP 2 I aaaaso$22a$¢§�'� aaaaaaaaSBagaaaaBS =8�a°°oo3d$o°°°°°oiso8a�iao3s83ooiaio�m =oiEooB°° rill f � p iq$ j --- - ------ --- ----- ----- -- --- --------- g t 3b3 3 zS L 3- 3L LIr. s'33 �. T._ 3FL � �$$�r$3 g ;f ;;asasi a}$af€bvs$$saz$ $355s�gaYa "e£dad �3memme& a3Zoi 3�a8 8 �8xoom8888's888888888 8 8 8 83E8 8888888888888888888888888 $888888 $888888 g8m:^888<„888S^_8^_88a8S8'^„8:y8oS8a88Aem5o_.9N-=S VHB Vanasse Hangen Brustlin,Inc. rBackground Projects 1 MamIM& IM18re ft` almTl sao Appendix Abend Associates Traffic& Transportation Planning Services TECBNICAL MEMORANDUM From: Michael R. Abend Date: October 13,2005 Re: 20320 SUBJECT: RESPONSE TO TRAFFIC PEER REVIEW COMMENTS OSBORNE HILLS RESIDENTIAL SUBDIVISION SALEM,MASSACHUSETTS J INTRODUCTION This memorandum provides a response to the Planning Board and Peer Review comments made during the public hearing process. Specifically, it accounts for the comments made by Ken Petraglia of HDR Engineering in a letter dated June 16, 2005 and also accounts for the decision by the Board to limit development on the site to a specific number of units and to limit access to Marlboro Road. The initial portion of this memorandum discusses the revised analysis based on the assumption that there will be 130 homes developed, all accessed via Marlboro Road and that a maximum of thirty-five homes developed on the Peabody portion of the site that would share this same access. The analysis provides revised calculations for two study area locations, Marlboro Road at the new subdivision road and Marlboro Road at Highland Avenue. Also covered in this memorandum are updates on the two "state"projects currently active in the study area—Marlboro Road and Highland Avenue. REVISED TRIP GENERATION ��■■dd These numbers are based on information from the publication, Trip Generation, 7`h edition, 2003, published by The Institute of Transnortation Engineers (PTE), Land use code #210, Single-Family Detached Housing. Based on the proposed total of 165 homes the number of vehicle trips used in the revised analysis is as follows: Entering Exiting Total Morning Peak Hour 31 94 125 Evening Peak Hour 106 62 168 Average Daily 824 824 1,648 265 Winn Street, Burlington, Massachusetts 01803-2616 (781)273-5383 FAX 273-3053 0 SUBDIVISION COAD o MORNING PEAK HOUR " s� NORry N 6 n ROUTE 107 11 HIGHLAND AVENUE V1 �, SCHEMATIC: NOT TO SCALE. TRADER'S WAY SU$DIV/S/OM COAD j ..J O Z Z6 EVENING PEAK HOUR g IVORrN � ,' tf ROUTE 107 14. 22 j I t HIGHLAND AVENUE. q N r SCHEMATIC: NOT TO SCALE. TRADER'S WAY Exhibit REVISED PROJECT—RELATED VOLUMES Osborne Hills 1 2 Salem,Massachusetts Abend Associates ,.2D05 WED 03:49 YM Abend Associates FAX N0, 781 273 3053 P, 03 .Trnflzc Impact Assessment itch I•Ell Residential Subdivision Salem,Massachusetts Ocrober 7,2004 -4- Based on the equations available from ITP,the 28 homes proposed here are expected to generate a total of 29 morning peak hour trips, 34 evening peals hour trips, acid 322 daily trips. this information is summarized in the table below, which also shows the split between inbound and outbound trips. In out Total Morning Peak Hour 7 22 29 Evening Peak Hour 21 13 34 Average Daily 161 161 322 These peak hour volumes reflect flows expected for the busiest sixty-minute periods in the morning and in the evening —it does not reflect all trips in and out during the overall morning and evening "rush hour" period, which can extend for several hours. Thus, the numbers seen] lower than an assumed rate of one trip out per unit during;the morning peak hour and one,trip in per unit during the evening peak hour. Typically, households have people leaving anywhere between 6:00 and 10:00 AM as people head for school, work, or errands/appointments. In the aftemoontevening there are generally more trips but they are spread over a longer period. Thus, the volumes seem low when first reviewed. Supporting these low trip rates is data from the 2000 US Census. Information from the US Census web page provides responses from approximately 124 million-people on when they left for work in the morning. Of the total respondents, only thirty percent indicated that they left for work between 7:00 and 8:00 AM, the highest one-hour period in the survey. This data is attached. While there are other morning trips that are not work-related that also occur at this time of day, the numbers still indicate a level well below an assumed rate of one trip per adult resident or owned vehicle. Also, relevant to the discussion is the trip numbers in and out of the neighborhood now.. The counts documented the flows in and out of Mooney Street, capturing all hips, in and out. These numbers suggest the flows here are lower than average. ITE projections indicate that the existing 26 homes would be expected to generate 300 trips, 11.54 per house. In fact, this existing 26- j home neighborhood generates only 246 trips, a rate of 9.46 per house, 18 percent lower. During the peals hours the neighborhood also generates fewer trips than ITE would indicate. Instead of an expected-28 trips in the morning there are only 22 trips (21 percent lower) while in the evening the peals hour flow is 22 trips instead of an ITE-based flow of 32 trips (31 percent lower). Thus, while the ITE data indicates that the increase will more than double the trips in and out of the neighborhood it is more likely that.it will simply double the trips just as the subdivision is doubling the number of homes. Abend Associates 5ytJED 03!419 PM Abend Associates FAX N0, 781 273 3053 P. 04 iaffic Impact Assessment J Witeb FIill Residential Subdivision 'G" Massachusetts Salam, October 7,2004 5 Directional Distribution "s Directional orientation of trips is quite difficult to evaluate due to the one-way nature of the access from Highland Avenue. All trips in come from the north while all trips out go towards the south. Current neighborhood residents and visitors either find a place to make a U-turn if, they need to or they arrange their route to come from the north and leave toward the south. Trips to the new homes arc expected to do the same. If a 50150 north/south directional split is assumed then it could be estimated that there would be about I5 more U-turns during each of the peak hours and a total of about 160 U-turns per day. Keep in mind that this includes half occurring at Traders Lane and half possibly occurring at the end.of the median north of the site. While U- turns are legal at Traders Lane, they are not legal at the end of the median. The danger here is mitigated by the fact that the roadway has excellent sight lines from both directions to see a U- turning vehicle. Regardless of the dangers, it is my opinion that this is an existing condition tbAT should be addressed by the state (who owns and manages Highland Avenue) and the city regardless of how many U-turns occur here on a daily basis. That is,to suggest that the existing number is acceptable while a modest increase isn't is not prudent. FuTuRi&BuiLD CoNrimolvs 1, Combining the existing volumes in and out of Mooney Street with the projected trips to the new homes indicate that volumes will generally double in and out of the neighborhood. The volumes '! for the future weekday morning and evening peak hours are presented in Exhibit 2. Evaluating the traffic operations of the intersection for the existing and future conditions provides a technical assessment of the impacts of the project. This analysis is conducted in the Impact j Analysis section of this memorandum. Access DPSIGN The proposal calls for a single road to serve the site extending from the end of Durkin Road. Willi the new road being an extension of an existing road, there is no sight distance issue since there is no new intersection. It is recommended that the existing cul-de-sac be redesigned so that the street extends into the new part of the neighborhood with a tuiiform cross-section. This will Abend Associates VIM Vans a Hangen$cnsthn,Inc. Trip Generation ,w»�reuunos,�,a �sekmnas. Appendix Trip Generation Summary CVS Salem 9009 18 Gross Vc iicles Trips,Based on Average Rates[linear,unrounded] Land Use PNrmary wlo Pick-uP MrdPNrmacYwl PFFj-pwlad" SMPPn9Center .� ME LUC BBO 881 820 Period Weekday Oast, Entering 657 643 313 [Doting 657 643 313 Total 1,314 1,287 627 Weekday Momnp Entering 28 22 9 roar V9 17 6 Total 47 39 15 Weekday Evening Eaterwp fit 62 26 Elting 61 64 29 Total 123 126 55 Saturday Og _ _ - _ . Entering ']65 749 .._'F 365 EuOn - x]65 ]49 v _ _{ 355 Total _ 1,529 :1,49].� - ]29 SaNMaY Enteturang rm9 :88' -ya BB38 E>neno .•.Z •. 78 35 Toler 163 73 Hoare rues are calcotuted as a proportion of Shopping Center rates to'Poarmacy table,store no reheble Saturday date is aslable to pharmacies. ❑iiiliit ilami Yi.i.uM1i ii iwil.—k HAk IaieH.kitieiiii!GK iailig 1-W ii W6 ( A Law Use Pharmary w/o PlckuP window Pharmacy wl Plcky Mae w Slopping Carter WE LUC 880 Set 820 Parlod Weekday Dally -- Entenng 164 161 78 ExHin160 78 161 road Total 329 322 157 WeekdaYMomrng Entering t] 6 2 s 4 total 12 to 4 4 Weaken,Evening Entering 15 15 7 E.Ming 15 is 7 Total 31 31 10 Saturday Only Entering 191 187 91 Inman 191 I87 91 rated 382 374 182 Salurrky Mvd-day Entering 22 22 9 Eotin 19 20 9 Total41 42 18 Ai6 haw IlkiiiN Ytlik.i.i80 ii"i&�i ikiiii Mai-A.dtidiii!iii iiiilk bili iY SifL tarts Use PNmwey wlo Pick-rot window Pharmacy W Pok-up wbrdow SNpPing Carter ME LUC 800 881 620 Period Weeko§Y Lely Entering 493 462 235 Ewtino 493 482 235 Total 986 965 470 Weekday Enteringng 21 1] 7 14 13 4 Total Total 35 29 11 Wsekea,Evenng Entering 46 46 20 Ewtina 46 48 21 Total 92 94 41 Sefurday Oaty Entering 574 561 273 Etla574 561 273 Total 1,147 1,1?3 54] Saturday Midday Entering 56 66 2 E,aaWnI 56 12 266 125 Total 122 54 1 DBt3 fe vok ¢ Ta —q ITE TRIP GENERATION WORKSHEET (7th Edition,Updated January 2004) LANDUSE: Pharmacy/Drugstore with Drive-Through Window LANDUSE CODE:861 Independent Variable---1,000 Sq.Feet Gross Floor Area JOB NAME: CVS Salem FLOOR AREA(KSF): 14.59 JOB NUMBER: 9009.18 , WEEKDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution It Studies 1`3^2 Average Low High Average Low High Enter Exit DAILY 3 -- 88.16 74.95 99.74 14 9.5 15.5 501% 501% AM PEAK(ADJACENT ST) 3 -- 266 1.93 4.11 14 9.5 15.5 571/6 431% , PM PEJO((ADJACENT ST) 12 -- 8.62 4.85 17.46 14 9.5 16.5 490/6 51% TRIPS: BY AVERAGE I ! BY REGRESSION Totat Enter Exit I I Total Enter Exit DAILY [-M-426-: - 1,287 -_� -, 643 - 643 - - NA NA NA- AM PEAK(ADJACENT ST) 39 '-+,- -22 17 r, - NA NA NAPMPEAK(ADJACENTST) ��- - 62 64- -NA -NA- + NA}: SATURDAY Directional RATES: Total Trip Ends independent Variable Range Distribution #Studies R^2 Avera qe Low High Average Low High Enter Exit DAILY — -- — -- -- PEAK OFGENERATOR 5 -- 7.85 4.31 10.20 14 9.9 16.5 501/6 501% TRIPS: I BY AVERAGE 1 BY REGRESSION Total Enter Exit I Total Enter Exit DAILY =;lNA ;'i NA - :__ NA -r:-NA - NA _ NA PEAK OF GENERATOR I_,�>='3115=r'>:. 'SZ- - -57 I �NA s..., '- --NA NA SUNDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution #Studies R^2 Average Low High Average Low High Enter Exit DAILY ._ __ __ __ __ _ __ _- __ PEAK OF GENERATOR -- — -- -- -- — -- TRIPS. 1 BY AVERAGE I BY REGRESSION i I Total Enter Exit I Total Enter Exit DAILY '_-%NA':-�` NANA NA NA PEAK OF GENERATOR MA". NA. - NA.. I I � . NA- NA NA � \\Mawaldgd109132.18\ssheets\Traffic\0913218_Volumes2 881_0 7/26/2006 ITE TRIP GENERATION WORKSHEET (7th Edition,Updated January 2004) LANDUSE: Shopping Center(non-Christmas) LANDUSE CODE: 820 Independent Vanable---1,000 square feet GLA JOB NAME: CVS Salem SIZE(ksf): 14.59 JOB NUMBER: 9009.18 1WEEKDAY Directional RATES., Total Trip Ends Independent Variable Ranqe Distribution If Studies R^2 Average Low Hiqh Average Low High Enter Exit DAILY 302 0.78 42.94 12.50 270.89 328 0 1600 50% 50% AM PEAK 98 052 1.03 0.10 9.05 287 0 1600 61% 39% PM PEAK 407 0.81 3.75 0.68 29.27 379 0 2400 48% 529/. TRIPS., I BY AVERAGE I I BY REGRESSION I Total Enter Ewt I I Total Enter Eztt DAILY 313 1944,- - 972 �;,rt -_972 AM PEAK(ADJACENT ST) -- 151' '_-... -91_ 6 -_.,.� ,` 4$ -90 :_.� 19- PM PEAK(ADJACENT ST) - 55 SATURDAY Directional RATES: Total Trip Ends Independent Variable flange Distribution #Studies R^2 Average Low High Average Low High Enter Exit DAILY 123 0.82 49.97 16.70 227.50 450 0 1600 50% 50% PEAK OF GENERATOR 124 0.84 4.97 1.46 18.32 447 0 1600 52% 48% TRIPS: I BY AVERAGE I I BY REGRESSION i I Total Enter - ExitI Total Enter Exit I DAILY -729 - '_365" _`.:365- - - 2,748 1,374 '11,374 ' PEAK OF GENERATOR I 73 38 35=- - 248 129- `"..119 - SUNDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution #Studies R^2 Average Low High Average Low High Enter Exit DAILY 77 0.52 2524 4.15 148.75 439 0 1600 50% 505/6 PEAK OF GENERATOR 39 --- 3.12 0.39 12.40 369 0 1300 49% 51% TRIPS: I I BY AVERAGE 1 I BY REGRESSION I Total Enter Exit I I Total Enter Exit DAILY 368 184 184 4 2221 PEAK OF GENERATOR I 46 22 23 ,� I NA NA:—. NA' - \1MawalcNdn09132.18\ssheets\Traffic\0913218_Volumes2 820 7/26/2006 YHB Vaasa,:; Hangen Bru thn,Inc. Capacity Analysis 1 1 i 1 �, : s Appendix Lanes, Volumes,Timings 1: Marlborouqh Road& Highland Avenue 8/412006 LaneConfigurations4 r goo Ideal r I god j9do 560 �0 -- (injo -- - I --: - - Lane Width(ft) 12 12 12 12 12 72 12 12 12 12 Glade E(O%)7 -- f--' - , , "I', V, s Storage Length(ft) 0 75 250 250 0 0 150 150 9,62�mig� 7�1 _)I, Total Lost Time Is, 4,0 '4.0 4.0 4.0' 4.0 -4.0 40 4.0 4.0 4.0 4.0 4.0 Leadqi-g(Fel Sp.:r 60 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 9 Right Turn on Red zw Yes Yes Yes Yes Link Distance(ft) 127 638 899 502 Volume(vph) 90 215 480 210 195 90 405 655 350 180 965 240 �n N E3 M- q- ,q3 Growth Factor t00% 160% too% t00% 100% 100% 100% 100% 100% 100% t00% t00% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 9.Mic!-Block�-Traff�ic 1%) 0% 0% 0% 0% 0 7 ` 0 1,iC Q:9 Turn Type custom custom S ustorn Prot Prot Penn 3 4',7,14�4��T7 o-�P"� Permitted Phases 3 13 4 2 Minimum Initial(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 -6.0 310 IS ', Lead/Lag Leatl Lead Lead Lag Lag Lag Lead Lag Lead Lag Lag Recall Mode None None None None None None None Min None Min N Min Control Delay 68.........3 16.......0 67.8 ........8 80.7 ......3 118.0 19.4 0,0 :1 .0 - .PL ZE MiL Total Delay 9:-,n-- zxw 683 160 67.8 66.7 10.8 807 30.4 129.3 118.0 19-4 I 411 Queue Length 95th(ft) #386 199 #265 4271 46 4515 402 #300 #595 148 fnljerdal fqr11i Dist-- --- --I-A-'77 �-,It- I'll 558. �a t.M :- -'M 2 Z Z pig= - Turn Bay Length(11) 75 250 250 160 1.50 A, 0Y "'r iBas :;�M?� q4 43b -t) 93�- Y 1 � ' t'%e qaPa( 67 � � ' 9-tarvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 .iii 0- 0 0�;;t:. z(Ck�4VFI§dyu o - ---T" Storage Cap Reducln 0 0 0 0 0 0 0 0 0 0 7&M -M, Intersection Summair y -E=1-1-_1Wi-1:na- 1 Area Type . six. Qffi6r Cycle Length: 110 Actuated C 'le h:' yci Natural Cycle: 100 - Volume exceeds capacity,queue is theoretically infinite. .,s Queue ownis M maximu after ,wb hies - # 95th percentile volume exceeds capacity,queue may be longer. Splits and Phases: 1:Marlborough Road&Highland Avenue .4 2006 Existing Weekday PM peak Baseline Synchro 6 Report' VHB,Inc. Page I HCM Signalized Intersection Capacity Analysis 1: Marlborouqh Road&Highland Avenue 814/2006 WOment TIULO!iM CM QER7� L AW ���_ Lane Configurations VI 19001900"1900-�"fqoci,r�-ZP 00 _ ------ - AgWALM" Total Lost time(s) 40 40 4.0 4.0 4.0 40 4.0 40 4.0 4.0 Fd 100 0.85 1.00 1.00 0.85 1-00 0.95 1.00 1.00 0.85 Satd.Flow(prot) 1854 1615 1698 1782 1615 1805 3388 1787 3574 1615 0 aP7 Sald.Flow(perm) 1854 1615 1698 1782 1615 1805 3388 1787 3574 1615 195 90--r '4 Peak-hour factor,PHF 0.91 0.91 0.91 0.95 0.95 0.95 0.94 0.94 094 0.93 e93 0.93 ALdj ),--* ..`�_ ;X?as _�?T T2��T RTOR Reduction(,ph) 0 0 42 0 0 81 0 62 0 0 0 107 oirie�'_G_roup fjff;;Z �=PT Heavy Vehicles 1% 1% 0% 1% 11 0% 0% 1% 1% 1% 1% 0% ,TqK_Tj -it� t • - - 11 1 - ,pq --S,%istomi,;�P 6t,,- Protected Phases 3 3 3 4 4 4 1 6 5 2 PermittedActuated Green,G(s) TU -4 _ 3 _`_1 2 - - _71 20-8 45.9 15.3 15.3 15.3 25.1 41.2 10.0 26.1 26' Lff& -Gf - 1!1:§�- -.-��16_3 -, 70� j!jej _, -tq_� n-- - V-- n� 21"- -LIF0 -1-3 t,27.1 Actuated 91C Ratio 0.20 0.45 0.15 0.15 0.15 0.24 0.39 0.10 0.25 0,25 Pj:ea:�:T- 6.0--g-V-7- 5_6 6o ="A : _2 M6`, Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.14 j7 v/s Ratio Prot Co.18 6.14 CO.12 0.12 0.01 c0 24 0.30 0.11 CO.29 v/c Ratio 0.89 0.67 0,81 0.80 0.06 0.98 0-76 106 1.15% 0.37 • Progression Factor 1.00 • 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 I-On U 765AM7`6 2 f,n,0,r,i,MentaI Delay.d2 b '5_7"T Z qjyl _AL Y%2�;Qs�71 62 6 25.5 59.7 58.9 39.0 78.3 30.3 131.5 120.2 33.3 Approach Delay(s) 39.9 55.6 441 106.6 -t-, 7"?A'15 'wi TW HCM.Leyei of- HCM Volume to Capacity ratio 0.98 AOuAtjffgk(eLEE Intersection Capacity Utilization 89.7% ICU Level of Service VE c Critical Lane Group 2006 Existing Weekday PM peak Baseline Synchro 6 Report' VHB,Inc. Page 2 HCM Unsignalized Intersection Capacity Analysis 6: Southern Site Drive&Marlborough Road 1118/2006 t 1 P �► l rovement."-.'into'-`✓"A�'.` #.*?WBLYxWBR 7---N6T NElB;- SBL _`S_Bt=� ,'_,�'': *.i=:,_`---- _.�-'.i.^r:?; ' J`x'L °, . r< xw �.,;�- 6`#s+_.'tis:4:i'%" • '..:F__tw'<'_0 Lane Configurations - signContPol} .Fiee�:'�„"s' :�-� ts�±ea.-'•°.�';•«�`-'.:''�,,:rs,�:r�•.,:, .p'�:'�e:.r�-��:.'te+^?,�„ Grade 0% 0% 0% - Volume velia . 0.47 Sr:870"`°090."_n°- 84 .85" ... ,�; .,..:_.a Peak Hour Factor 0.47 0.47 0.96 0.96� 0.84 0.84$ Hourl-'flowratelP_ .,ti..G..: , v h 4$' ".53'"r844° ..m:2t .u..'6,"�, .._ . ' Pedestrians_( _r Lane:W�dtti ft +� ce"�'H;,.'s'. °w::`":7tn. 1�, :..:° a.P : '�#'aA�:.la viii:=a.:a�•.'"li'"w�w^a-...m,^�.ir.«mE.+ "'t: `L.'"'''a n' :� Walking Speedd(ft/s(fVs) " ement Blocks-e:.Y-�_ _" €, .- '_`"._.`.:-; :r,+z:: ^�®„ "",.�"•' 6` =R.r"V`=�: s4 ..;s..�+.�-,�3"''r Right tum (flare veh)„ ia Median storage 'av"e,#h.) ,.. nN...o-..n_e.-x"a aa.::.rrr.wan•.....,xF?,'.'.-:;:'s,'a: a.ti',::s.;- r,;:. : nr - ''�=�,?,":ur3. :. ia.;.v,-+ .a:,'s,= aa�a.e..s.¢".=;..A ..rr`<S..e. b,.-:.,a.. -'•xrti:::s rs �p9tream:signalU ."�.�.. m-168,:iy'>4 '.�,-.o"s3. ._ <""`•3, c».e :u. �. '" _ mac.,. =x :=:"sc'9 pX,platoon unblocked 0.89 0.89 0.89 C�on linin�'otume"''""1$Ot 854—'��°'W"""�� 3"`:'�: "�+"•, . _ - - ,� �v(:2.'Sf?ge2conf:vol ::'7:as�;.M .d�� ..� ,:;Mz':�•.:zT-„r ^,�.:� vs: ,�,...- .:�:-.�.,-,,,. ._ :zqs� :s y vCu,unblocked vol � 1901 �836 � 848 tC 2 stage(s) fF si'T_.'?x'g�:`' , 35' 3.3.,. T.: ��:..."_ _'�22'*,m�: n,�.,^:. <::s�.•ar.:n.x,. ,.. .,� .�..:�,."-...rs�..:.::�c7ra.;.'^r.'_ p0pO q 84 ii,:4�C"sYS...:-wXe::f:'mY.i': queue free% 37 _ 99 a. . , pgecaorl,:Cane S;C�?w=__aWE3-' .NB::t tT_-"'SB 1"k5 - ^'': c `�t'»9;;v'"'_ :Y - i-'t'&+i,`rte,_ '=.'-c_: ss � +/oPume. - . 8 - e... 2 :. Volume Left 43 0 6 VtllUnle fi!9�'� 'S3 '21'p"=.'�`()"-4°>•-�:, u w:a...,z;_�r.:wai+:��.. .� ��: ss aY,x _ ae .,s...�;.:_::.y.:..,t:s�. '-',:�xks;4'i-a'.�.y:�i+:�x'..:'i. ..oe,''u:iw`.�. �..-�:'•'Z'^'a.�,'^.� ,.'»;.��� --_dr..A cSH 12 121 1700 709 �V.ol'ume to _..::079O�SSi0 N.s..'r :aswui Queue Length 95th(n) 115 0 1 GoMrol'd�elay.(s}} .- Ft_W_ .w:.0.0a::YU.3 _�°=��"''�''�t-`�`,._,,..�` T:;: :_±rr?r:_.•-':_.,A�ryt�;_�'.;��.;..�.e�.€^`"� =�rwvx_:._�,,,. ':.''��'�.�,'W�. A1j4' ..::NA' 4'%G'�-iW.b >J.:W'r•.C.-n✓.{ :xM4Gm¢.m£dii"V'L' Lane LOS � F A Approach L 0, Cp pproa hL0U.3 s..' �_ OS F Intersection SummarY.s'?�� x-�ts:.s •,d��-S'`� =_'€`..use:-Ya.'".--`. -,� a.&''_�'Y..-.:.:..u.'f:`.��x =,>;�,:.�=�3`....+" `.:;k'�"�",fi<'.�i:;?'�i$"' '':'� Average Delay _ 5.2 IniersecUon''Ca cr t)filiiation; ,""`"'"55.a%% IGU LeGel of,Seryice am_q_ -2-M-7 :moi,"'°1'.?'4r� ) (min Penod Analysis 15 Y -n . "- w:,. ., �,: w 2006 Existing Weekday PM peak Baseline Synchro 6 Report VHB,Inc. Page 1 Lanes, Volumes,Timings , 1: Marlborough Road&Highland Avenue 8/4/2006 �"arle:Groti •i�;r'=,: SEL`' SEF:' SEP .NVQLNYV-INEI- NERSw LSWTWk1. ';r 'ax>g'a^" Lane Configurations .1 it 7S 4 1" tf ?A tt it IdeallFlbR(vphpl)Y, :w_;1900.ffi7900 j i900 :.191R1 1900;`,�1900w.�;1900_,.-1900 Lane Width(ft) 12 12 �12 12 12 12 12 12 12 12 12 12 , w->8 -a z^..,`.:.el '4m" 0°/a°' "s` a' - 0/ "- -" 5 :?'_'Oh -ia"'.b"" `1Py-�.-"-` ",•s; Grade(%).. � . . -_. -_,0%.,1:;.....:.:..� . ..... .;a....� ....:«e,.., -..-.- ..:,.� ., '. . _.".�-..�- .�.�.. ..�.a,•_...:'. .,z.w Storage Length(ft) 0 75 250 250 0 0 150 150 ,.._,. ms,,:....»w- Baas-u.r•_ _ g-s:.:. ;E.. :*t......,a}, :.:1-'t i.., -:- 's. - ",....... _g?_...,_ . ,.�.6.,':...::;...... ' "....��,.�..te.4. �:K:.#34.0 ':.c�a:.:.i9:acs 4.0a;.�M::0 � . Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 .. -.o..__, . _ -_ Leading Detector(fit)- ,--_.,:50d_`°:. 50=`yp50:, - .' a.,`-.0..:.'S`,.:SO..sa: :50':7....$�r.""`,,.%.;5M::50w ,50 +w�a_::::w: : ;:.'a. d',: Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 r __...:._ -S " __,_`._- *�'' Tumtng Speed.O ph),_ =15: c"'`.sli-s 9 ' 1:5:.in::;'w.s*�.�:.G.,._9:=x,15.,..,:. ...;...:-.�9.k .;�15. 3$:'..S "_°"'�.9:: ?rim~:'z x':::.' Right Tum on Red Yes Yes Yes Yes L nk..sP_e.. (mPh) ,iw''.3 ` .: u.rc,.'i 'x:: ek.�'':i;.1. ..-'moi sT`..-,s i3 '+6, - .:-,.'.-:- 'mac, 3i i.: :. _Link Distance(ft) 127 638 899 502 ..- .._-. .. #ten ev :4 a v S _.4. -a. _ + 't t4-'-•'t'A:3-c,?F` •4 rc 4_..;.51 _E.9:3`r,'.::._ Volume(vph) 100 205 350 300 225 175 425 555 420 170 790 185 _.R,a :�*;.4.+ .y,.r..Y �:. "»aa`."+.' vn„E%:.;,u:., i e..e .., ra: Conti.Bikes(#/hr) ' Fe'ak;boil%;F3ctoi;;pw+':" "0`84�"4p.84^-sl)`84';;0:95 `.0:55r 0:952=::0.983' 09B_;>.O 9G6"0'95"`095-'�0.95y�'•,� Growth Factor 100% 700% 100% 100% 100% 100% 100% 100% ••100% 100% 100% 100% fi?avy:Yelncles:{%) :.'.. Oh".atn:f%�p"«"--0 :0% ..ti% Oh :a%>!".ugt%:cE„ i%:.:' j_(: ::J:l'. _0% =, g'u aRC. Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 ' Pdrk1119F-(#/hr) Mid BlocTraffic(/o) 0% 0% 0% 0% Lane Gi=oup'Flow t"Ph)`}_: ':'a0: 363��- i V''MZ 1``":282 -.12') 4.a 43".',1016 :'1.0`a'�17_-N---j832 • ,195,`z�:.M: a; Tum Type custom custom Split custom Prot Prot Perm 7-rE..1...61 K Permitted Phases 3 13 4 2 "Si]"'F...- -.. "R•Kb'✓.'Z' `- '•m�,u+.:••.vY�__ •+ -4"4'c34 ;»n:tw'"':4se3:•__f.::-r, 'r--,qy-c ''-.:,-�.ai.<:«k�fisa rexa:� Minimum Initial(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 n11�0 µ11;0; ;11,o 171;W- '.,1„l1;0 ;",.11'x'".-r ' 7.f:0.: <41��41 bg7C - Total Split(s) 27.0 27.0 27.0 22.0 22.0 22 0 30.0 46.0 0.0 15.0 31.0 31.0 Total$pIR(%y)-}.,,>-,?24.5°/n 24.5%`24 5,/ 20-0',{ 20 0/,20.0%q;273%_41.8%','0,0%y13 6/.'28:2°!�28 2°/��,x{k 3'•�-'-`��, ;;;��,�,��j Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lr_ .n,._,_._•.--z.,vq_,.,ja,.Tlb '1Oi3'_x-s:�`p 3.,rt.qtr' -x«-: Lead/d�9tme s._ ..._ ,1.0 +'Lead Lead Lag 1.99i:: ElAs9 `�.:�:....9.�v:...._9'€: Lead/La Lead Lead Lead La La La Lead La Lead La La Lead ta90ptimlza? - *, .- Yes-Y*Y'es," YesY.es" Yds;• ,Yes�, es-,,_Yes'" e,Yes Yes :Yes'.' ;,,,,'. :� -'"-; � Recall Mode None None None None_ None None None Min None Min Min vlcgRatio.�s..i,.k`-.`:.rrio_K.:,6._560-96 "r-Q:97:.1:0� x..,7:05'•':. _- " :,. :.,099 Control Delay 77.1 13.7 91.3 91.5 10.0 97.8 26.4 116.9 61.7 14.3 -1,60 "VO q.61 00" 00: Total Delay 77.1 13.7 91.3 91.5 100 978 26.4 116.9 61.7 14.3 -»,__..-:.`_`._� ' -- 'p.',.:...:.%o. •-+w"-- ._r ._..._.. . . .., _.. ..-_ ,...___ . �`tv:.- cert Queue Length_95th(it)ra=_:": 384 '-)3 '276,"1388 2, ;:210x.•. 2 #531.,rr„258 Queue length 95th(it) #384 137 #376 #388 52 #539 338 #273 #430 96 -' _•-_ x , ,..R�,t'-,--_..,...,�:..,,,.. _'tea' < _ -:::819 (niemal:LinkDist.(tt):ria:as .,`- .ra$m...:;::::,a.::.::.'')ug`.. 558.�' r;9�'..�.:::_:,.r,:<-..._....>`.:»;c.:�:.xtF,.•..aau.....:,.i�.m.;lt::s; ::c^:�.:w..:w:a=:�"' s L< _ Tum Bay Length(ft) 75 250 250 150 750 742 .�..•282-,;,>292.:m366 - 423 �A404.f-�-:.-:-r::180 J8Z9Fs"499 ?.;ar>-�_:".;' � "•,' � _ .:.,. . ._ ...._-r.�,».is:_..f�__:_ .-.N..,..n,.,.,._........._._P.,�._o.�:.�.,....,;�:_rk :r.�.: Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 $pillt>ack,Cap Reductn"`� :0 �,'k..0<° =..O ti.°"0.�...," 0--._.t U ,,w.. 0a'; Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 _ Reduced v/c Ratw 'w'' """0.94;-0.58 u-0.96 - 6:.e.&MY:ixa�.._.. - Area-TYPe a 2yvOtlter �4 -bt•L,.i.' s2` .mtti°" `' .d , Cycle Length 110 _ Natural Cycle: 100 _ �> Ebntio(°Type;:Actiialeii�Uitcoordina[ed,.a:8 ': •-,r.�e ".�'�_�.�a�. i'•:.r:{s .a.:::::w::��.�.'_. ., < ! �. ;3 .= ::'' -`°• f a Volume exceeds capaaty,queue is theoretically infinite r _Queue shown is maximum after two%rycles ,:Ye: -s-u,,;5°' fi '<-, �':�,.,°•:.,-=" :`-"'' i',`"- '.,',- '-a�,.. '. :'.:-t :-- '' "'fi # 95th percentile volume exceeds capacity,queue may be longer. ...-._.. .-.-m-.-..�.._. .:>'.-Queue,shown us niaxtmum atter.. es:'-..:_s.::;•.'�" -..-:,.-. �_:,,-. :..-_ .�:; -rax,.-c:�k:_=:;.�:�a',, ;A.-,.::e:-_y��'�'s„<.�3:•.; ...�._�.�_.._ M_..� ..„.. .... ,..�__.7;r=;o-ro ax....,:r rr...,..r.�-•:£a•... a=. __ -�:---'�-=""'i-.,-i�'1�'�letifu:,.r:.;::a'.r:�.a..::.eJ.'r.:..�i�ns'.,.d Splits and Phases: 1:Marlborough Road&Highland Avenue �r _ I"1 .1 I� a2 a3 3i is^�:^=�; 43��`ix�£�3t �: ;sE"_�_.',•-a'1.®L:: zzs+�=��5'.s'lk-�"I_�?ie 72's.z.:- a:-.�, : 2006 Existing Saturday Midday peak Baseline Synchro 6 Report VHB,Inc. Pagel I HCM Signalized Intersection Capacity Analysis 1: Marlborouqh Road&Hiqhland Avenue 8/4/2006 Movement-,T+ ':"_" '.:ern_. ,'°SEU,�BEF78ER-FNWL'B;NWWT NWR7M NELWWE-M"ER;"�SWL=735W WR$=8;,'; Y>^Yw�'e�:,r3F.:Wiwi Lane Configurations of r` 1{ Q rS ?S. f•t• tr Ideal Flow{vphpl) - : 1900"Tt900! is-d0 -_1900 7 7.900 x`7900_-_7900,�y1900'-1'`7966 Total Lost time(a) 4.0 40 40 4.6-4.0 40 40 40 4o 40 Lane Un_I Factor #,. -� -k1:Q0' 7 00 0;95+ 0 95,;y'T.,1 00 , 1 00,x,0 95ixF"'" 7 00 0.951}too " �' Frt 1.00 0.85 1.00 1.00 0.85 1.00 F1I 0.94 1.00 1.00 085 0 .«,.--.f- .-. ' 0 98 1 00-�`0 95 099 - 4 00•-i'0.95;-� 7 00",'_��„ 95- .1.00 _ 100 SatclFlow(pro[) 1857 1615 1715 1776 7615 1787 3343= 1787 3574 1615 „f,, g"` -0 98 00��y0 951 0 99,,,x„1 00„x,;0.95"�t.00 :r v 095�s, 1.00 1 00 SaidFlow(perm) 1857 1615 1715 1776 1615 1787 3343 1787 3574 1615 Volume(Jpli) ,,Y t;; _360 -;_�a;300�^;y:,225 .� =175 :425y,555 .. 420: 170. 790 `„185 ;.,T. *�;_ ,;_ ., �§ Peak hour factor,PHF 0 84 0.84 0.84 0.95 0.95 0 95 0.96 0.96 0.96 0.95 0.95 095 Adt Flow(vph)- t. _ x'119 244 ' 41.7 316+`i"237- 121y- 443-578 498'x°179 RTOR Reduction(vph) 0 0 22 0 0 101 0 125 0 0 0 102 'an_"Gi yFlow(vph)gw,° -..e 0-. .33i .:r<:395�r;f 27 282.aid?Qv''ZR3 891 .a,0;:1-17 9 832j;�k,933; Heavy Vehicles(%) 0% 1% 0% 0% 1% 0% 1% 1% 1% 1% 1% 0% i+custom ;Split "s `:'.' ;custom; 'P_iot '.; '._.','--- '..'iii:Pra. .,";.u;ai.Peim<!L'..''. : ; Protected Phases 3 3 3 4 4 4 1 6 _ 5 2 Actuated Green,G(s) 21.8 46.8 17.0 17.0 17.0 25.0 40.9 10.0 25.9 25.9 EffectiveGreen g{s)=:� ;"�"`"--._22.8_:.-0B.B:118:0;;38A�;-;18.0�._26:U,:..41:9 7.to° 20;9'1.• '4»t Actuated g/C Ratio 0.21 0.44 0.16 0.16 0.16 0.24 0.38 0.10 0.25 0.25 .. "`"'•`- s! . Yea.0 2.0 i':i.✓_._..:.�=:_ro..�:2.....f'es..,s.h......h,...._:es�5_0.,e.: Vehicle Extension(sl 2.0 2.00 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 ('?n?`GrP,..�?P(Yf?h)S•F'a " '=3t76;*' 718->_"287��.�"-2..291a.:sfl�;2651` 424?'.-12'.1�7:e.4t,'::,Sa�:�.::;:1,74Sz5a�;'876,i�?:a 3%Y��`'''a,s"''_"�£'�.'c:'"�:i.®a" v/s Ratio Prot c0 20 0.11 0.16 c0.16 0.01 c0 25 027 N 0.10 c0 23 O O6 ,,,,_f-. ..s.,r-'c'iy-�. '3 v/s'Ratio„erm..�:..,+..a.:..,,- v `��-'-�-F4 ..at..•• - ,K,c�.�,�:xww, �...a `...._.....e..Ls..m',au.�s.a„��3e ,. v/c Ratio 0.9_4 0.55 096 0.97 0.07 1.04 0.70 � 1.00 0.95 024 Progression Factor 1,00 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 7.00 1.00 1.00 174 ' 18.9 ..01 Delay(s) 73.4 22-9 88.9 89.1 38.8 97.7 29.9 116.6 1ProachLOS -p�:e,-:':;•-,.1r-s_�- .r,XE. Da,..,' ��.i'�•.a�'FR.ra,.e.FF���`,'"�'Dm,„. >s"a'®F;4NN,w€» Cp-,`.,.k ;':'s}= 'fi.t_.-a_'° 5a9-_.6�_ '»3w3.s..3 Leel60emca� Approach Delay(s) zll5 a 6. . 50 3.8 "pE,: .= »� x wkm s:au [ntersection'Summaiyt_T_.- - . HCM,9verage Cbntro(Dela K'��'=58i5=%-"j `HCM3e`vel.of Service?, : _Y. e.:ra.:+:,zgxo.� -.. HCM Volume to Capacity ratio 0.98 - A„ctuat .,, ,�,.-...:`4e . .,,.,.,..i'a._":s,: .y.,w�v.-,.-.:.-k1.:... rte=y>x±*y.',T,sp. .- --._.m.• .. etl Cycle Length Intersection Capacity Utilization 89.3% ICU Level of Service E c Critical Lane Group - 2006 Exishng Saturday Midday peak Baseline Synchro 6 Report VHB,Inc. Page 2 HCM Unsignalized Intersection Capacity Analysis 2:Greenlawn Avenue&Marlborough Road 8/4/2006 f- 4- t N_oKethenfi_.: � WBI.--WBR;?IN9RTd1 Lane Configurations Y H gP;Ci6ntn33:, �WMgitqp— `�ree,—,fT'�'j �'Fn_ Grade 0% 6.1. 0% Peak Hour Factor 0.75 0.75 0.91 0.91 089 0.89 Pedestrians m4f Walking Speed(ft1s) Right turn flare(veh) Median storage van) pX,Platoon unblocked 0.90 0.90 0.90 A:9 71-2m= =77 vC1,stage 1 conf vol �62,_WO_r�M`vaf� x. �,,. . vCu,unblocked vol 1683 900 903 LC Lj AV 11-N"A tC,2 stage(s) pO queue free% 93 100 99 7M N 9�� ZMZE*.��,��,*4 K� Volume Left 7 0 6 cSH 94 1700 688 -Pw Queue Length 95th(11) 6 0 1 I;Kn M,.1 Del x6.'d%W,0'2 Lane LOS E A -- . roach 00 — Approach LOS E Average Delay 0.3 ppr— ga - : -A MT._ _11 Analysis Penod(min) 15 :77 2006 Dusting Saturday Midday peak Baseline Synchro 6 Report VHB,Inc. Page 4 HCM Unsignalized Intersection Capacity Analysis 3: Orleans Avenue&Marlborough Road 11/7/2006 l r ovement u:�s�=m,sFgxe;..EBL'?'�'�EBR"' ::NBL'"".F _ - NB "'"�y"."'Y+-" -' •Std".��3'.-''-tsi!":-n:z:;:.7�,�Y;';i'.;f_v .:a!zi , =F-111-A Lane Configurations $ f. Si nControl=� � Sto "��� �"'��"�'•�#"""�Free"='Free� - - - -'"�'. * ��� - - :���- � Grade 0% 0%�� 0% - ' .+•ry:_' >.< .rr <- T�"g-'vet:-T'-.t,."§' %_'':: :': ."-:.w'--wt'. - x : PeakH (veh/ft),,:'vv.:.". c,�,�y.•*7`,m �,`g°��", ,4.,:.:_'4'0`5„z�ms'.815 ..�si.6 0. o� :.�i.' � '�; Peak Hour Factor 0.44 0.44 0 91 0.91 0.89 0.89 Houdy flow rete(vph .;' E��r;"5.-..•..17-,;,._'�-5896.'.a.*`697.:iQ �:"".r ate.. ,.Y'^ :•", �" •��. _yyxx x,, Pedestrians Lane Wldfh_(it�iaiS-'�.,. x•: •�:,e..u. aee=•�R+w' x �•e-�+ ... � "'mNn'a^..':?e"c""'.., ,.��T'..�"�!ws�'5��='„,®,. -�,. -nm:.�,il:3�.'.fA':..:,.'d'_t :�.z�.';'.��4.i:+"�'�?�rL�''', '-a'L�`.`-..,,.a'r: ': _' -»,..'.��.: :i»..,� ..:a's•,iro- +; Walking Speed(fVs) Percent 9y m,.si, .:+wa'ie.:'. ::.t� ..:.�„''_- - .x....:.:<."r;; „&_�".: '�' `w��:w:u.X..s' 'vy".•.-o :.R.:_. s:7 Right turn flare(veh) � _ ��� � ��� '����""�"y' "�”" • eiatY_ Median storage.g.e veh,,') Upstreamsignal(tt)- a.N..l_`o_n.eT. �F..� •,,�8 : pX,platoon unblocked 0.86 ' j g a � x :N.;`p; S;•,yc.,k.. nm:a.�'�rzi4`:,..P :?:'vit., 'm::.1:'t„13'".' vC1,stage 1 cont vol `vC�'f�srage.:2:conf vo_ I�.�::' <�«..;. �xs a z'.�-s �r..�,;=�c-�tp;��,;��,,.,......._ m:�:c:• c��:=`^.'«"t'. - .i*T� "�, a..... :.......... . Wiz;. � �........ vCu,unblocked vol 1701 _697 697 ''.w.:, 9 \s x4r4':aa:.m .F.wYv ti::.» :., Sri : +sab:w.+:r: .eLk'�Sz,.,$':L• ._ ccie;�i.,�..'.3:i. ik .F,::i:S.v✓: -:'rF`..::'m'.a�-,mx'am;•°3S:��:,u.R tC,2 stage(s) - IFs's++€". . .. •..Tr. _•.* -"'�k;, ,G .�.'� . _ti..: w:�..,.�...,.,....:.r5.;.:'eie�:aC:' �.;s ' � .•a'�`:. s.9..-::tw.:,yti6�t:p, t....,` - `x.;b: p0 queeuee free% 95 97 99 C', PirecfonrLane-# Volume Volume Left Left .rt..•:. „r 16,.a.,g.90'1 N s ' -.." .....,�� r_ra.•:`,d - . -!.,m..t.-......,3.n��..:.:.u:. ...w �'., ;^e 5 5 0 -}s- waw,r:l.+c..,.-vim•<v..... _ =,- +^ter ...:?' '•x� .n« Y+,�+z-* :•:<,:xs.T'"-T:"'o,aweg,,. Volume Right.:r... :5: _ 1700 .s:::: .✓'k_=ti.: a._5. ...w K*. .e:. .',au� '' e.-:> cSH 205 }"909 1700 V9lU�118 ":+,,':".'; Queue Length 95th(ft) 6 0: oi..:...: Yf Control3'efi_3_ .._'.�.. .`� . . ..,=.��i::n;�ne: =" ' � -w�.,, � :: ��%:nscsi�x'v., .a >-fi•.� Lane LOS •� C A :.,:�: . ,.=,.,. :.,,�a3 .-_ �•rc.;,a.=: .. idNk. o.a't: 1 ,...,I :. Approach LOS a- ,r . «.,, .c,.. .wat•_.-_.:.«r,:.i-�3wbs'r�Y�`_'�.='2'�:n.».`.". .a•':Gr;"-_•;w�'si'":�x'r°.t...aa` 'i.�:i''�_�.�-:�ggt-- _ Average Delay 0.3 Intersection Capacity_�iliKtion.L.�°`%6=9% I--i4lietof—er* _• .*: _ �B',);;'.iF;;`;:, ;:a.F":-'€' > ,,,'hr,`,_,- , ,=':..,�r",.y'-"��" •..) Analysis Period(min) 15 2006 Existing Saturday Midday peak Baseline Synchro 6 Report VHB,Inc. Page 1 HCM Unsignalized Intersection Capacity Analysis 4:Verona Street& Highland Avenue 814/2006 to j $ Ae t-��4 SBCYSBA74W-U�A�;Ntz Nitt Lane Configurati ons T— r —9 R Sto Grade 0% 0% 0% 5' b o�,-f T"O Peak Hour Factor 0.25 6'�5 O.b2 092 0.98 0.98 Kl��j 0 �-f - �� —1 7TW 163 Pedestrians .Y Walking Speed(fitts) Right turn flare(veh) i:17=- ,- Nor*Mir- Median storage veh) rp_s—tream -ink, pX,platoon unblocked vCl,stage I corif vol i I-,�. Ow vCu,unblocked vol 1164 582 1164 tC,2 stage(s) pO queue free% 100 96 100 INI, Ladia.If 1:K§8,1 V Volume Left 0 0 I cSH 461 17GO 1700 Vol= Queue Length 95th(11) 3 0 0 Can[_ Is Lane LOS B A ppg�afj��37 00- Approach LOS B ikveragebelay Fnt—e 1 Ck L@- !EOT Analysis Period(min) 15 77: .......... 2006 Existing Saturday Midday peak Baseline Synchro 6 Report' VHB,Inc. Page 8 HCM Unsignalized Intersection Capacity Analysis 5: northern site drive& Marlborough Road 8/4/2006 ,ir *-- t P . Movement- Lane Configurations Stop- F ee-ll Y��2�n� rew, � M., Grade Go/o 0-/. 0% Volum ve Peak Hour Factor -060 0.60 0.91 0.91 0.89 0.89 dKrafe(vph)�' , -Y,,-, Podeslnans Walking Speed(ft/s) V6i -t Bl Right turn flare(veh) Z Median storage veh) C4O 23 pX,platoon unblocked 0.87 0.87 0.87 vC1,stage I conf vol 1688 vCu,unblocked vol 877 880 tC,2 stage(s) pO queue free% 98 89 99 2'."!-Nff Molmoq!-Tqat s:jt- t Volume Left 2 0 0 6 m,5=r(umm r�y cSH 90 306 1700 678 7 I�Ik -lume o I 70 ac y 7) - Control: ue. h 95th on ro E5efi y Lane LOS E C A Approach LOS C Average Delay 0.6 lour E�64f rT til. rzation X52-9-%'T "A'. Cut Analysis Period(min) 15 is 2006 Existing Saturday Midday peak Baseline Synchro 6 Report VHB,Inc Page 10 HCM Unsignalized Intersection Capacity Analysis 6: Southern site drive&Marlborough Road 8/4/2006 f- t t P 1 M_evement'�yi•�'�^."�_,�_'.,:�'.W6L 'W8R`,�:NBTNB�'tu^a8L- 'SBI:f=°ii'''=x.1.�.=�'is��rs{.-'•_3_'+'�"- ::int*""�'"s+}=.a—�3_'a:Z=u�"aC.S�'.?'".,:=.. .`'.^tKs^_.- e Lane Configurations S:gn Controh:. :;.� _..,,,,,:..^.- : .„ �._..':,. . .. _ . ,,. ... . - -•�.-�=yv:;..,r,: m:r:.:<-e.,.,.--_��. �r..,,«�.,+*y Grade... ._O PR.wa,.:e..;.Free_'_._. :k.._: z. :__t'L'=, .i_.:, _.: a-..:;:s. ._> ssaaYv'•zr.._k- _.xs, i:::= '"': ..;.e 0% 0% NulUine:(uetJti)s.:� „ ' 40 "._FF' S7"- Peak Hour Factor T 0.92 0.92 0.91 0.91 0.89 0.89 _ �_4...,_ '� :.�,;-. . - s w..,�` °s -..:�w:•,:'k;�'z' �-""" "_"�' _�za___..::. .. -..._:. _. : :55 _:;..1t: :.6'91:,-'-:i•::-'.'-._�- ::�:�s::.rxi+.:E:_�:.�' . x-ri.Y: :' ..- -... ...�3aao::,:z.:.t:`.�; Pedestrians C9ne�Widtfi`-'(�):"s:..�.,;,. .»,:.+e1.g1 ...a....«.�''•" . ..,.:,' „�sn-_^'w���'w°..�- '.w-=Gs-':,:�-._ 'S;::a* 'Br.=x:`F.:"^=. t?+s: .:�.:�s:'`a�'.4` .'.: 'WI Walking Speed(Ws) _ Ny - Right tum flare(veh) __ ....fiv-m`rz�-. .� '*�ey�::._•-.-.Y.:.:,:+�:�5�-.:_+=C"ve t..»+a:x,S'.i.::::'tam&`.^` .a,-rpfi94' .T.aF.�wgY�y.ur:w.;;r^ -•-m:-.:.1YC TT�: Median storage veh) l3pstr�e,am sgnaLLit} 3i-9 '33:xSate . r = V pX,platoon unblocked 0.85 0.85 0.85 vC��nFlictln'vul'u e:.;4':.1604 X890" - '�s' ..978�z...�,:-.�„��r 9�T =r:15'..a:-.yam-..._ - ..- -mr°' `�:."�:.s-•+.__*.� vCt,stage cord vol .. ._ten.....r.,-,.. r. :yx x,.:s- 'wa. ,•aae.. zero .. '- ��-n�..« ,xe stageficonf.v_oL:� .:.rx�,,.::n�- . �Y,.,a..:.s'G_.��:::,.,.Le --sr� .��':,::�, h `.�,:-. .-,-�v�. :s•_•:;r' _ %Cu,unblocked vot 1707 871 904 _...,« x: :;,;:s;a:3:=,::::. .zx iC GNU: . "'� c,=c tC,2stage(s) p0 queue free% 49 87 98 -a ^Cy:arc;-- -^r, -r?y 9 _ =i •-r_ax a.'.: s "e'"4:-= 1 c .;•gapaoity;(veh/,h):::+. .85%x^..302_ .,+� :� �650„r?�- =� .n3._'..s..�'`;?•x=.. .�. .7.^^ a.�.�. .x�»-:�:. kms. �.�`-.a�e, . ".�_ ,a"- . .i.' :'�'�&.a;3G: •�d31u.?'�v,_�' '�` �... �=. Zu;�s.:,�`.Fx: q _ _.vY..1E.+ 54:.{.a ,e.:'S+„_�7'.�s�'.:�f':Y-i''3•.;$i"8_c,;�.` +M.'?¢f_R?ia` �i.1.;,$`51:�.u,ss��,,'1ti$5'_� . ... ._i.v, _ Yolttme Total'_r. " .�z_�82o-=;x.918 '762-: :i:,.a i :ssr_v-t,G. t�.s -�:S':x.:;;::ax's�S'-'4�+:Lxtd'' Volume Le0 43 0 11 lyoi ie_Right-=77" _..,� .-98'x^-"x"=55 . r:b..,-..:. ,-a•R '�w-:.�"n'. ' v ..e-a- 8 1-. :_..yam:�:-:.:.`.�:r�...-^.si'si:ii_+s:...� cSH 128 1700 650 Queue Length 95th(ff) 83 0 1 Contrd_' a s,a=.::�-�•72r7r� 0:0 tea:>0:5 .�_.. . .. . .s .-:.. - =.'-+<R .�;,; :s'�„g-•'p:,...wa. �`x"'cY-:;:��'`��'�it.":Z• LpanneK.LOS / _ F A :.'C.C`^.. �:l )::. _ -�a&n`_x-�.'nt^- .�YxR "K..="- Approach Cfi:DOes s -.:`.; 2.�`�;:0.0 �O.b_T'�., x <.;.A1:. :;, Average Delay 3.7 ._ ♦-oz„x:- .,yr,,, e[.=.:amu:^.•;_ .+�-_ .�, so-r� s r Inie-rsection:CaPacity�_l/tilization��:._.._�,r:55:4 k. .:-IC_l'1_!'eVel'W Service_.=�-A .�.n=g .�Lz'?:��..,::.D:��-�`��:.:�4���.� _..'.';:�•�,;�'�}-,:wi Analysis Period(min) 15 , "ai^e elf y-•-k• - ��r..a-'-E i - h'�"++' - '+P:. u+� a' - 'P�..._n .... fi ..D.xi'S_,._ 1 2006 Existing Saturday Midday peak Baseline VHS,Inc. Synchro 6 Report Page 12 ' Lanes,Volumes,Timings 1: Marlborouqh Road&Highland Avenue 8/4/2006 t'3SEFcSER:'-NWL=,tpeNW:Te...TNWB-NEL NEF"'ZNER::=?SWLTMSW1"£_•SW-R�'#�'r;? 'fi't,.:<;_ _ :� :1 Lane Configurations 4 P B r ( }1 r }t r Ideal Flow(vphpl) "" `190.01900 1900- 1900 1900,E7900 fppq 1900 - 1900 t- 7900'y_79W-, --,o '"-- ' Storage Length(ft) _ 0 75 250 250 0 0 150 150 Storage L"ane5 -+a..,..�-4 .x..0_ �.,wY. .1 t..1 _ a � -x:..,a�x#�° - ..t+r w.�,,•, .:'1 :` dam - 1'e „- ,tvfi - ,+aw.:r: Total Lost Time(s) 4.0 4.0 4.0 -, 4.0 m 4.0 4.0 4.0 4.0 4.0 4.0 _4.0 4.0 Ceading;Det'e`ctor(ft)A"",_50 '"'X50 "'•;:50,?..;SSU,4i_`m50 "SDr:s :50'x';;:_5.0= 'a50.''Ic, '":;50�,,,',: 505.0" ,. ,g _ µi=4-�-- Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 0 �urrung Speed(mph) ii,at",+..15.�z ,« ww,9 15- ..:a::r`x 9 5:t:.t`�.a-,:., I9+, ,arm'.':9 Right Turn on Red Yes Yes Yes Yes :`rc:/4n:iv.q 1p ,y c7.t *fe_"N,.��tA ^�'^P..^t+K.;- :,mp:.o.-,•.ra.= �sg,� Link Speed,(mph) ..;1; "s_.r_a. :,,:.,.:.c 'as«-.m k:�'.0. <a ..,zxr." ae- .::a-._a_-:t;.'.z;: 30 x'..' u-`,ter`.'*.. - _+,:3-. ,:.:a ,�xG• Link Distance(fl) 127 638 899 502 TravePTime s {_-. ;`-'x-_: ,'t:`:'S`2.9'".:,....;..;,.,,,,.ctis„q;14:5 e.., L_.._.-,e(vp_L):3a:..,n:�..dm....m.t,...2 -_.c_:....:.:. : 0YD60 1090 Volume(vph) 710 225 525 210 215 90 460 760 350 185 1090 280 Heavy Vehicles I%) 0_.,+.94.-: 0:93 0293,�;;�0.93�' Heavy Vehicles(%) i% t% 0% 1% 1% 0% 0% 1% t% 1%� 1% 0% CKe�r q-up Flow(vph`). =0 �95�489.,;,x"80.9 372 -.499 1.72i�A,`30-Yr--'„'t"� rj:,'�',µj ' Turn Type custom custom Split custom Prot Perm Prot Perm Protected Phases.7�"..v."`-..4...w.-�.q:' ,��..q_Z-r3 7U: .: M-;2-T ' �•a5'zimv Permitted Phases 4 14 3 6 2 OetectoF Phasesx;_:. k .-.a'1?' .."fi= '« :3w3 ' " t 6: ;.r- � ,' s 087.tis,2?-s''a •� Minimum initial(s) 6.0 60 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 >- t.�...5 ij`0 .11.Da 't].0' t-1iU` =`_1"1:0=''-�`..`_.t_._, ....pt..,.:,-_�*v -we_:y'�,r""N: N1ini'mum S lit: '� �`�=.'� 's -- .moi- 7'1 0'°"11.0 11`:0. 17. ,._.1.1.0.:.,�71.0--t-:0,;��,pr. Total Split(s) <24.0 24.0 24.0 19.0 19.0 19.0 36.0 52.0 52.0 15.0 31.0 31.0 Total Spint:8h2:1-�8`%`,',2:1%8%'-�1:7.3!'ri7.3% 7,3%p32,71'4'7:3°I'�.=47'3°h=98:6%:-282%'28:2 ' =.`:�`; Yellow Time(s) 40 40 40 40 40 4o 4.0 40 4.0 40 40 4.0 ATI-Red g (s).:'.7- 1 0T�6-P"f Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag ... Lead-[ag'OPtimize YesM;Yes; YeU Yes37 ,Yes',��,Yes'= Recall Mode _ None None None None None None None Min Min None Min Min Control Delay 1160 23.5 94.3 87.5 11.7 68.1 52.7 6.3 35.9 188.8 23.4 ueue De13y-„�. .:xyr��:.'u:.:i.-~ OOP-v"O.O:c;' �:Q 's Q-0 -0:0"t','z`O:Q', i.9.0_::N" `0_.0' 0:0:��;O.O;':'': 0.:�>�<`. Total Delay 116.0 23.5 94.3 87.5 11.7 68.1 52.7 6.3 35.9 188.8 23.4 Queuelen h`SOIh ft'A"�$,,<�q-'9426§,��fi$;:n'?_�168 _0: 335;,"�296�,� �- ,µ,.:.�;, •`�"'",. ..,�� �r Queue Length 95th(ft) #480 402 #324 #323 47 #537 337 67 198 #702 187 Internal-ark,u1st.(h)T :+�`"" -�`--47 wM, --:2_"> i- -.. Tum Bay Length(h) 75 250 250 150 150 Base Capacity:(vph).i"-." ' 4:340' x842 ``'234;.;,'y-248,cL304525 .6.1325;..8277 :'600„-A8.4'-- 51.4'1' .�.`-`.:' ,:�. c=T : '-'w..;, ' Starvation Cap Reductn 0 0 0 0 0 0 0 O 0 0 0 Spillia QaaP.' duclnc�.-av--err.--K `2.-O-;-: -0' ` 8.-�sQ ".s�o_ :. .`Ui3 ----- .Ot .,.o --' o:'�a,`-':;'fir-O:rc.:� Storage Cap Retluctn _ 0 0 0 0 0 0 0 0 0 0 0 Aeduceffiv/c'Ratio;;�;�ys;� ,'.` 0:69 :94, "_0.92' `0.31: a0:930.67'- 0:45 40�+�-"1.33"r=;0.59: •. ..+ "`==�s�. ' Intersection Summary ^.1�"`"r Area Tpe:t .,y 'Other-a...„n :.r+ . 2_.+s,.: .. ,,.sa:o . ,, x.�.,_..;:><". �..`"-':•:.:�a a,._. ...�u, � 7' - ?'1,:- Cycle Length:110 . ;aF .: ; Natural Cycle: 110 C_onKol Tyi e„., tuate(�jflncoorrinaied y.�,i•::''`'�"s : >`. ..c -'`- ' ""+b.:wm,,5-«':.t;.(.. Volume exceeds capacity,queue is theoretically infinite. Queue-shown is maximum after two cies.":'��" �"-'""�":"":'"'._ l -.e exceeds •_.__ cycles' ,L aybelon longer, # 95th percentile volume exceeds capacity,queue may be longer. v ' 1.*<Dueue_shown`isma7imum-afiectwocycles:-_ » -'. :.";: �,"s .p. ,a as .-._.te TZ Splits and Phases: t:Marlborough Road 8 Highland Avenue 2011 No Build Weekday PM peak Baseline Synchro 6 Report VHS,Inc. Page 1 i HCM Signalized Intersection Capacity Analysis 1: Madborouqh Road&Highland Avenue 8/4/2006 Mov_ementom; =.': ?'VSEL St7._, M;S_EA a WLTNWT'rNWR'A_-NEtfFVNF_WNER;:z.SWL_�$WT` SW :=" • se& ': � Lane Configurations ft P I it Id iat�Flow_(vphpl) 2 `-7900 1900" 1900.�1900,z1900µ'39O0 1�0""-Y9lm ff900 1900x;1900 7900 a"` -- Total Lost time(s) 4.0 40 40 40 40 40 40 4.0 40 40 40 , Lane Util_fac[Ot_t"+� "A Q0.- -700 T.095095„.1:00; 7,00? Fr[ 1.00 0.85 1.00 1.00 085 100 1.00 0.85 1.00 1-00 0.85 _ .._.....,�.n _.�. Flt ProteGed::..: _ ..0.96 :1:00 ;0:95 1-00.^ 1.00' 0;95 :1:00::;71:1-3 _ =.... . . . aa.. ._.....-_...__:av_. Said.Flow(prot) 1851 1615 1698n 1787 1615 1805 3574 1599 1787 3574 1615 EitPertriitteiJ"-"'."s",.�'y`r •z:.r'==. 0-98=. ';700`_�'�0;95`i�1,00,;,;.�.1�00 -'�. . X1'.00' 0�95-�t'00.��' _.�"�;:-""'�,�„�.•`:-..""'•^ , Said.Flow(Perm) 1851 7615 1698 1787 1615 18001599 5 3574 7599 1787 3574 1615 Volume-(vph)> :^,":*;:3*;;;1Y0- :,225:4525. ..2'10..r:n215�-' -90.; ,46�.,:: '760s35Urr,785'::_1090 _280 Peak-hour factor,PIiF 0.91 0.91 0.97 0.95 0.95 0.95 0.94 0.94 0.94 0-93 093 0.93 A��..:.. w'(YP,h)::".�.: :.:w. Y21._'.':247.:='577 - t'`'"_ '..' .3a :a RTOR Reduction(vph) 0 0� 28 0 0 82 0 0 278 0 0 171 , L•an,e,G,mupflow(vph),,°_�;,r0� 368ris� _-O ' Heavy Vehicles(% 1% t% 0% 1% 1% 0% 0% 1% i% 1% 1% 0% 7u.......m..,.TYPeS ;:IL!:.Tcustom;' ,,°�-�-custoiii?,GSptitur ::custom;.;;EPiot.R-'-.-'.... :Pe"rin"> ,,:.?F9.t.aar�1. :;3krPeim';;.-!.�-x;�< Protected Phases 4 4 4 3 3 3 1 6 � 5 2 Actuated Green,G(s) 19.0 49.1 14.0 14.0 14.0 30.1 26.6 26.6 29.6 26.1 26.1 IfeetiGe Green; s 1- Actuated g/C Ratio 0.78 0.47 0.14 0-14 0.14 0.28 0.25 0.25 0.28 0.25 0.25 , G.I-eaiarice_Timer(s',) "' X5:0 X5_0��5.05:0„0;.,u 5�0•,t-.,,;�b� -` ;S:O;�x5:0•;;;�,%S:t7;"�r��>? '.-'�,-, "�r�..t Vehicle Extension(s) 2.0 2.0 2.0 20 2-0 2.0 2.0 2.0 2-0 2.0 2.0 v/s Ratio Prot CO.20 0.12 c0.13 0.13 0.01 c0 27 0.23 c0 11 c0.33 , .... _>....�022.. . 0.9 _ ,.-0.06t0. 5 90 ra,...0. v/c Ratio 1.09 0.67 0.95 0.92 0.06 0.95 0.90 0.23 0.40 1.32 0.47 Unrform Delaji,�8.t `.a,,.;:K'3',:.s`. :.:;. x6',X22.6"t46"7"x"s_.-.'48:S:a�4138.3•,;,:39�� -. 3:1`.85541=1."-:.35x0.�.z- .'�--n`�._ Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.00 1.00 1.00 ynr- rFg a'. .1'7 9:""��36.5;°c'0-0-;- 276;Lr1.1. .r, IricremeritalmDela d2- 73 7 s Delay(s) 118.3 24.3 90.6 83.1 41.0 65.9 50.5 32.5 32.0 1936 35.3 'C C-:T-1'.F..9::.3.=D"r%s� Approach Delay(s) 60.9 78.8 51.0 145.8 w.,.ti App- S: . .:..;::= „< .E`.` . E. ..sx.a _._�: ,. _ - F.r''M:.. M T...',s :. -...,.v.._Q.__.:..n.' ♦:: ..,, aS.am'ni i-i.n�iza_ � y.,.:=. 9:.. . .kg.q - _.. .. : : .... IhtetsectionSunlmaryl° ... ^e H - .. r �+- "" e-• -;xkea,2tl'Y,�ff.-:.r<-_�:"::.,`u, ,. .? »:- -.:»-.it Y rir,"�s- = __ .r.-vii.''="s•-, `s=. •va-<::3=-_ FILM Average Corticol_belaY-^,, +'-;:-s * ,88.9:. .,�c ;HEM level of Sefvlcg';.^_:'"� :` m .,.: :7 HCM Volume to Capacity ratio 1.12 Actuated cle,Leri g-a.Tai+w`'`°:r.•-109:2'a"z^.-s'Sum'of:los time s.:::.s Intersection Capacity Utilization 98.3% ICU Level of Service F Malysis;Period(min) �.>, .. '"-1B --+n t-H. ;as; m�:e'•v. .a7'•s.:.,�r ss-.�.n- 9 - ., _. - - .. ..�`."."' .,. ._. . 1,���c .:_ c Critical Lane Group 1 1 1 1 2011 No Build Weekday PM peak Baseline Synchro 6 Report VHB,Inc. Page 2 i HCM Unsignalized Intersection Capacity Analysis 2:Greenlawn Avenue 8 Marlborouqh Road 6/4/2006 4Koverfldnt _ '."'.:...,r:d.:WBL:-.W8R�8.id6T-_e.NBR•==SBL= SB�fi�` w, '=_+ :- rte'• ..`_.-':+; •L--'::sS: . '_`_` '_ =k -. �:'trty:E.:',M'R' ;<Xv5•'>'€:lsJX+ Lane Configurations 41 Si nControl a+°`i' """e"''s Sto a°a;:v. .•'_... „-w^M. �,_" 1�^-�s..F•4:•,; -..r:. �v�':aE'.:�:�x+•e�ax,.;ner. :..-: �. .-,,.:t ,Free ' Grade _ 0% 0% ..-,. - 0% Volume(veh7h)���'::.;'.�.`_�:'.z:S Xy :::5 „985"'-,"5:._ sty: '->ylp; :',w..i"t`' "":..,d: �} `;msii :.. y,� w:=- i.^.'y: Peak Hour Factor_ 0.58 0.58 0.96 0 96 0.84 0.84 4« y C_ 9': - t.•.:^ =+4:' wv'x -cr_a: �- - av,A-=x.V.",". .`."` Hourly flow ratd,(vph) Lane Wtdth ft •`n'p.x .., ,.rm: ,•;r*,�.-�,"'•sr,, �:-� w � >t -�sT�°- x( .eg��. `..; , oM'.ti a- - Walking Speed(Ws) Percent Fighttum.__--' Rght tum flare(veh) ' tuteifiarj storage veh eri.;.__ -•? t r`:'.:>a�,.!' -3 :� :;a.. --,m;z, -.8i2:� rwci- `3... _ al'a.:,:a.E.t�s`' .f:.�:' Median storage veh) pX,p latoon unblocked 0.97 0-91 0.91 7`v'-?k"ry: Re4..ss-:. . :,..z :ai::e`=z ....:�,:+: vCt,stage i conf vol ` NC2.'stage2 coni'vol y:,:;.� ..,_a..:.;�:,-.»-:,=� ?e^'�_p��'�:.,�a:.��r:-_::r_._,,,-,.: .P_.m. ;:sus=:�•sc_•,,:...,,_ r_�.. a. ...wS;::9Sdi�:.wn.a.:va:o:...�„a,.?..i£: � _ _ - ".a.'. aa.aa-• - nu5k: - m.«:i: d... `"skw+ vCu,unblocked vol 2090 986 989 tG;sle,s): .z, S�4_r,e�-62 ^�= R„'ya.l - ".mF;v m+..-.sT�?:w=t.,.s•„er<, ,c -, ».<:<'N �.-Y= tC.2 stage(s) atg-'T's"tz^`-"yr•3'S' 3.3-- "`moi::` .2:2,,.;_,.q.. K..,<,.ai` » .i;F=•r- >"_:-, , �^ ,:. #Ns IF(5):'a-- r'S.aw.:::di.::e,:z=1�a." a —�•' L�.�c`_ �u'£'.��,a:avki���.�__ .:�. p0 queue free% 84 97 100 .. cMrtY<�vmE11%fi.) ..a'3p,•a. 53, 276-.Nt-R" ;a.:�.a 64'L'„„ ..».. ri.tr •r.» _ _ s? ? 4..x`..; 'Nts3.tiei..''`i..:cm,'w ,.: p7r8etiOn:tine#fid- -}NB,t"'N67Z�.SB t,k' Volume Totat.r :�� : 17 -990 7001 -��" °r v .-€: ' - •y<s *- � -�2 ri .._._ume Le.__.wvL.dn�.v5p#. w.. .. .w. .ai..'.X._ 3 As4ti-u� d[�"+e.•i dP•awwww<Yi.:au.&raY iL �' Volume Left 9 0 1 VolumefilghC .v :-_rir „�9t: 4�'�Sraa€ .rf_#z�`'�• MY��`���.� :,:¢r,..�.s'�.",i c��`:�: - - ��'�.'.w:.',i, r� •_- _ �».a�n ' V 1 642 89 1700 642 " Voumeto-Capacity.;:•«;:�0:19a�0 _._�'0.00��,;��, •:T�,�,;',�,,__� H`-. Queue Length 95th(ft) 17 0 0 �°ntrot'Dela s);r "° _;f:""- p.0: 01• "" ,.." . . .zu•�=.'• �.: .�';> :.:a. -” i:` ?R•'= _ , Y_( 54.9 ';=a �F.xt'. ''^ �a°'� -"- .ws:,r:......'x - �•:rc-:_:...-; Lane LOS F �:-..A: ,.:3._. .< . -rx' `5.:.�..aee.. w._�a.Cz:.;.,, t�i+ S::i_, •a... _ Approach Delay:(s):,e.,� ORa +.. -0.i . !g,'... a .;-.-�.,.- 'n.- . . ;�;..w-. ,•«,_- ._�w:: Approach LOS F Intersection-S ;r+^_..;�3+ : ,`R' ,:zyr. d` :r ::{: :is;:.,::= ;::•r`a'= kt r= 's,:#f F,k�-'use"N,`:�,. c=z;g' L ?:"r:� A Average Delay 0.5 -.__.o-.P-.,.,,_,._ .. . .._. Inter;ection.Capacity Utilization- Analysis tifization __„-,__-, .: <...a... .:.-._•.._... c--_, ..u�_..- .....-....d.__.c6.- .Rc_.tr'.:m :iGni4"A' '..4,5_:'aS M • :.2�� �d '..-:e Analysis Period(min) 15 MZ'tgr•Cf,c, - e^^;.e:... ..<w.....n:..q--•:-,..:Y.•:*rsY?s� .nas.»::. «q..."..,:' e-a r.:_ 1 i 2011 No Build Weekday PM peak Baseline Synchro 6 Report VHB,Inc. Page 4 HCM Unsignalized Intersection Capacity Analysis , 3:Orleans Avenue&Marlborough Road 11/3/2006 7 t I J Mayemerfta:�:��&3'i:.:�at')=BL':^,t:BH:z$-Nt1L`n•y-`Nti_I�aS__�SBft:-,S "' -_:>x-T-+t:'-^te- '3's.. .'^�"a'�c.',`'- �4.`+ 'rr,�1. '.. . ... ...::s-. Lane Configurations _"4_8f�PME-M75 .j t. N =_ = ..' . �,_"� Grade 0% 0% 0% Volume,{v_eti/h) � .:,_:.-.:. - irr.::0..;:;,.,`�,`-.iV_�a�4.5.sw_45x`2,:'>9.:,s' Peak Hour Factor 0.75 0.75 0.96 0.96 0.84 Hood Tlow.rate�v h . _ Y- P. .;i�Sb -•n. Pedestrians _ l=ane WWlYlI•tt•'�`'".-. -.:., a. � g� _3v:.1.v.� �.:u, '1L*1�-�Y. .� , Mg�_--... •' .e:°?°�:.hYX."�V.6 �19ti.�z.i:�rc.=.3oww$34ftw-ama'xc..a>�.:a•W`d..._" -::;i.ni•'.�.-.;eh:Sdi`ra"..,«kmw�r£u'u`+�a',..�::::"r.+�n%.�+'.&�2-�.:'w.�---._--._+.a;l:�� Walking Speed(Ns) 'p�'a4��� - A P .. ercent Blockage,��.<,'4s Right tum flare(veh) Median storage veh) v , - . pX,platoon unblocked 0.88 - • vC1,stage 1 cont vol Y.L-2:sta 2'ContV01.:%.,.:. a -'+-a^xM:+.. �s =,tarn:,•=YK;ry't-,,;. :.a.:: -t�...rwF.s::•: .�.9m.'."7•"s•"y�!-..;>*r<' 4e - • r..`_34 m"100 vCu,unblocked vol 2134 1006 1006 VD,2 stage(s VD,2 stage(s) se3.5 ;_ - .2:2 - ;-' 'ar .•n'.,;w::_cm. -Y '�atT:. v.;.....� -.czn`--m_,...e„ ..w.�4g. �.<..Rrz>.r:?'.;.'- p0 queue free% 94 100 99 vehtn):,: 4£S': "295e.a6m7:.v 'E'°AYS :,•r,?yr.cs..m�is"- r_ 'a�.. _mpa,v9 j,4 .,'t..m95?. �Z, - QKeG4Qtt�,Le1L>.Q. - _ :>r8.:thy:.PM37-:'mSB��='�`.+�.s,' <'s"$`-`.�-."r3:::Y:#..a�83':iki.�'_'-..Y,`s':'a.'�:_�i'1r_^--.'__• ....xar.'r;-a=="�:-ve4^'7'rt.,.,cM:>''y�.t,..a' e^_ �;:5 L =.s•.a.c.>:_.6..._c.,...-.:- mw'1c ....e3�i}".avam +�a=:i6`�-,�u.kxms•YCrh-x.. '.;�::.-"_rc' a�.� q Volume Left 3 5 0 1 _.. .._-: ..« : . ,-...»aumd'`.-._ e..umu• o�=sc5�:'.ir,'SY . . ''..r:«+r r ::i,:}... a"� t..::a. _:- -:'iv .r r.:aie.:r._'.z.mL:.s'*< cSH 48 697 1700 Yolume3oa 'cdyi,.i�.SY�i.006t;<;0:07 y�•:0:59„',�.:” •%°u.:.:, "-��:..,..' s ',. -'"x.�.-"'.x' w ; •s.;;..- Queue Length 95th(11) 4 1 0 Lane LOS F A A,.,..-.� x...;:34.,_ .5��.. RNW_' ±..yw,:;.tw•amnr:.}T.. -.''^n.'_ - . "2b'4.v:.'x. pproachlDea_s' 84.;:.,;=�0.2's•^ 0:0-.__-..-�.>.,.s�� e t: :- ., .. ._., .: .i'_=, �s-__,•-'c..;._.�.-,.-x Approach LOS F interseii:",. _'Summar3r':�, ::• r"ti xr- Average Delay 0.2 :aret, i• niers ibn:Ca Utiliiationa�,,;;,r^ 63.7%': ,.ICli Level of.Ser�ice� - ��� B ""'- - PacitY= :tea .emir: ..z: s_..�-.:.is'Y^.y.':5.+;£ Analysis Period(mm) 15 -.tet,:-:r? �..•��;;-3:�- 'J a.�'3LiYm?b.x.+-.: WksS.Y«afiibi:6'.rStwMt3_L:.�.6� :.{¢�iZi'vt'.w.�+.-tet.:_a,_,at. a$x�_. 2011 No Build Weekday PM peak Baseline Synchro 6 Report VHB,Inc. Pagel i ' HCM Unsignalized Intersection Capacity Analysis 4:Verona Street&Highland Avenue 8/4/2006 ' ko d 1 r .� t/ Rw—efnent'7-...:q'"= -'=SBL SSP-,_TNEL'?'g�NET;zS_WT9nkSWR';=3:._. .>..`"k: ".+x'`7_ . -__;> := z"z:a_`s;;ir'r. .>�„r; "�':'sr#::4" '4 Lane Configurations {•j. Free Free` ;"�'f^„^,.4,r.-��_R..:...w-,:;.;,:;_.:.-i&&:^m^.�:�:vy.::=.__ ,�:�:•«,;�>�..;x,,,,,..y. Grad ' ,N@u 0% 0% 0% _ Volume(veh/h)..'.;e::k,.,..'.: ':,;0�a_.„:s..1 =6.'�...,'�Ot`1555:i'"." ` :.u.w,....'..�• ."�.p..,��_ ....-rw':. ,'y.,, --.r� �:..,.._..,... 0.c_...,-.._,......a°�Jm un.:r:...:•r".b.._.,..:w.a.�:��- :.'f`�:'.,..zv.:•r- ..-..^'�:'i Peak Hour Factor_ 092 0.92 0.92 0.92 0.92_ 0.92 _ Houilyflowiabe(vPh)�", . ..O :,af�iT °� :.y 1690 :1:"= v"., '- °`^ _ ., _. n: ..,:..,�. ..v...� .,,.,ir Pedestrians zar# � '-'..'.w;.'.. y.": ? ._.-""....= `si-;a:i',.:"w'Y.: ii'..z. .( ) AFw.Y"nom+.'..M:✓ 'i.-.x..+.. �'S a'w�....rv'a� �-n:gMti.t'.�.v.L'S" •• 4w.J&. Walking Speed(fUsfils) y+�:;.-;Yo4'.".': Rightto Right tum flare(veh) 'None,;;;xP.•;' :`_ ' �a*:..La''o.', id. .t:A'(.i.� xs,SHS::. 2:...' t.�-. -ma.::'7.° an '-s ,: .i..cc..e3• ,.z.: w'-d`...'' :'T}-":_ a.�`'§j :eT.+ Median storage veh) Win..•... ,r. *m• vx.: � .�;«:: Ugstieam_s.`ignal(ft):-"� �+' ' - �,", .'�. a`>?':_- 7'',..`,: '�.+�� n=� :`..�`''"'..,e..'' _„�i::L£:x.3d:.��a.a.1Ai ��.Z'dr �•'.at�.Lt.^.2s.S pX,platoon unblocked .,.,.vC,.conflicting volume=% tti91'""8461691 >a""f"'r_-r.=- >,:w .=n.=* : --'_-'":':`?"s- Fc:':^--^-� •-t '�IT vCI,sSttage 1 conf _ - .:r-„- ....__'_-max^*.:... m,' ,"-E�'ma,.,�,s'._ , m:' ^'._,_ vG2,sta e.2 conf voles. . �: . . .+t"�Sx':>.r•� ;-�_ r:=:::=. " '1Rn�a g`�- w�.�'r�.a--.-.-.,.. ., vCu,unblocked vol 7691 846 1691 tG,�si'ngle,(s)'"="` �{�::,rx�8.8�8.��.9:,'�;.�5.:.»"ek. .,•<..•;."'_�:' _ ....... �` ���s,,.r..�,�c"T::=: .rr-c-.-,-'�}'?'`"� �a�" ' lC 2 stage(s) p0 queue free / 100 700 700 cM,capacity jvehfi).=86..j `3.,t0, 382 • )ire(.Ytbn;lane# -.+fS= '56:1'sSW4T':?>SW 2;:•'s;LL. -' •3<�+. ,Yaa- ::t:.u+a'%->T�g'S�` - - - V . __4 Volume Left 0 0 0 _. Volume.Rigfit : ' ';'y;a `= . �W:;�,i1y ..µ '� a�: Mad.���."�'•�_�v;.,-�,�ld>.'g�:s;.�'. �tt:s-:-wait a.� "�:.�_; ' cSH 310 1700 1700 Volume;to Ca-PachY.:<:�t�.::: Queue Length 95th(ft) 0 0 0 Conerol`DelaY,`.(SJ.c;::..::1:�16`7 :0-•7�r,"0.0 '�!i_=s,r_ 'v�:r' •z�..� ._,.,:_'r..,,...< __ :;s. � ,•.. f-, - •.>+�..�.;:} `• ' :.r,�':„.i'`.':'::.--w.-.ic .. ,«:.w ca6sr^ iG<,r><°:,•..:rf<' a_` Lane LOS O ^ t�.n _.09._... '::5:•:fi!i:: -:::__::':sG`a32e_ma. ,_3:;:aai'c`d:: :::ero: w-�$e_i .`.., - - ...au,' °.rx-.s •:*_:'. '.µ.' Approach LOS C Intersection'Summ °";-.. a• :•.'"_� aN:ri.''a.i. rs..__�_•^£<"__F=m:''1'•'_�-{*k'i' �aa.:- _�z.:=-i"`__ _ �aC4�°'-`v#r'�-'- fi -: > ,1''f=::- ! Average Delay 0.0 Iniersecuon.Capacrty Utiliza_t_io_r%�`�"-` 53;0% •' 'ICU L:eJel Analysis .Period (_i ,__..-r _ r�5.._ x=.z ,._,._.— . i�mi-min 4i�.w t'F4H T.:•X'-�i�sNA .L':.vEY",a$Y.` %i.'.n.$c�'+-a Analysis Penod(min) 15 TTc'^vu..v:,•q.*qa.:T.„*. . .y8:. _ ss:isuy ^.:_-,...y.., mcg - ^wPen"..: .a v.3_".,.:..a�a-:' c•:a:wm v.r..rv.:.�.-:$ r 2011 No Build Weekday PM peak Baseline Synchro 6 Report VHS,Inc. Page 8 HCM Unsignalized Intersection Capacity Analysis , 5: northern site drive& Marlborough Road 8/4/2006 4- t t 1 Movement:— '-[a'r^•.. "a'WBI:z._W BRt .MBR SBL S.6,Fac.,�a _`z_'_--..1�'v"P. �`.=e.___`r a-' fi'%.:°.$:.. _. :oC.9' Lane Configurations 4 F b Sign Contiolz,;7.,.. ;`• Sto .'="t'+ _-fee v e. ._,- ..:e�.u.:._._.P.:..�s.«:..:....._._._: Grade 0% 0% 0%� Volumes(vehltr)�'=s'..- '"'�y1���10, '.940,rr•;,'y':�,5';�';`-1 "s$45-"'` -, _ -,� �'�... ,.�___e - '�.�."�._.,..w'.•' ..�f+ �:,� , Peak Hour Factor 0.69 0.69 0.96 0.96 0.84 0.84 Hourlyfiow_rate(vph)'��x.,.�.t ,---14. Pedestrians L'ane'Wldth .. ..s. . .,. 'xiv ^�'�';,F.= '`' :�=i_:,'`a`�'g- '.��Tsi�� • -_ ::�1§s+.�+�:s:::r'-'•��nva�.n:':, Walking Speed(f/s) -- :t It'sn � �'JJW+AI:.ay,ea� 3lt.vw,r.£r"s�' .•_ •�• •- Right turn flare(veh) ...�. tics :�....- Median type None Median storage a veh) .... pX,platoon unblocked 0.89 0-89 0.89 vC�conflid[in "voltime-. 19 �`982:,•:'�>-_.,.r:,�»�_3„�.984�: - "=•*. . r:,w..:y-.�:..,,.�..,�:f..wY=�,'�.`4T"^_.r"-__�.._.. .,�n. .. vC1 stage 1 cont vol ' vC2-stage 2 conf vol':•.'.-.., ( r�a�'��' .�'4.�...!-`�=+`�'�x',,� ,,.....,.,».,'�}%"f ha:�.«: :,..... ''. ri�v»•+_ri"`^':�:-. vCu,unblocked vol 2113 980 982 _ ?.'" `_ "'®ssx�'"�;F.,._ :- 4:1 :. ..x.scrq_�- .:......-ai - tC,2 stage(s) ' tF—�s�:x�.....s ^*x'--:_;:3:5"' 3.3. ;: ",�:.; n^::,qx:....:.2 p: r:.a x.•i `,;-.-"'.. � �.:. -. .x:sr:'k°:d'�^.y,="=. ._...:.v�'rv!'!:•<"xm�:,as1' f ?-:' _ ','e•Y.,.a.w:a... ::_: .:._:,.:._.. - _:..a,.�. s. - : ='„'av»»w'sa:' as__. a*8:;ar=:.:.a p0 queue free% _ 97 95 1.00 cM caP_acl�l'{vef✓h)ia -- -:.50 �2.??- 5� .b :. %:X,� 632.. -"xw" .... .._ m�.,yfia�r' ri�.a erection,Lane-R3ii;;r:.-'-W6<t.ai 4.2 100?t1. - __:==� _'" �::,"_:�s7t ',:.: .- �.ar`: .Ls...,_":�' ` . - —11tj Volume Left 1 0 0 1 _ - _ .... r . '_. _ _ �..:.-......�:_ _._.i2 '1�:.s.:.:-:' .2`�.+it,,. 1.4g�;_. .5:.. .<:g; �_:: � ,� .._.z:- .: t.•_-c- . ._. ..:s;.'" �h:�4:;-r`�.an:::'�.ah,a +.o,.:ve:�'. �"f�q. t'1...>fi'.,•la: 'f' em-:...:.s^4 e11E..v.3h.':.: .':••:. s r cSH 50 272 1700,.{ 632 Vdluine'to Ga Scii-'1�8";n0.03 "0 : :OA5-"�0 58, . - -P=&- :,••'•"'•" `'"�«, �"='^'=;a_ :_:r;^'r P._ Y ... Queue length 95th(N) 2 4 0 0 Control Delay„(s). '78 8 19.0. y,0 0 �'-i):1�t�+'��' '"”' �„ .,_, ,,,,, -�:-�,:3-• sA>' , : _ x,s- .ux . _. ..v�.sa`.§m'P .-+ i..~ :,' 7r,' ..�.x:::'.e'ir.:=. .,x'.�=,_. i»--'.,eoa'8k'•,_ Lane LOS F C A Approach ' "':Delay.(s) `:24:4 '" .".''O.0 " •.c s -. .. ...,.- -_.-- ., ..<.�,_:_ d�?h. _�._.. ,asxC0.1' _ ., .•-:ra•ry-', ':x«i:,;te.:u�'�'r�_'�_ :�rze4 cs ��'���`': Approach LOS C fnterset;UWSuirt Average Delay 0.2 Intersectmn-Capacity UtilizaUOO�„= 59.Sh=;,•,�rnl_C_U Leyel:of,Service--�__ ��.h,,�B;(ix;:"'�'�� "-5_ ®yam_°,ey�y�:;��;�i��� Analysis Period(min) 15 J� ' _ rY .�{;:�:'_. _ ,aisa.+.�k. . sv '. '''�;' Ki ..,. *s"E'+•_.. t�j'.�,,.y v.: aE 4, 1..� - .cr..fir: : -. .��. �:.'.t:Y'+»x@✓k1.:w'Arcn 2011 No Build Weekday PM peak Baseline Synchro 6 Report ' VHB,Inc. Page 10 ' HCM Unsignalized Intersection Capacity Analysis 6: Southern Site Drive&Marlborough Road 8/4/2006 ' Lane Configurations F13 Sign'Contfbl" "'` '" a"'%°SI "..�iY. ..,>. sre:»;:+. Flee-;•^''a ;u.' ..:._r.>- 4 ':�.`" a'a<�++ -�' 1-n! . ., V616me(veh/h) '.:::::.af3a`.:20 `860 �':�' s• .�:.�:"`_;; - � x.:?`to._..: . .. -9'-.:. ."u.,._.•.es::>;...P,.,a_. Peak Hour Factor0.47 0.47 0.96 0.96 0.84 0.84 - - HOuily'Now rale.(vph); .e "'7`43r53' `964`.•" 21 " 6'r1b24= __ -� ..-y . ' . amu. _ ... c: s_»"a...?c.^..._ "' �..3. 1�.__ _ S.:YM,a..n,.. „[-.ntTr t Pedestnans Lane Wrdtfi(ft)t. n •�a _i -^y^ .�,.,y,�.ys-_.+.�,,..,..,.,r�:` w�..�.<�� 7-"�,.n°.>e.r,7, _„y.; ,�,, µ Walking Speed(ft/s) u:s::,,,.t.,:ac's.::......:....".. :...•tt ee ..x:::w'.�n'�u„Pc«- :,..:,,.xL.,. $.':.:�.:.. .+.. .,. -sd:�. Right tum flare(veh) NI'ediantype 2i.sw''Y:-iw„i1- mai:'aa'EAV�tac,ur'A'.ir:uF_x�•''4•a:Pr: ..i�:.:T s._:.r '?s, :. i}:c'.'..':.:� ':.«c:�.r.. r Y Median storage veh) Ut7eadt si ria!'fN);;® rk,. „_,.,�;,,.;�f,--��.tG8-�`�='='�,- '�<o-x<• ",,{,:,,:,,��::.� ,-..'�„...xk:ts:�- .s-�,», Ps g :s �. `'-" a = aa'i'. ;s :: s °x __ '._-?rwls.6,.^m`..tr<•;:.-_"„�-z pX,platoon unblocked 0.88 0.88 0.88 vCrcbnf6cttit volume PtO""""974 __.�'_z-"-;, �� �" 984'• ==4 'a --- `t';. + `• k". "'. "�"3-°�'On4"• _ _ - a'o-:' ... . .t.'.'-;szr®`h�`�w. :.<..:TN. S't�u"W'.S..�Gn vC1,stage 1 cont vol ;}~. vO2{sta"e2 cronf woh- '^i " vCu,unblocked voles... •;.v : ,1,.i.:. 82 ..._r: vCu,unblocked vol 2149 970 982 . .:: .-,...rs,n. ....,-_c....:.:.r.Gx...a=:.'"_ i_,s_`aw:;.'.'ita','+f.•.:.'•.i:a.: ilroa:'bt„-:.:: ; ;�r:..ztar:.�zEti ';:.,Zd 4.'. >. __ tF'(s1C,2 stage(s) ,.�—_ 2 «..._ >.,._...;_... - .�_ _w. ..•.. _ _.__:-_ ' `4'. J:t S::e":is:.--A>ER k..a�,�.£:w,,�+ •�•�w. .:.� -,r.;,_-. +'^'��t� )�:..�".�-Rte...r , s:5` .:3 3:a�._ _ ... 2.._ :, :•a _ a3`i^"r�it9T H zt'�:;ee.,wa-:.F: _ ;=,':�2'2 p0 queue free% 9 80 99 cM c vett/h'.."`y" 47: a '272-=8°°7 ,-.a'"-,,r.-625 - _ •a°a�. »,:��_..�q-.��: a.._"..: .-; Volume Left 43 0 6 s .::?,� :'-+: .'x 6441t. xb5w"aK `' 3;:'`-'; .s,,,amarc�. - -.eau ,:n,... ...7"_E cSH � 87 1700 625 : Volutneto Ca acd - '1.-1 tP'-0.58' 001 "'^"�,?"s"' a-_ _"_"*'?"?""-Vic"«----'n* ".+ °'x_x=+y4;,s..4rg•. Qu_ P.. Queue length 95th (ft) 165 0 1 Control'Dela s4`z' 218.2`r` 0:0 aiitr.S..w�'` -�' i - �: .._::,<�..<•w,.p,�ss••�„vr ""z<.. Lane LOS F A ,�.�...,� �;;;�'1« � .a:..�ay..u-.u::,,�x•.v...,. Approach Detay(s} O:U .�: .`v,.:���_.=•�„'�..,e:a'''':" r.ni: ::a® 'fie`' .. .' S._ .,.a-..+:.;,uvt.+. :�`._.''.w: Approach LOS �F htleisecOon SuffimanL«% t+>:? -J-:<:3^7=,�; Average Delay 10.0 ' tntersect q4 c Utilization,+” 9% _'c'.`�ICU Level of Service��E "'� B j""'°"'"'�'r"'e"°'`"'"•` . !t1:._ is$.n "F .f xot ''' - - _s; Analysis Penod(min) 15 4u-:, .•va;� +�sr wry' - �'a.t ca ygw ry _ r.;... �,...� :1 5 1?a,�'v, raga' .,sxxa -,.q:.nvq -t +k• « Eb,:-.vi:., 2011 No Build Weekday PM peak Baseline Synchro 6 Report VHB,Inc. Page 12 Lanes,Volumes,Timings ' 1: Marlborough Road&Highland Avenue 8/4/2006 1-0 L:ar1e" +�-<:+:CYii�g:"'_-fuEt'®",$ET'=xSER�.`.NWI•-�'NWT_�NWR=�sNELx-:NEi`�"`,idEit�"SWL�=S1�. `..t�r.R'..'n '*�-:'.:s: t•;;�; ?,"=�Iw Lane Configurations tf - . 1900:Iy7900� -t�Ox:,�t-90Q>..,;1900��_t900_;1900r'_,,,;,_1900,-�1900'_':_-�. Lane Width(ft) 12 12 12 12 12 12 12 12 12 12 72 12 ' % -- ,'"" ' 'a'"✓0/ ,t - r : OI -` _ : �:0/ �s�s,`.... ..`max`_''':a..•t� _ .:r�' Storage Length(ft) 0 75 250 250 0 0 150 _ 150 } Storage lines:;"`: Y' Total Lost Time(s) 4.0 4.0� 4.0 X4.0 �4.0 4.0 4-0 40 4.0 4.0 4.0 4.0 h m leading,4et�ector=(ft)" 'T..' ��"r�':-•x"50=sz-.: 50`.t'!�50�s:�.:'50�. -.t:-�5.���} »i50__�:��_'' ,55U:X.,.»�-`5U:'=_`:`�-:':-�v50��.. -'�' :�_3 :1n�= Trading Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Tummg peed(rhph}�zss2t5' - 9a... t =n .9'x"" .tb r 9 75 -�.- �' Flight Tum on Red Yes Yes G Yes Yes _ Linkspeetfm-"5i "..;�, ,wt... k: .w•e:.ir. r .>�`- _%^"°0`.=r-a - _ ; _a ..._.__ ._ Link Distance(ft) 127 638 899 502 _ �r8VC1Tu.me:(s) '''u `'' fi14 5 - r, ��-w. '20.4 Volume(vph) v 115 X220 400 300 240 X115 485 655 420 180 910 210 �_m._�- _F°-`X'2:' .:.. -vn ..: G -c,._ •'. .. j.'tTf.,rv-"»''b9Ln'N{X.' ow`+rill::_2.tL.�:'.b:.]tr.-bw�"du5.i4 ....w__::,M'::: S:." Confl.Bikes(#/hr) _ Growth Factor 100% 100% 100% 100%-� 100% 100% 100% 100% 100% 100% 100% 100 Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 .._.,. v .:u .. ... . -..... sem_:. _P: -. .,. Mid-Block 1%) 0 0/ 0% 'a 0/ 4ane ,Fbw�(y'pfif- rol. ''�w.476"_. ._.�,__ -- ' ._.iµ n.-- ;27,9.1.'.?290,:.:.`. 121_-=.'S0 '`��...82 `.:-938. :z':Y?:89,";."X958;"::."21;,;,�..,_:+�': .v''T: Turn Type custom custom Split custom Prot Perm Prot Perm _ Protected-P3�`..:r3 est: "S-L-m.2-44 Permitted Phases 4 14 3 6 2 Detector.Phases ,R Minimum Initial(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 _1.102- ?:?.p. _,1i1M0 "-411,,O.:.i''-t.10':�41:Oze==7.tA Total Split(s) 220 22.0 220 17.0 170 170 330 480 480 130 280 280 Totals rt Pl -._ _ - (_), "*f _,220/'220% 220°/ 17bl-77 U%:770°/.330°{ :480/ G480%'3i130.a '2811°6*:28 Yellow Time(s) 4.0 40 4.0 4.0 4.0 4.0 4.6 -416 4.0 4.0 4.0 4.0 &ITe��Time s)"._F;: c'4.3 t'.0_�: f:0.= t;Q:;� '4'.0' , . O :.]:1. k't7 D::0<'S 1:0`:'-<_T:O :fii0. ;`1:0::'> `1.O :7i1.* = :Ez-7--, :. Lead/Lag Lag Lag Lag lead Lead Lead Lead Lead Lead Lag Lag Lag Lead�l:agOptiinfie2- '�.YRs. Yeses Yes Yes-" Y,2s Yes _-_YesUN Yes;,"-,YeYe`sp„k„ Recall Mode None None None None None None None Min Min None Min Min _ Control Delay �- 150.5 19.6 182.4 183.0 11.4 70.3 54.6 7.7 29.5 104.4 14.9 ' Og._0.0- ry00� `00- 09,* .. 0;0 0 `x'` = O00 ; Total Delay _ _ _ _ _ 150.5 196 182.4 183.0 11.4 70.3 54.6 7.7 29.5 104.4 14.9__ 6 -309_:. :,.192;n"235 _-245;'_'_:0'."_: "F'�'4-:i•'. -•--�.N"-_r�- Queue Length 95th(ft) w #446 260 9405 #415 51 #527 267 75 168 #497 1-- Intemal.Lin-'ICDist(ft) :.. :- :47: .f � SSg _ •u. _ =;319= {^ _.:: ".4221"-_"" '-':'•_:z-.,`:,- __ Tum Bay Length(ft) 75 250 250 _ 750 _ s0 ' _. _ Base Caciiy(vpfi):- »x .-,ir4334 "833,:"22.3 -Slflrv. 2811 854M�571_ .-$58, X49Ant Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 $ptllbaok C9_k �0- 0i __'6� ,.:q0r Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced,v/c Ratio �±�„5;,- 119�t- 057x. f.25 ,,;1 26 . 038 0.97,; "A 53 - O5,iOw33t t, 44ffi }nf6�f58Cllbit:S> 1i13ryy- Sflh^'s y ..e .� v✓«. _,te - -c,k t 'MRSq-e -„C - ?=_-?'az co-„„,: 'y-"' .t`f-X' Area Type ' - - Other «-�-� F : _ u -.T a. �- t 1, , Cycle Length 100 Natural Cycle: 110 - Control Type.Actuated-1.*oorclinateA Volume exceeds capacity,queue is theoretically mhnrte Queue shown(s maximum after iwo cycles If 95th percentile volume exceeds capacity,queue may be longer. .... -7- Splits _-A shown ig maxiiqum after.tvdo c cies. - a:.. .>:... . _ _ .. - .. ....Y Splits and Phases: 1:Marlborough Road&Highland Avenue , �r a IgJ mt m2 ImoN m3 m4 05:I::S'':�tY:s'•C p,�z z 2a.8"xi.x:'� .?':_��' 2011 No Build Saturday Midday peak Baseline Synchro 6 Report ' VHB,Inc. Pagel HCM Signalized Intersection Capacity Analysis 1: Marlborouqh Road&Highland Avenue 8/4/2006 NWT-rNWRq,NELnNETNEfi'.trSWL-rSWT-7S k Lane Configurations I, Vi tt r "i tt r Ideal F@�ifypl) 1 gooAM (f- -I gl ' T-§6-0-�'fi'p'b-id' 1-96b f Oj 0601-- o Total Lost time(s) 4�O 4.0 4.0 44o .G 4.64.0 4.6 4.0 0- 4 1 Z Lane Util.'Fa-' ctorig.- . 0.L5 '00 100 1-00r 0.95 1-0i)�5 Fn 1.00 0.85 1.00 1.00 0.85_ 1.00 1.00 0.85 1.00 1.00 0.85 Z=�LIP07'4-q-_ "! 1.b0a0:95w_?7.iqsioo Said-Flow(prof) 1856 1615 1715 1778 1615 1787 3574 1546 1787 3574 1615 PttPemaed ZQW=.-j-0T t -' §5 ..Z 0_04Z W71 A Said.Flow(perm) 1856 1615 1715 1778 1615 1787 3574 1599 1787 3574 1615 ME 'P� �?N �g�Lo' _W Ou _7 X Peak -hour factor,PHF 0.84 0.84 0.84 0.95 0.95 0.95 0.96 0.96 0.96 0-95 095 0.95 RTOR Reduction(vph) 0 0 10 0 0 105 0 0 346 0 0 110 gEe 7q-r .6ZipjFlow(v- pfirM- jr Heavy Vehicles 0% 1% 0% 0% 1% 0% 1% 1% 1% _1% 1% 0% Prri�Prot:.t,- ik,4PLot- Protected Phases 4 4 4 3 3 3 1 6 5 2 7,3�_ _tt��Z'Z Actuated Green,G(s) 17.0 45.0 12.0 12.0 12.0 28.0 20.1 20.1 30.9 23.0 23.0 Actuated g/C Ratio 0.180.47 0.13 0.13 0.13 0.29 0.21 0.21 032 0.24 0.24 Vehicle Extension_(s) 2.0 2.0 2.0 2-0 2.0 2.0 2.0 2.0 2.0 2.0 20 v/s Ratio Prot cO.22 0.10 0.16 c0 16 0-01 c0 28 0.19 0.11 CO.27 v/c Ratio 1.19 0.57 1-25 1.26 0.07 0.97 0.90 0.27 0.33 1.12 0.29 Progression Facto, 1,00 1,00 1,00 1,00 1,01) 1-00 go ,Oo ,00 ,00 1.00 132 Delay(s) 154.2 197 188.0 188.7 38.3 67.9 52.5 W.2 26.1 106.0 31.2 C Approach Delay(s) 81.0 162.0 52.1 44 82.8 4pfO7a@ijLS HCM HCM Volume to Capacity ratio 1.11 160 Intersection Capacity Utilization 97.9% ICU Level of Service F c Critical Lane Group 2011 No Build Saturday Midday peak Baseline Synchro 6 Report VHB,Inc. Page 2 HCM Unsignalized Intersection Capacity Analysis t 2:Greenlawn Avenue&Marlborough Road 8/4/2006 - - - Mowerhent::fr-.-t—<;__-;.¢;,WBL:�WBR.�.-_NBT N "" .SBL,�_567:#;i< ,�-.`__-•�- e... _- _-m" •� + �e9 Lane Configurations f. - .rte -Fa«-a_ }� c -� -.-•�,-- -- Sign:Control:_;.,,'?.�_;.-:^.na',StoP.:e::. ._ �...Free. -,. ...., ..,_.,,.Free- ,r.�.. . . ..: ._. ...':::� ..._. �- ''�: +fes-�: .�.. :.-6a:✓.. .: x:t:x... - _ ate:..: _ ...ss... : ...:.a.r� -:- Grade 0% 0% 70%_ '>S;s:+.-700_. .:.�..i = -�•.`°rf"`-' _ __ - - :+r.w,?.r�_ :.fir;:.;r�-••mss�t ,... _..s'a._ Peak Hoourur 0.8 Factor 0.75 0.75 0.91 0.91 0.89 0.89 Houflow: _rate;v h =�,�•7:; .�. 0-t�1016.,,•, - 7-7 - Pedestrians �.U.w -W:ia�`�.�:3 ',t Walking Speed(Ill _ PeibeM&oclia9? z+�};;,"- Yw....,.. L:;:� P»s t.:r..t: .Wec Right turn flare(van) ::�pU., �..-gyp.....,....-:.._.,,_:::.-p .... n-,ws'r:...,»...,. r:,;a,.. _ . .-. . _ "•: -'<^n�,=.M_ :vm3 Median storage veh). evehe<..=..:f�Of183:.:.d UP , streamstgnal(tt}�,:,.:;,r �>; �.-:�:...T�^�'.� =-:t�ir.:���`-'?.;�.. ;;:..i.�:.'m�--:iv:sv�kaa'� ��'�'ds.' --`��""� m��'�;.�, : pX,platoon unblocked 0.89 X0.89 0.89 vC>conftictmg:Sorriie vC1,stage 1 conf vol_ � � r *ir� �+ �+" ; vC2_sta 2 con6vol 'yi:,_-..�s:�':-:: 'Y?"�r,: ._i:r '-+:'r�^m .x..�.-':;s'' ."."::R'? v 90 -.913 ._ a +.:!.=__&::P_--.'z"-�' -'_x =ts-'-,.`u`-'.tE}�r..;a«. 'm`s .n'.v m:.i+.:.:.5::a icvax:2:o.d3 .aau.tua46. :c vCu,unblocked vol 1913 1027x_ 1025 tG,.s.:.ingle t_C.2 stage(s) p0 queue free% 90 100 99 _ c�itcapacgys(veh/h -�„r �g7�.��:2"'"" 59 �'Y^*?+:"�.�.' ..618�',._.,.':i'n`;OT_....,.-. `"� "� .�,Sia :a'�.-,n.r-°x ,.�:�m:,•.rte _ - .� .... .._-._ ..:,,Jea.�...as._._..c•�e'9r_ie.%.uw ..::.. _-. : � . .:. ..... :.fir':-ln L.^. .: _ ... #.�i...aw,x {/olume•7o'taI '���1±�.�"`�7 1'022 792.. ..— _.-.. `:r`L _.—.'_ .- - '�� - - r ' '� �. - -:.tea-s.,x•'� �' V Volume Left 7 0 6 r- tti_.. 9 s«._.`'..7a''�'%a�=,.:.tea-.' u�v'��_i.4e:aed� cSH 67 1700 613 Volume;to�Ca cm.-, O10' ;d'.80;�.0:01� Y,'.....:>.n.-...... � ,.,..s-• ..: �;� , y . :..,.t;. �� - ��r'--°= - --4._'s Queue Length 95th(ft) 8 0 1 Control Delay(s) .v,,,.�?X64 6.�..0 4.-.fl �3 "1"" .-:�a �`3� .,_�e�ir:�.1`.. -.�. '�.:.�'�. .'.`.:.•�».:. ..� :;.x:[.:x:,...:�.x Lane LOS F z A -- P - 4- A .PP Y_..) tx.:.. .:... -- -..a-.....n__-_,:.,.:,.sem.::•: _......,.-.�:.i ;�a::.:::::i;:tis,a: ;�-''-si; .. ,x...:..,; i.:, .._:�::..i':.:.aw.-: .a`.:tt Approach LOS -' F"-��'." nerSQCtleri''l{tYimary.�..,- :�.�:-r�xr--_'a��..a ._s.as"�'.�:s`�"'"_ ....�., _._=..�'-'., ..,`°�-•:r_-��� {> 3:=:E_"�:an" :-'."'.� Average Delay 0.4 Intersecion;Ca aci ;Utilization ` ' 59w0%. ICU-Level o(: - ` ` "" ' --� ''!$ +"'"" ":"".'t`--'��' "`:""T�f^'�s.'';'v p H '. r�T Sernce m .$?..w�n&,.o.=.�- s Analysis Period(min) 15 i-�"�.'i 2011 No Build Saturday Midday peak Baseline Synchro 6 Report ' VHB,Inc. Page 4 HCM Unsignalized Intersection Capacity Analysis 3: Orleans Avenue&Marlborough Road 11[712006 Movement Lane Configurations !�,�n co-rit,,76M. Grade 0% 0% 0% ly714rET—tRt)'rar� r - I — ." Peak Hour Factor 0.44 0." 0.91 0.91 0.89 0.89 1605�ZW68- 77 Pedestrians Wane W1dthj(ft)_;;t;., Walking Speed(ft/s) Right turn flare(veh) Medianjype , e' Median storage veh) pX,platoon unblocked 0.88 7�0- volume vC1,stage I cent vol YMJ 'i= .214 N vCu,unblocked vol 1929 798 798 Im I�1 �2= 21"MaIMP KINK@==7'3a�— IC,2 stage(a) PO queue free% 93 97 99 EE r tc#a!�La r t 07-*10 Wff. Bi ffl, t4j B-,L+76 B-1' W -Vq;; 7wa,--T%,�74 Polume Total.. Volume Left 5 5 0 cSH 159 833 n 1700 Lwa ty�q 10 gwm ---2 'L mg, &--- Queue Length 95th(ft) 8 0 0 Lane LOS D A X.+e ;�- -� Approach LOS D Intersection Surriaratty 4�& -qC4. Average Delay 0.4 fnitkr iaEt0TC-W- -U,14a '7=�EFQ:7-r cifil �(�n 4S;Zjq�ry Analysis Period(min) 15 2011 No Build Saturday Midday peak Baseline Synchro 6 Report VHB,Inc. Page 1 HCM Unsignalized Intersection Capacity Analysis 4: Verona Street&Hiqhland Avenue 8/4/2006 1 b , : . ! ,NEL Lane Configurations Signn Contiol K,. '�'¢ .`;soP�� -.`.i.':..o-..>.-: Free�"Free .xy:,?� ...:,. ...' S�v`.•''s.w- -t>_.�=':._cx.•, n<_ - =.i Grade 0% 0% .a o6/.,- ' '0 - i 1295 `t ._w�' �.:�.... k:rr.- -s.u�_- Peak Hour Factor 025 _0 25 0.92 092 0.98 0.98 _ FMurly':flow7ate_(vph . m:R-O-,._-;20.r:. .r0y :0�....1321-'?fxt?'.t '.x,..-,..>,v< _; =_s= :..-,.,,,. .�..�.7y:.�. ,.... ,....,,e., w.y Pedestrians Lzne;;fJid[h(k),�s""", ._�,t�.�:=��:.i; ;�:v-a;.:,.o.: s'a,:, �.. ,ki:a?:= _><_...m,�:?st.. �.:�"' ... . ns-�a`..';_;~w�,:,t.:3'�m:;.-`mac:.."�'•,� Walking Speed(f/s) � Percent Bbckage'�' � - - "' . .. . ,:.. 4n_:_ � ,r'....a:.. :.:�.- .. -..i:, ..;: e.� c �F. 3'c Li°.. $P _„��.. .4 _ ''' , i....: �.. Right tum flare(veh) Medan, e a :,:= None-.::z•- °'_.,�`: : : x y s_Y,� r�.H_`,'�-'c'k .-c+n:�. .-. t •�"�:: _Median storage.veh) UpsVeam signal ft ',..s ..::'._'� . , . . -.� � 502'>:�,F e>=�aa�:�:-_ �...�. .,1_;m.c._•-... _s's3€♦��''�` _ _k..�:« � .-rte .:x._.,. .._:;:2:d1a'r�xa'S17s:z.T '.:ia;.a w.v,„: ,{.,.sa.a�- :a�,-,. - :sn "s P"+u:-i. >• pX,platoon unblocked vC:-conflic.ing'vol�Nne-:',7+j�P1322,•iy:.: 661 322:Y: .cx�:eY __.. .=_..;_yrs:.'.. ,.: .' _ . ,.,,4...,,�:„. ..., q,.r:�y.g•:y �.�°OL '%#i.3 '....6Me-+�+ vC1 stage 1 coni vol vCstagRA.2conf.vol�-; :. ¢�.Y.•cs -,... .m,. k..;d+.1r�s. : -4 7.,, vCu,unblocked vof 1322 rvYa 661 1322 tc.�;,,'single;{s)=:: "t,n.'. .� gg ....6.9 :4q_: .._=u .:.+. ::i:1=.:1- ” '^s�'..; a's ""_ ....e:z.:.a:e,ti:v�.r :..a..:_..> •w:'. :. ''.iw`a-_,...,..�-_;'`6[. 'i 1C,2 stage(s) ' J' .:::�;.:i�w3u�5.z-W..�3r'�5:2.2:_.-xc�;�:zt:,::�.sa�'.�'z":`.-:J�s.:::-: �".;:�:;�.�. ..:s"�`.�-:'� 'M1ts•''���"x...� '.:%sia�.t^:is'„', �>�.;:2.:.`+� p0 queue free% 100 95 100 Volume Left 0 0 0 -a-Xu.-- x.-.`aaa#£^ A+--„ rvwa cSH 410 1700 1700 .;.Ca. .,,..:..,— --. yblume�to ,... �. .._-..,,..... :., -. , .-.. P?cilY.:r':�.::3:�0:,05_.,'0.52_��D;26::':i%Sas::.:.:tF'm'.;:�-�.�'..-"<au:.:-.;-z:'..'.: £:i�_i�,.'',�.a=#,£;acda'�'.:u'="��''•;,,:».t:t':�.�`:::�.'.'>.'a+.a.�a�'w�� Queue Length 95th(ft) 4 0 0 Go'n�tr'gl�Dela s -.`_ ,.'z3}=1`4:2 =0_.0, � �OA.""„tay..- ry:°�a��.a?d;�r,�^:„5�-T;".=�! c�'�cq�:^y�'.m.+s��-.-.a,...:-...r..=.-;:•.:-"r._:_.wa-,--:, � iis:Y•.Bu_ :N:.._-v.a:a.Ctw-:�.:.-., sr:.w-.ma�+'i,F: � "�iL'' en..-:.zi:a dsl;. no-a..rn=.SLI.: .7.:".*•..i.::.»Y .a_i-Ja Lane LOS B �P.Proach D�u(s�''e.'�+���:4:2 Approach LOS B Average Delay 0.2 ..,-.-o--�, _ _•ar.t;aa..�w..,n .�r_... . .;,F�,.a..F.-ax� ,.�,._.�q. _.�..,.: .:,q.:p. �iRerse'clionapa Utthzation;': - '458h ICU.Lev-el;of Seifnce,,, At� '� - , Analysis Peno ( ty tl(min) ,. 15 a::i `;:.5, ,..s4� .,... :, ' " --_{.. . Tm*x-x?a,v_y--- ,.... t•> m zazs r=^ fi °".�—:,,. 2011 No Build Saturday Midday peak Baseline Synchro 6 Report ' VHB,Inc. Page 8 HCM Unsignalized Intersection Capacity Analysis 2:Greenlawn Avenue&Marlborouqh Road 6/4/2006 r < < t Lane Configurations Sign Control'.? Stbp; y Free,$ ,»',, ?'_"'";Free, ""4' �°' »-e•� ''-".:; i:,:» "Grade 0% fi'^^"^;Y - - Volume(vetch) 5 5 ';-830U,5 = Peak Hour Factor 0.58 0.58 0.96 0.96 0.84-' 0.84 s Hourly flowyrate(yph).+.�.._.....+9, �.,.9 `:.✓ .LL- S.. :«.....`99f7:- ",-T�=.,..;. -.e......,_._: .; _ '. .z': nr .;:..+roe+:.:: Pedestrians Y Lane NM '" ,�. "�`- _ " -•s: w-+._' Walking Speed(ft/s) Y { ''.., Q.rF^cZv9+"�" " 4::4RLti'- h!R f +:✓F`. S..T__ :-k—a .,�.:c....., „ .. • „:t :,t e» -.., .�:, ®.-�.a c.,s_, r z-.�_; -' ,",..+,ms ..��'-...�.. ": Right tum flare(veh) :'.':'«+ "`_Median storage veh) ,tea� _ za.,:�•y-.._vk+.:.K , ,..t-.�._x. ..,...... 'a>+.ts! __ .` •�::.._;: ::_.:.:-. .. Y+:.,�- `.: :'+4d...6,�....:fre.. : Median.-..__....-.- a-:-,.e�o:az:-a.z�.amr...ac»�•yaw.� ... .�,4... m. pX,platoon unblocked 0.93 0.0.9393 0.93 vCt stage 1 cent vol vC2"sia e:2 conf vol - : '�•:'?yR°Jr"*:` ?u-^^<^p -s= *,+�m{r - r �w ..crus.m.duP-.:.....__�s�sdF.,w�a: vCu,unblocked vol �1836 858 860 5 2 4-j � ,<--e�+M.� ==.mss = am.k•' r�1 c_ ' - �.uhr - T 'U'# fi"•.., ,. «.mss'#.:� tC 2 stage(s) tF s "`�"''t x .n' 3 5- 9.3�" :. Fmc`L'2 a-s '±va •� gym-mr�r .+snw�n4 ��'�^':+.,xr� s+,w� pot queue free / 89 97 100 cM-ccrtyapa _�._. -- - .:# VolumeX17a_7o 972 Volume Left 9 0 1 Volume Ri9ht�-'':�a;.�adit6a'�:,:9-x.:�.w5.,rti'�`p;;T,,,.".`��•,• '%-' .:.-�s '`-�,�,u::�.�,,:'..=<��`-� s��z:'�.®m:as`="r=5 'k.x"�'xrz=". cSH 127, 27 1700 737 -c, Volume to,Capactty <.D 14'i'OS1,,,,UOOi. - Queue Length 95th(fl) 11 0 0 Lane LOS E _ A ?PPioach�Delay(s)'-�"°'37Ail0�0 'y`':E}b`:,..-�..;- ...W::. ,Pf, ..,,{.�.,�,_r ,=q_. i .,. _-_ -..+..-�•�':-.:.- = . Approach LOS •+�:"- E -C- lntersectiou-SummaiY ..� -_.. . " - H« Average Delay 0.4 _4'.--i�'�L-��a•':�._"9 :. Intergectron Ca c ,utilization,,,;,» �,54:Qh�,,,,��-_=,�1CU.Levef of Service ' '`A Analysis Period(mm) _ 15 "+t se^-ee a-Z 4 rT -4 -^•F v+.e#. - -'SLvr"'n9 r-_ ,a- �v.,Mr,��.. 'o-14W- 2006 'o-m 4Wr r r 2006 Existing Weekday PM peak Baseline Synchro 6 Report VHB,Inc. Page 4 r HCM Unsignalized Intersection Capacity Analysis ' 3:Orleans Avenue& Marlborough Road 11/3/2006 Movemen4'r"�Y==�e�.'.x_.rTv"E@L'-_z'.EtiH"s.::NBL-":`N6T,."SB)~a:+.SBR.�:- _ u..,�, ;:r .:.•t�`-:.#.,w'?gi•..a?::�2',fE�+".:':" .° `_ ;3:� ^.p Lane Configurations _s.__._..«.. , LN.7-.. - :ayr• ..mom .a? ..w1/...,.. _ Sign ConfroPg. .,,: .,: '. �Slop� :.-. .. •' :Free`' Freer;.__ sr ..' ,f.F:. Grade .. ..._ .. -_oi .<.,_,. .. ...m,.. -0% 0% Volume'(vet;/h)r .;d, .:�:�1p3: :a'•,�5,a+,x:83077 0 a'�.;. ":�. Peak Hour Factor 0.75 0.75 0.96 0.96 0.84 0.84 -865'_.;917, 15-" Pedestrians �- Carte:Wrdth.(tt).: � .•:•..=..... ::.•:.,.. __ ',s` ::„..>..,._�:.ay ��x�,�_ -,-_,-�:p. -,=�. ' - ;.t�,...n .... _ ._e” `.c.:...,+:...r � ,�_,„a.is t' . :�<<. :. ..c3".":e - :t:::.:z._ az...i'��La. "ee !;:a:•.: :.},.. ........,.,..,... ;A3.': Walking Speed(fUs) PerceriL6locka e; :';. ..,,:.,:c_ �^•:.,z..u..a,w,�..�.:,:' - ,,;w:"_.a°_ -na is'r,,'"s- '."- 5 `s."�,,...n.•�*,�_.,•n�+,,sa,; - g "ta:...- iv .. ,.`.' 5.d'k:,. - `.'•. ' ^.:lk: Right tum flare(veh) . .. v,:raa«,.,ma'sss3'u:s'1 ;::"v�` +_..:..at�:re ,. .�.,xivttm.n•.r:`a:::„ - ... Median storage veh) il{isVeam;sigrial,(n), :`' ;. :. 237.5°3'L ': .a�.4X':;S.cwu"...:..rrsJ ,� wcerrr-uu":ta•..h'�9�ars ;:;, . �::: :E.. +: pX,platoon unblocked 0.89 •_ VC;-c'onflisting;volume':•��;17922.,•'-:'gM1 1-77 -P vC1,stage 1 cont vol ' �:sfage��2.corii_vo�a�-ae:;:`< •"{�,.�.'�``'� " �,-�-� ,•.k_+.. ..<+,•:,�,,,,�: .r�.r�_,„,,,.w.,:k;a', -a;:��.-. -,A:�-�-._,., a „4.�-xGa � vCu,unblocked vol 1885 917 917 -4,1 raa•u.�mwe�w,-...."r:R,.....�.1 x.,,pf .les ....._..u..-._6:4i::w;,6.2.E.. . +aa:i..( wad.-.h.i;6._,. n: s,:9..W'tm',`:' _: ,_.''�,trz'3u:"..V.='i ',;h'�::';`,- .;:u ._ ___ t2 stage(s) lF( +i'4 'rAW�"5'ryga''i'::a::.:.e••:a,.. g)-�w�- •reau:,Su:e::S:,: .=-2_ +!. .`:�.,s£+:d'Ft-•:r�7�,t?CfT�:-�:_rt_g�•.tx• ..,_hr:._,�......`:� .`,���,�`.b�?S za„ , "� pO queue free% 96 100 99 - a.Wy �a p''vedhon:LaneF"w: :=�_ER_t s^.:NB:t'r�^' :Uiv-"*e-,V:1'14.<. ,% ._,Mu-,^ '= -'::`...::-,:y:atm:..=n_$�F.i"r: :�i+`:`w.: <'>Vii' to` -!s' w-',RR;E•,�,._a5z;� Vdlume'Total'�' 3 x 870,- 917' .s.__.S,'AiaSve. Volume Left 3 5 � 0 ._�a4"a.: •. ._ems -.- o ?'C_. ',".;Y.:^.s a_k: _ _ .c.e,:•,• r ==.Z.— c V,otume .,;. .. z,, �.a.:..,. ';sai• F.a......_....,.;a:m�.t..=Aa;a`::::: iaffi.,;:--•`s,.:,e+».:_. �,"s:' :s:., cSH 70 752 1700 --. .,.,......w.....,,,- ..«�._ T_. �olume.to.Capacdy__t- Queue Length 95th(11) 3 1 0 ._.-. LaneLOS w_.�....�. _ F A�. .. 6p- -.x:,. -'--._•_-_....1. ,.• - —a, "5°p.>.'"�'^:':sw...Rp.B ,, ..,*, Kn• _.- � �.:•c"'T".�'r.•.=. _ roach Dela v=..:-""58:6.,::.0:2_--= 0:0 a._,^.,a" • .. ... . .. .....;.::_-�c4'c`c„=- ,,,-c--.:._. S�'-'�"��=°:::r`”?-•.� r Approach.�.e.Y_(_}.. .._._w..ti - . ra_a3,�'.::.;��..�a;•'.�...-.:•,�:.:..� ,. a:..r."-�... �.;r:.,Z -:K.;a.N:c::�s: '=`i �.:y Approach LOS F t11Le1��t1o17'�U1h111aty?C 'z.iso'��.Er:'.'...a';=:5'S:;=:..-s'f.�=-.v,.__h =�=$ .;�#�5.4.:aY.'��G:'h:=::.2=':�":�L�'- »'6:t•,�t;fi%:t':`-:°?:+ i`T�' `=--�':�`m'T.�`--�" Average Delay 0.2 Intersect)Qn Capacity t)til(ZationY. .'"_=57:7-%"" ::ICUIeVeI"o'f"Se[vices""=r'::'":"'*'.8:..:. Analysis Penod(mm) 75 � ,awvg'�"' -�•• ash- a. ai =aa�-+aea.� ^^;,F....�iw�m'+x" mavn � � . �m- > " „_;�:..cih�ar.ax _._ ..:�.,:..w "ss a.,id7a, ».;: ..,,r.,, _ xax.-.Ki:,dz:k:....,_e.. 3-s-_. . .. .3..-.....d., `�,,,»dr' z-_•.: r 2006 Existing Weekday PM peak Baseline Synchro 6 Report VHB,Inc. Page 1 HCM Unsignalized Intersection Capacity Analysis 4:Verona Street&Highland Avenue 8/4/2006 (w 1 b Movement Lane Configurations iff v.,...-nn._.-. , vn.5.«{ry ... i,�-- num..i:*? Sign�Control - _z- ' Sto - - ..�'.'w"°' _ -S,d.mk: -::.: P;.a,- ::..::.: Free;;'Free.0 -,.-.... ....:. :..:,-..'......:uz.:.• Ma......-_.._...i".cse:�.: tee.-.., a..,:^.: Grade 0% 0% 0% a._...... -.. .. .).wa3x:„:�.at.�:m>:_:',.�=,=,.z..�;:0'}}d_".:-0 1385:,'_; -1;•_'a..s"e"»'a# Peak Hour Factor 0.92 0.92 0.92 0.92 092 0.92 _ Houfty tbw late-(vpli)";" ,� 0" "1 0 +`0 7505 1;'',�,� ....- ` wiz „�."^�y «•=. 0 s."s.�„a t.. , ' "2 �++asc.,. -- a'k - Pedestrians .gyp Lene W{dth..tft)Tut- >s34.xamra .;s.�m,'F:.:'X'`.emw"..�....hi..'•rt,, .a.�...w>'`�a 'r.i 51�. --�.` .»'�s'z`-' - -k”`-''; 4 .f d�P:.'� Walking Speed(fUs) .,._. Ks- PercentBlocka �. -, :.": - .: _.:_:��- _ _fight---- . Right tum flare(veh) Nto§i a `=.` " fV'orie:'ryn. ,.w,7. -; .'7*a';'? :::;' '';,��:.;__- sto .gn veh)s�A..,..+�_ ..._,.-x,.?a, '�' � - . - -r, Median storage veh) UpsVeam�g��..fft).,.«` `-�'�,�`��-m ._ •SOP`z . -�,. _ ...:.. .rte . .-�5- +.�. -,.�.'..:usiv:a•. v.:..,�.��Y; pX,platoon unblocked 'S tN. s,--^._-vamy:^r ...•^...,---^• .,.�a:. •. ^!?4v+.c�.-a�+�-__. :-.Any,nwmwr�-e'r ..n,...- VC Cw+fliotirig�volume""�;,�„:150fi?•�,753:;ASOk= .;,.,,�.�..r..-,.,,,„, ,, ,,,. .,, ;,.'. , t � _,•` ^k.. :•s ' vCt stage 1 conf vol -• - - ,,+ ,- -N�r _ v2s stgea2 vCu,unblocked vol 1506 753 1507 a tC 5mgle(S).'k"'X'a�.=:,,,f:68''r;69� .4':'t:-:. ., ...?, _ srm±�,• "_--,-a _- __._ `-4""a•�3m„:$. �`"� IC,2 stage(s) � �tl- � �:'� •. �_� 1;P: . .� tF;�S):- Asia. �.3'-�Srmwu';33'x�..,?r"2�2 t.'s'.. m" ' .�='-`":3�,e•.... .r»� a'p.3,` _ m"`i« -a5?',ng•".°;'.t p0 queue free% 100 100 100 ,y� C v :-t.t4;--357-.. 450`...: ...._._:,.:...f�az�'s:y�s.:,:--:ems�;, � - - '•,.` �`,r�t^�`�:: .x— m"1,........Lry:(.,,._...): ��:__._ax�_�:.�:�._s.+�,-.�:�-:�-�_ _ •t w., z�:�::3..:i�••�-cu.:r:.k�i¢':z,:... u.. ..:.a,�.. DIdECtign;L•ane#'�F` °a,a--sbB f $W:£-'-SW.2'�.�}':�.:' •�`::-,�»prr-4/k F.iA-' 7�f�yj.'4�.-atm-=�`2-^,:�:R:i�'`F�t -e�t�'§'"�' --'- a�'"s-.r„ser'a', Volume Total. z_`^ ... i 17004 fir__4503`,._ .,•r e � s a, u m. . __ ... a 3 Volume Left 0 0 0 _._._.v—..- _-,.r.m 'y^^_.YI�•E-"v-0M%!+' .-.X:nFeri'.r Yid:.__.-.-�Cnn...w.Y.-Ni,_.: - ,i1�'=KY cSH 357 1700 1700 ^- -ewg ,,.. , .�--.. - o- +•:r`^ n •c <�.s xwaye Volume to Capacity. c;:.0..;. .;;y0:59,�0-30-�,�+ '�• , .�.;`+ � � Fy<�_c_'- s,z.. Queue Length 95th(ft) 0 0 0 _ Lane LOS C _ ___ App�... ._. .,Y.py„4 4 -^. �'2 M+„Y:IL 4rvv..Vy.wmu®m...,y. :uy.u,N•vc�i_:'�':.'.. _ ` TYk-s_ roach `-ui,_0:0 '"7:.',-"—'-�� :>=:•=...z-. ._-...�-'-'---- �-a�t�:;',,: '�.. �`"' R�-�c_`1'ms'� ;ii5.���• Approach LOS C Intersection SumrriarV .}'.:a�:._:::�-y...,,.. szz.'r 'yr;. r- «-:z"-! .�:3'P.:+ [ ` - - - v; ... Average Delay 0.0 _ I..Yt _ ---- - g '. .'e1n� - L _ o - evel;ot;Seniice;,'-_-., s:::x.*�' =q-'*.a'"' ' -=- er .--_;-::_:=-•.rz.•=sy... .: ..r' .-.:n Analysis Period(mm) 15 'i':a'a„.'a�m�.3w•.,Eids'a2., .. .. ._' _ .-.;.r:...e„•,rs --. 'v' -�',� .., :.._, s� - �” . e, 2006 Existing Weekday PM peak Baseline Synchro 6 Report VHB,Inc. Page 8 HCM Unsignalized Intersection Capacity Analysis ' 5:northern site drive&Marlborough Road 8/4/2006 ,4- t 1 �► 1 yermati 4.�'wiew?R�,WB[Trw—BR:g:=NBTNR '^_SBL.`,$BT,i-'7=. ':5.T.-*.'- "+±::.:ii•L,.,,. ..:=,a�Y"'. __,4.tn,,' :'._. Lane Configurations . �__ .r' _Y=fi�'ti' srvw�..:;�;•,Y'e.s. 4SN`s'++n4wa'?�;hY c�wwKW' - _._ Sign Control ,,,...,J Stop --.,,d' Free,yrs. "' ;.,...Free t3', ,:. ">« ,� ..:-:�;EaP� -.>•..,- �.� - .;¢;:,-;'' X-e Grade o% 0% 0% - Volum2:(V'e, '";-825 .S,a`.,�: :'770:y. :.;' i "�.'.exa:' :':�;;ai,. A4!- 10— Pedestrians `:i Peak Hour Factor 0.69 0.69 0.96 0.96 0.84 0.84 1'a .. '.,: ":! '':;.,:.,:...._. Pedestrians Walking Speed(f/s) Percerrt-Blockage Right tum flare(van) , uga�.; B✓:_.._: }-Ye„'e_, ,.._ '°?M.R; W'_>„= -Y'=s�, 'J:+w.an. . Y. 362 Median storage veh) ._ ':aia ::•-: ...'..:.a'.a:,. _ �..,:.: .::y',.:.'u:a:,;.,a:..'� =:.,;w-:," UQp- st C t11;Slgrla(}- -__~ :'-<`'=_'401,k'R�,{:v s.•."=.'r..}z5 -.,m. x }=rw s, ��--,� xw.�-_s.` �dz:£":,>�•..s.-'+"_ _. _ :�, __A)_' l �"-':Y.S1k _- ,:t•�w,3A+a`-' a.YYS�� .:�i:G.,�a�'w,�+-,'�-"�'_._-u�3.ia±�l6'. -.,�.`-. 'e'sti�.{:.T`.-_. �''wf'.',a� pX,platoon unblocked ,0.91 0.91 0.91 4Gs*WlicvngOume e ?3.78 _ ,l.'X. _862_-:'`- i..t *n- "''a .6 .rdswr`}s�' :. 's'E' +.iK.13Y.a'c`.`•'.;:_k. ,'a �_:::;xTr +za.:'-0aa. vCt stage 1 conf vol " 2stdae'2 .7,cu. ro .ci - ffi9;.�..,::-1;✓,. sei.>. ,".3. r,. ..,aL'ri ...xu.eb' ,. =a-S.�..:ss•t'-• . vCu,unblocked vol 1862 848 851 It »` sin9 1 e{$): !'1,.,.°ssr-'r":::.x; tC,2 stage(s) tau, z; p0 queue free% 98 96 _ 00 e „ 7 C a vehR1—+A-`g"''. :,74:'-t 330" ?::. . 5''�.,,�,'_:-•�> .,g%",�. '"" ,n" ,u _=pie'"""'u � .ro+ 's� r. '1e+1'..0�a�..--�.a..... -z7a>=:-�''a_'-5t#." 78 tat::.. _. .sem.-....a.._'...•r.,=,;e.. Volume Left 1 0 0 1 -0 ,. y":+,.K:1.4'-'®y:',s.5v ,-0:s.: F,„r...- ..�$,_:. _ s-,__ :::A ...cYr �.a •a',+as'+r:-•� - .e 'a:.F: :;a;.-::.> «..c .,`^.S.i. '.;:'.,` .>,..'ts-. .�a ."':.;:..•r'.✓r. :::5.'::.„...4;:rez:l'""'';:�b"L': cSH 74 330 1700 722 Queue Length 95th(ft) 1 3 0 0 n Co�tiol;De'lay�S):.S{�^�TM34,9�.�16A, ..�0,.0.'�.^'4,OA"-�`�" �T'.;�=.T.,-:. .����- ,�.- ,�-•.r� - e -_�:x�_ r .:„was„-mrgg.e.. Lane LOS s F C A's. ".P,.a:,. ".ws: ,::- v..':_ .--.... � _, _,•Ra:a� (+pproach belajr(s)'�':.�:,19.9°;;..v.�-.� 0.0-:'�O.Oi:. -:,r;,. N -.. .. �,.�•�,,, -__w � .,.. $'� - . .: .�..: �.',�,.,sa� -,.+ 1 •. I' - `+'tom ...�:.^'���'�F. "`F - Approach LOS C " ._ ...,�-•-=.•�.' ;-tet '`=z-a-s'b "'a-x. Y 3f_ '^'-t..-rvt •^r--s -a - _., ntetsechort:5uatmaw'.-=:�].v:x :.;a�-r -�,._ � '- a..>•�<d:=4�'4s= m..��-�+u+,�`,� Average belay _ 0.2 bite sectiorf,Ca ci '.Util zzalion';': „ 'S3y7%,; :+Pty. IGU`Leve{o-fySeNice .s . ......v:,�-c....AAnalysis Period(min) =c=G,�Ya�s-a;"::t•.., .,}k�.,w - v:,.;__��,,.',`.,,.'_ ;, ,.-g,�;-x,�:',r�.z?�;{ 15 -- 3 +t �?�y,nn�,. ..-..iK.�c3. 2006 Existing Weekday PM peak Baseline Synchro 6 Report VHB,Inc. Page 10 ' HCM Unsignalized Intersection Capacity Analysis 5: northern site drive&Marlborough Road 8/4/2006 Movement. .rN,a-.•"-tr's.WBL'R--WBR•'_'FNBT. `'NBR;A-SBL,;; SBT U '`�'"""_, -� xi.„z -- :.`-' ,:,.'. '.s.y:.� .rE;,h'-is'^9"'1,59°" >%y Lane Configurations Sign ConVol. ,„ ,,,,,,,,grtop -""yR"Free:;"n„" . Free ` Grade 0/ 0% �0/ r % 'I1 `-20:'01 ,, " 5 - - 5�700 � - -' -"”."a^a". i” �`.'�qy`'.,"'T."'•�'- '�'"., -'Sb _ Asn Peak Hour Factor 0.60 0.60 0.91 0.91 0.89 0.89 Flourfy fbwTale-(VPfi)a`,'- 2=..f... 33, .k-1000 5"": �`�s'6;`"787: U. ' Pedestrians Lav - ne Width WOW Walking Speed(f 1s) Percent Blockage; Right turn flare(van) �P Median sttora .s-.4-,e,.�.-:w«-- �,°"-.ry � ,:� .x__._: o.' ., '--". :,e;.:N,X,::'t„t -»a„a>:+a,.:�.::.:&;••-_^ -�.ss..., ge veh) U 1Lstmam-signal.(ft)',.3- ,ww«-:,�-..G-...�_�.402 ;.: ��:'- .� _ ...�- ,.W „ �.��':-+�• . ..«�». :��:..a:�._',�.;:�n:',� ,_ . .._...._ pX;platoon unblocked 0.88 0.88 0.88 •_ _-__�..___ �,. .^.. vCt,stage 1 cant vol vC2,Stage vCu,unblocked vol 7909 7003 1006 _ tC,2 stage(s) - - tF-(51.3. : p0 queue free% 97 87` 99 cM P.r?eStY �ieCtion�lahe�!-,.�'-r ,,3Nf31.'1�•WB-2�:>N8"1-a--SBl -- ' F3 e.�ed�-!:a^�-"�.1`%'#� '_ -'F:tY �.;✓3;t'.-f.`C,:': ,4_+�-7„'=1r 1;iAs,i'�YiY "�e�.,� VVa01 Otela as .G 2 -33: - :-1005; 792w Volume Left 2 a 0 _0 6 ..-. ..,�.-v,:w`.n.d:.s0'i`s:_33�:. 5i:��?�t�.y.�: �-�.'�-n�•.'1?�K�i-�':: ?my,::�'�...,.a�...,>:�t�. -:s -zv.� �'�."'4-:.�: ' GSH 66 261 1700 613 _ Volume to�Capacily� � 'OOii"A.1 7 0591'!0.07 Queue Length n 95th(ft) 2 11 0 1 ___....__�mm LaLOS u Delay.(Sa:�,. Lane LF C A _ '(-oae— ""=.'eesrYT. <nr: +C€`Y}9�q`-'rsa=R44:j„ Approach Delay(s1:.=; .;✓22.7' ' � -==M.O.O:ra"`a.0:3� '"°.':.�r ,ta:'.::5=-�.d�"... -., -�.:� Approach LOS C mersecWn.Suin_m .. _.., _. EirY. s .s._...,.;,,f,�., . .��. . m��. Average Delay 0.5 -- Pa..�, ."tin 582./0 ,..'%-'ICU Level of Service—_'""y". .,.."_B-r�sTM-.r"m::.., .F< ''M::".:#'s= ss:::':.•.-'". -"Y Intersecudn Ca ci Utilizationr,;;n;::.�,; :1ta. __.� .�� .::. . a.:..u. - :.,., .-�:.-::;®:`:: •:=Js,,.x, _.,_._- _..,r. - Analysis Penod(min) 15 -:, ...>. >:,+s:s>c.�,s,,.�.-.�.�_:s'na -±.g•:q..,.:�--, ., r:,..*,.:. ^fS""_-,__. ::d-^,�c�.._....cp:; .T: ,,,<. . MI E3. rs 2011 No Build Saturday Midday peak Baseline Synchro 6 Report VHB,Inc. Page 10 r HCM Unsignalized Intersection Capacity Analysis ' 6:Southern site drive& Marlborough Road 8/4/2006 FAoyemen..,�4""• =�=VlBL"-:-1NBR ;;�NBT�.:sNBR56L"_�'�SB"t: '; ,`-_z.'�'�5'�z"-`==�`.''x'�5w a:��;=":zm::::;�'i"-, °"•„�:_. -., __.::. Lane Configurah_ons '� Q Si n Control _-„ Stogy""Free- "'r'.":. x::Free 9. .. .., 3 P .. Grade 0% 0% 0% , :50t: f0 .�u �'...xn.tr Peak Hour Factor 0.92 0.92 0.91 0-91 0.89 0.89 973; 55x.;: -�Y:1.=r:•78t=,-:^.�:y -:.,�..-`..": Pedestrians - :'_c. -^ -w-F.._.. y.<�.;...-;•--:-. .. - _ :w.,._.,.Y:� m.„-s.,Q•r:e _�..�.,�� _ -zn,xmm>- ewe Walking Speed(ft/s) - Pe(ceiit �- Right turn flare(veh) Median storage veh) upstream st9�i{n)1Zi:A'1.';' = 198_. pX,platoon unblocked 0.88 0.88 .T, 0.88 vC._conflicNi v91Urn9t`7•=1803"'1000:;'., r_..*4i,F' ::e.a:: APE'*'% ..a�: vC1,stage 1 conf vol vC2;stagea2 conf..vs°I. -�•`'.�::.:. :a.:.::..:: .: .:.� .Q .-���-;..�:, vCu,unblocked vol 1918 1000 1031 C;sa,: "z•+t.xs:, ; o- .- ,:. . ed ..;.3ix:.?. -' gneg . > 4r tC,2 stage(s) ' p0 queue free% 33 85 98 `«s�ii.-: . »Fre:•':, <'.'sw cM....c"agacity:.(vktVti7. - =---�q : .1"t;:. .§:a:: .cs:=..�.:,�':,�:` P-Kecgarl,:l fe:#'c,;.X.,. Vplume"flotal _ I Volume Left 43 0 11 _ f7olui�e`o,..9M-" --'�"` +€'",":;38 555:'"0::'ep`-'•�`_ ,'ta..,.' .e:...... .•�-.g`y� _ `g. .z-,. . �::_. -.- ..^-:.�s�:'� .«-�*.�.�».ta-;-'0�"'-. cSH 99 170000 596 Volume;to;,Capacity':� �-_ .. ._._. ,».�.,,,'"k:"tl�:,: '�� ffi Y.- �..�. r..:_`::...,=_°,-.;,, ,� '�'e_--:.�'wvr .�•rq.sn..^x... ' Queue Length 95th(ft) 113 0 1 Lane LOS F A eppr08ch"Delay(S):;,;,;;;at123.5:�•�0.0:':pr,O.S:is:_..: � «. ,....._..... -.....,.�&s''a''.a'.v; u'.',R:':';�'.%.Sx,`. ...........:.......a;.?w:ip's�rpwe`.,:'a.a`:a�.'�wv Approach LOS F OelgectWpSUmmary+Yw.Mas''.k:ibn•.a_urr«:_�'.`3'����-�'+,—.rT5.7'"..„x,c,,. .:__-^- -- a _� . Average Delay 5.5 Analysis Period(min) � 15 -wt1'-;.,. � �-1 iv:r �su.” - i`•�'«%i>a'.�..wmwa n.i_ -i xA++s.-'vii .S.:aLw Sxcti.. - -J4, 2011 No Build Saturday Midday peak Baseline Synchro 6 Report ' VHS,Inc. Page 12 Lanes, Volumes,Timings 1:Marlborouqh Road&Highland Avenue 11/3/2006 �ageUrpup' !_. w:w5 ;?$EL`?'# SEt�SER:7N_(N1 `WNWiw;„„,>-Y "^w Lane Configurations !deal Flow(vphpJf ,Y;p°,1900 7900'"'1900 1.900 X Igoo-`,19001_7900'";1900900 7900 19000 Lane Width(ft) 12 12 12 12 12 12 12 12 12 12 12 12 � stx:.'t a:,rP..:.. Storage Length(ft) 0 75 250 250 0 0 150 150_ _ 4,11 i $'#�:ts.._llii..Ga.,+b'a• -,»� .m: ..,...c'."_.Total Lost Time(s) 4.0 4.0 4 0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4 4.0 Th Lagpg'De?eetor(it).;";..�. 5gmwSU-.,y-'"""-�50�'<50"#: 50-- - 50 550 a: 50"'a'S0. -�50 �=:50n_-'F. Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 0 �TUming`_§p�(inph)a'tsb.�'u.75.Szf.:.:,�w'-��'"'..:C_9'�",",1.5. t7".•.;i�9a'':'aY>,'.15�:',. .i:...r�?.':`9.��,'.:i';15. � i9.l:a_<:x:>°'e`e.• =%s.:��i..�:'. Right Tum on Red Yes Yes Yes Yes Li„nk,Speed:(mph)"".. •__..,_?"'��30.a''S'>-,M, ...M ,.:-..30 �.._ - >... �,"n'id4x,' 'v- - x:30.��. L, �'k�"� w Link Distance(h) 727 638 699 296 TMXieR�T__AT (s..m+:`,:;t„�¢ �.. c2.9?.}Mr �' = 143 .t ,.,:+�" " 204"?;N„sn iAass=� '`._-au." Volume(vph) 130 230 530 210 220 90 480 755 350 185 1105 270 �ortfl.";Feds:(t##fir), ":'s,�.."'{ v:' . :p.,a, ._._-�,:•w.:'''._--k'<^`. _ �`Td:n .. : ....;:,.ti�.w::6::: K�.=.:C'-L':.+!?;"3.;.:,e''..c'•..•".wt[:;a- tiu.-�sa� Confl.Bikes(#/hr) _ ak- eak-ebur actor ':'^?'*0:9] 0=9:i"?0.91+^'0.95"`0:95='F':0;95"'0.94':ra"0;9.4?"0:94"'1)93 093 '!}93-^"�-':""-- ':.._...ir .... Growth Factor 100% 100% 100% 100% 100% 700% 100% 100% 100% 100% 100% 100% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Pdrkm9;�#��,-tea' •eery"`a� a' '�W "'°;` i .�y._.:,,p�".•"T,,..,+e`��-..e,'°e,�- �- ; '.gin,="�@',�_ p��..:, Mid-Block Traffic(%) 0% 0% 0% 0/ [569`07,6-65-f 39'fiw'";;�582m 221-„ 23- '2:'x`95- "31f =:803,.�,-757279�J'•:tn88:m Pe °• 2 ,. _ .cwt...., - 1 ... m.:t».....mW_....41a... -I-s$..- .yM ' ,,�=$'2,S-.G TuType custom custom Split custom Prot nn Prot Perm,5,.(.'+-�m..'.a Rfotected.Phases- ":�'-u<4-" �'4t,w 4:i`:r:' 3_x.:_.w,1._?,'m_6_. ` . tl.a- E. Permitted Phases 4 44 " 3 ...__n.�. •�• 6 2 Defector Phases-«%`'.�-- `,�_ 41a.S, �$4T�". .4. .::a�3,�m�" .3:�.�3. : :1 .�,65- ."-;�w�6?`=m 6>��3�.,_=�.•?:z-_.,..•,"r'.�rv_...::.?�. � -"�.r'Y;K Minimum Initial(s) 6.0 6.0 6.0 &0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 .�t'f"�1.0�:'•1M0. 071.0aws'Y..?A� x-11.A Total Split(s) 24.0 24.0 24.0A19.0 19.0 19.0 36.0 52.0 52.0 15.0 31-0 31.0 iFotal Spltt,(°h) > •218„', 21:8°'`2Y.8%17:3°h?t7.3%`773%' 32.7°h`:473k 47:3°/o y13.6%w282%2&.2%.,; ,;. •,;,,':'";'".py'" ;y ;xMs�'NI Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag � �• �,�„__,v-_.qty-._.._.�._ "u1.�:'-`^'rnP' "_. _---e..--�-. Recall Mode None None None None None None None Min Min None Min Min ' Control Delay 147.3 23 5 96.3 94.4 11.7 72-7 58.9 6.6 35.0 201-3 23.4 Queue"del2y�uw:csi . .1:.0.0„:_•::6,:0,:..:0.0' 0.11.�.�0:.0:0.x-�t).G��"O;b�.`. 'O. b.U0A�-100�:a�.":s4'.�,�'�.�-a4=.: n` .'''=•k+ Total Delay 147.3 23.5 96.3 94.4 11.7 72.7 58.9 6.6 35.0 201.3 23.4 Queue.Lergth50lh:(It) ; ._`, ;yah, ..Gi_dt�,a?65.'��°`=i"S3%=tx? p x:#`356 2930 ' '"` i :5,,' ��.__... .-..,.:_._.._ar..::.__,wa=,_�. X77:1587-::: ':'ki;-e:{r..�"�.: c""''�_'_ Queue Length 95th(ft) #526 406 #324 #334 47 #574 335 67 198 #715 181 ' In�temal:...___r Link hist ft. . .: _ M17- _ -, :�558-- - :_:- �_.,-S.t9-. •, 216' ', ==`_ .` '"�'-'°"'"" >fs ... -+'„.;:, „ '_:er.��.:i.-a�:..r14.:lYiti'>_. ^*�"3._.�.,r4-._. _..e.::t.eal.� x >1£v`.:.s5•-> Tum Bay Length(ft) 75 250 250 150 150 _-`..-.-•.._-•:- .,-�..g,,.,,,..+s ,-:s.... -,,, c - +r--mr.. v- . ...__.:x..z.•:x:....:r,,.: a>n�: ,_. Base Ca 'cft v_ : . - 336 - 848, 232-e:r24.4�=•�302 -��.525��9306= - 820' -529 �....P?...,y„ " a:.».:.w' F.a`:.,.m� .._.._t+•�.�L"._..�-.<.�..,..._,.: __..:'a.....�r�:._.,....-: Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spiilbadk Capfletluctn_,:.'., .--•-'s_-+c._-,.."O� t) :`.:n,:0)-,ts°.: `,'0rs :::;J.O..'Mrx,.O`:'h -�, OJ. .1,.�'.%stn=0e:';.=::•O .:kms.'-:r7_r`•':';: 'r :a'. Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c,Ratio`7 "'7rF•-_. .'. '�._`.-:0.950.3i�Q,40.97;•�0.610:45,�r_: Intersectwn SummaryX3` s: :;5ir":;•_:;:'s ( ' •s7i`2�' _ ricr:,€:= Y•_;.; :a= _a? , .r= L`r ' Area Type..".^'�.. 7f rOtherago".v t, - .x _ °..><- Cycle Length 110 -,?-zV Natural Cycle: 130x - --•-.._.._.__.._._..._._._»® _._.._, e'- '. ,fie==�;='�'�°??«..�.:,. .: �.... �.:. ,, b n:,.s:.r: ^rne.�* - Volume_exceeds capacity,queue is theoretically infinite. 13ueue s1lib_sm 'mum-afterhvo`: Ies`'�";:r,:-,.,-_M." _ _ '': '�" ='"a°'s::.:".�._':..-_.. :". . ,..r r• T .___�,_#i�,,.,.ybe lon�'`�.,ea,:: #95th percentile volume exceeds capacity,queue may be longer. Queues ownfs maxlmumader twq cycles;"::.,t '-. ;, _. °' r"`:c".:C:„-y�:. ;�•'.#'"�*.�t. .•^:.^: � :,:.Y«"` '_ �Splits and Phases: 1:Marlborough Road&Highland Avenue J'v .2 m3 ; V IAl e4 I136,c4 '. t;,t$�3t�x3" 's "„:'m'�iL ;z 4' �° 3§ '?v %�c+ 7t •9 sial .5 2011 Build Weekday PM peak Baseline Synchro 6 Report VHS,Inc. Page 1 1 HCM Signalized Intersection Capacity Analysis ' 1: Marlborough Road&Highland Avenue 11/312006 All Moyement`i sp,: 9Gf2fNyr(!:`•.NVJT-M:N.WHri NtL"-rNFI.g .NtRZr SW0_tSWT S.WR:,...` r. &e..t'�`w'.'w Lane Configurations 4 f 1S $ f rS }1 f I 41 f 1dealFbw(yphpl}y'::. '�'.1900•.�1900,r_,19011:. '1900 ]900�1i7900:7�1900.,� 1900:.;y;1900;.;1900�;;n1900'::<i 900�:;:y y:;�*���:,�:'�•i~ Total Lostime(s) 4.0 40 40 40 40 40 40 4.0 40 40 40 ' Lane Uti1:`F.actors "`- 3, .00 _mo 0„10.96 095,_;_ 00.tet 00..7095- Fd 1.00 0.85 1-00 1.00 0.85 1.00 1.00 0.85 100 1.00 0.85 •:1.00.;'- -1.00':.A95; 00��-. Satd.Flow(prot) �� 1848 1615 1698 1787 1615 1805 3574 1599 1787 _3574 1615 Of.Perm_;tted` s "r h'is . :�.,,� ---,1,00' �.0 85 1;,00'T t.;p0."7_;!,$95"'14, '.' A,95 7°00"`�"1=00 .:x ; :tm':.;r':�, ` Said- low(perm) 1848 1615 1698 1787 @ 615 1805 3574 1599 1787 3574 1615 , U�fume,(vph)��z� ,x;;;:,730;,= .23b- `530,�•210�,t 220.:-�,.,�.90 �480�:-,755.��350 ,y.,t85 1105.,,.270 ,,,�.v�� :�� y�kro Peak-hour factor,PHF 0.91 0.91 0.91 0.95 0.95 0.95 0.94 0.94 0.94 0.93 0.93 0.93 _.. .„„r._ .... Ad Flov1`'v h"'7" r''""'143 253¢:..w582?�, 221�y'�232�•_,',>95x 511<T=86$ `:572�J;3:��199�',:1:18„8�� ''290--;"�^a+ ...r, --��.+.:"y;w�;_.�;'•. RTOR R{_P iot.( _ ,:,_ ' RTOR Reduction(vph) 0 0 27 0 0 82 0 0 283 0 0 106 ..,,_�_ ,.,tee,--Q _. _ ;,, .,v-` __.,,� _--•-.�sc, -. .,a -. ..-..-.:Q4.•,""`''="-5` i':-. �an�e,Group_FIow;1`!W})30':es.96:�555'a � 21. '23 .;..°'.>�,..'•13�ub7a': '80$= r.,,, 9�, 184 Heavy Vehicles(%) 1% 1% 0% 1% t% 0% 0% 1% 1% 1% 1% 0% TLJ••T ";`�:,-'= "�:cus#om�'•.'u'%custa»''?S Iii:??-=�`- 'custan kProt: "?Peim,:;+Pro`G::„=`•V" " ti MrmF Protected Phases 4 4 4 3 3 3 1 6 5 2 -. .g.x.,...,. .v...4�t++fir :G...3� 3'•'`'.. - _ 4..'. x' t'n'.}<a.�,v�-- Parmftt Phases',:;:"� � _.�,'..14 :•. .acx� Yv.• .� ," - .,,. y,.2�:..w�3.:; �s�.'� Actuated Green,G(s) 19.0 50.0 14.0 14.0 74.0 31.0 25.4 25.4 31.6 26.0 26.0 Effective+Gieerl;'q,(s);,,�;ra� :20.0 'S2Up'15v0� 15:0_ 26:4�-32.8�-'�27b�r�'27,0 �-�"'."':+�Y"r�`R'"'�'"�� Actuated g/C Ratio 0.18 0.47 0.14 0.14 X0.14 µ0.29 0.24 0.24 0.30 0.25 0.25 ' IearanceSme`(sj,i ' 2.ts•,:.`.'-. 5.0;x-X5:0} 3.0� X5`0 5:0 5:0 ;;; .SuO;:t'' ,5.0'�rM O- :a5,;0 5:0,:x""; ,a;;; i• - .. -.;, Vehicle E;dension�s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 _ G''p(yP,h). .> -x822:`=Q_3:21;it 244p., 5 ....:w.';220: x:=-525 'M88'd:�:384' v/s Ratio Prot c0.21 0.12 c0.13 0.13 0.01 c0.28 0.22 0.11 c0.33 fi0 F?erm_-�"'.:._:��}':.,.i. "§".:r.-:-;.F 1.0,.:.22:`�. 0:06 •. � �014: v/c Ratio _ 1.18 0.67 0.95 0.95 006 0.97 0.94 0.23 0-38 7.35 0.46 22.5?1 47,1 ;-47:b+::'41.4- 38.6'::^-41 0, 'a33:-6 790.6'-41.5�M.._35.3;: �:>:" =,;•6'r '^"'`7 __. _ Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 }maemeitfal Delayud2."r."-`-'."' ,706917 _4b.4437� 0.0' 32'". `9¢i9 ;0�: X6'2;-'j6Zz1:: 0:a y.• ";: "='r' Delay 35 Delay(s) 157.9 24.2 92.5 90.8 41.4 70.7 57-9 33.8 30.8 208. .6 Leve6of,Senrtce' _ ..,�_.n-:; . •. F .s•.-C:•.,..�;F<:,...,.F_;,:<D. _:_ �EE •..®C�.2^C�s�::.FD_ Approach Delay(s) 75.9 82.9 56.4 157.6 PPro8C1i�COS7' "..:.:,�.� .,. ::E ';a��';.r 'A;,p Ftp :.Ej.... ar:TQi __F= i;.p`•r.._'a,r: '.z?>.F�:. s�r� ..u....-_ _._.it.:3' ' , '_:;.:.._.... _. ..��. .:�:,.i;3�°_ m.�:.-`>�,".»a'u....,.v«..."..:.. �rtersectia'S(I4MaN� ra{'*tl`.a-"�-�•3arg-��ku.:. .� is'' :�:Mis _ .:.��'S`�:= -su,';.�'k�:±�"6`�i:,".:.�."z..".i',�c%:",.::�": a::+`�__�_,,�;€ �.`='�.R"-`� HCN1517ierage Control'Delay,r�Tr��x", �9$.0 p,,,,'•":;;�":t1GM•Level•of Semce y,,,�,,,# •�F;;"�`�'„";;"�- };,d;_`' _�,"'•.�` ' �.y,� c;� HCM Volume to Capacity ratio 1.12 .._.-... .r uT _ uated' e len iK s _u� :. ze11A.0�=':_-:.--Sum!of'lost't)me(s,�' 'a"� 75A ". f,. :.,- �-=tri•^ . - 'r:"s" _ ty Utilization 101.4 �evelof.-ervi a -. Intersection Capacity Utilization 101.4% ICU Level of Service G ' ..»_, '___...4+a"'v.:,... 15' -, amu" F..:.:;i�z:ri:.'u,::.:z,:ms'' ..._ :it;a'.::,., --.._,�•. ,;,.x�.` _aiw-s .w:.c:�'ea::'' c Critical Lane Group 2011 Build Weekday PM peak Baseline Synchro 6 Report , VHB,Inc. Page 2 HCM Unsignahzed Intersection Capacity Analysis 2:Greenlawn Avenue& Marlborough Road 11/3/2006 ` t t WBI?�W QR;itjNBTACN8R 9S—BU,%U5T!Tej- 9:,j. r Lane Configurations Ti —19!IC70!L,6�1 ",I Grade 0% 0% 0% Peak Hour Factor 0.58 O�5'8 0.96 0.96 0.84 0.84 ERPOCOW-ri EtUv-,t) T1,*11 I r�. - �,-- -, 9 99511:,- -1' "1012 Pedestrians x T—k-- Walking�!�peed(ft/s) PCrc-eW-B fqL_ Right turn flare(veh) Median storage veh) Qp7M—_am Bi M, ILA- pX,platoon unblocked 0.90 0.90 0.90 vCl,stage I coni vol EC-Trtiq-eYf`00172 2Z:�=�_.�a-�a-"� I �- - 1-M-M vCu,unblocked vol 2118 997 1000 cc,� ,77� .-M�-- VD,2 stage(s) pO queue free% 83 97 100 VolLme_-TotAr -1000 13 - hJQL_ " Volume Left 9 -0 1 IYWRKFNIPTAM�149MMTA'�MOE- 77 cSH 86 1700 634 i� Z, '�7--= L Ium't(M iim Ry 7 20 MMM= Queue Length 95th(ft) 18 0 0 �§m(6tDiKqB- sy Lane LOS F A rpp-=ah Approach LOS F ectron'S'ummarY�Ye.�.-�..w.. Average Data, 6.5 Intersection'CapacitV11filtiati S a03 Ahalysis Period(min) 15 2011 Build Weekday PM peak Baseline Synchro 6 Report VHB,Inc. Page 4 HCM Unsignalized Intersection Capacity Analysis ' 3:Orleans Avenue&Marlborough Road 1113/2006 l 1 1 1 -' pgoyenjenC:..•;er,'e-$'. :t�3L'• ;ttSH:tk1 NF3C-`«�T_.WT SB'F:<ISBH =:Ta�.;u;:tta.•'% 'r.'ss9K_�ai': ___':f:3a'C ..-__ '-_- :• S'_?fi` Lane Configurations — Si Grade 0% � ~0% 0%- ' '�+F.m.;,�^..�c-�-� YY -rust,-. „a.�e,_.c".ten: :T�.�.�"fl''',,�:}s�:,n,�"=$,:x: -�:«�._ n:•�.g��'.�y.x�v� t Volume.(Jeh/h), r .,:aa&2'.�`n' -0.�- _5 , 955 �^..� 0 a.<:,�°� �.,..,6A.. d•�' ' . .::.. b,�.Aa�"�.ti'N -... -. - a.�r;..;: Peak Hour Factor 0.75 0 75 096 0.96 0.84 0.84 "._ XF.via�_— M%2;, .'. .. —... Houd flow,rete:v h '-s�_' -x:3. ' 0.u5,•.,-5r�-•g95-`;.1060 Pedestrians - )atie�Widttl?(TI)'. ., :s�::�—.=.�.�. .- ...- s`_ .*^-�,.v,' Y-x."s�'-...�, .-,rn;,e_a�-r. ; ,-a.::_<e�gw'y.:;�r�^.�e'.r.�.,x,>;s-:Y.;:?._:�.m -•�r,�;,:- Walking Speed(fUs) PercenttBlbcka +t r '•+' ;�.=-.�z. . .µr C .'k=t 'r''`tN�-e?k .�"4�.G.-: - >: at, „_�w. '�` '�'-P !`*.ie".x:-'i�'g ' ,+s'r,Z. ..s8`aa'yp•'.luv. .nor, .ie_.. .:.HuvU.:.iIwLW�.:=,1iwkYYYY^'a��d,kAw..•.`.vw. .113.,.saM.,wa`r:�;ata'-'S:-sr?.4 Right tum flare(veh) Median a<,. `}.wt+sNonO -'rr 9nT.' '-R:�<.,s.n - .=q,.,, :nr: y:?_7A � x »w. '">». ac•'_' ' �ry,->s.,7e �.�>s,.�'.P ..+.oi.u$.' Median storage veh) ~-? - - Upstream7-e, a r..r ^ ..._;...a.tasua:m. __'"am'. e 's�sL•9,, m..;,. ,: .._'.'.:»i.L:e.a ....ae�t'ss`'wat ..�- '.:».v _a �il6 ie -. pX,platoon unblocked 0.88 ': cm -,01M, vol 70603'. 08� 'a'?'=¢ ''~`• .r=._ "` .`",•. .�rwm... -;, .,.a�R!g. >:�65»i:.x'� ;.1 :4' .car.�.'m: ate: �`_ '''"�.a� .e'�`_'ria'.. .�.=,?Y$+: vC1,stage 1 cont vol � � 'x ' ,VC „ofU'vW i: -'",�E.:s t -�..,` -t.aa j`=s'za xa *;,�.e�_:,, :;;t;: •« ';i:w'.. tv;,;+�-P-"^x +.: vCu,unblocked vol 2214 1060 1060" tC�tn e's :snxs ..n _..-''6:4,. :•6.2 4:7 .....;.�,:-a� r. .-x.�:."-•-,y.:.�,:, ::a.r " : - w.stage t 7 tC 2 stage (s) _ p0 queue free / 947 too 99 _ NB 'i _: :__'` s'f4'. - >�k":= - ..s;x::., 's•_ rr,�-:..,-. ._.< If4�t7od= mss:...` 3a'.> 2 's2:u.::,s,„a::�n .,. .. _..ar .a «,..�c:_:m .•,;:;:r.�._ P,»:.. .;_' . Volume Leff 3 5 0 U-mghms, rte0 cSH 43., 6655 1700 ,-..�:::..;a-�.i.�:;r.". :,:i:.c'kms"' -i",,ae.-ut a- d'*a' „i -`y.'•_�:._..._-_... ` ':.-�a.u.�.�.��_:�'zr�'"::.'.w.;; r_ 7 vowdletozf-apaciryro= oo'iT. o€sze�'�. `.�'�:« -- .�.� '.::;::;�emn.=.nrsr,:i,�:_-,_:_:-.•�'.::,`== .�� ".`;:,, �'`r Queue Length 95th(ft) 5 1 0 ,��.or�,tfial De)&y_': ..�.�"'�'''�_.i'a�2=,w�'",-=0;3; -:.:�s :9r�i;:.r�..�,%: :&;s�ifx''x�`,:,;iA 5�°J�" itt �:�`-�-.'�.aa�:� .�:ta:. +:;;,.v:.:-• :<;x.:: Lane LOS F A YWproach:Uelay ls) :.- ss . . _ "amu : ® :.. - .. ���,,,..,r �>� .xzas^,:,,:> ✓:,�:�, Approach LOS F Anter'sectioniSwnmary=� '> _ �'i r"'+�-%%�-;4,1;�:r�,�^ �'�a.;•x�' -�+s't�9v':�"�:.'.+ x'#:_'��-.:,.ter-,s�.�a�r{_a.•: .�'�k_�-.=k=_F'7 Average Delay 0.2 Utersei•UOP;4aWHy_lRilizatiod'" `j:T642/ CU�Level:of�Service:.::� ..�.., - .roan Analysis Period(min) 15 tT 2011 Build Weekday PM peak Baseline Synchro 6 Report ' VHB,Inc. Page 6 HCM Unsignalized Intersection Capacity Analysis 4:Verona Street& Highland Avenue 11/3/2006 Moverneim-Z;--Az; 'S BL---�nSBFF��71NIEL7L—NE"F77, ac� Lane Conhguraljons Sign Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed(11/s) Right turn flare(veh) Medianilype 123�-tff- Ge n storage veh) 14IRtaDgm-simal(ft pX,platoon unblocked uCflfcGn Volume '1707`- 85 vGl,stage I cent vol VC-2 -ccEnfyqU,�r-�'=— _T-ff e2 EMU= 41"'a vCu,unblocked vol 1707 854 1708 Aa 1C.2 stage(s) pO queue free% 100 100 100 gk&apa2y j)iM01JM,LaM W'V�� Mp ,V 38 Volume Left 0 0 0 - a -�--'! :. ; ' �- cSH 306 1700 1700 Queue Length 95th(ft) 0 0 0 _0KOTE1 O_ga-y(s) Lane LOS C 8PArMCY_DcLay,(s)= f=6 -%� Approach LOS C ffi—temown8ummatv� 'Y.:a hs'x ' d Average Delay Ifit-ersection Gapo�ityLjft Analysis Period(min) 15 2011 Build Weekday PM peak Baseline Synchro 6 Report VHB,Inc. Page 8 HCM Unsignalized Intersection Capacity Analysis 5: northern site drive&Marlborough Road 11/3/2006 < < t P �► 1 Movedten[ Lane Configurations Y T, Grade 0% 0% _ 0% Volume_(vehRij,x. *sq.r?.a...., :.: 5t,�d Peak Hour Factor 0.69 0_.69 0.96 0.96_ 0.84 0.84 Hourt flow rate'v Yom- _ Pedestrians _ :1? :3.`sr�r-mce.._,F.vs'^:i,_<w2_ ,.i F:t:"^+:� o -a. � .,y:• r. .'.`^ F a' N`e,::.: .c xwx^+a Walking Speed(f/s) .. ...,.,,...,yr:^:F•.=.._.c-,.ion - fi-� ._....: ,:,,n `..;..:: :. - ...<�vvrr=_ _...,,. .�: ::.., _� ' 'S: Percent Right turn flare(veh) Median storagegev ?YP . ,w..x. ' a �: '' -.,>•�'-::'::.:.z,�..: __. :»wct.aEk i•_C.:; ,nranws.'$:_�.,,:..` ehveh) U ream si nal ft � ,� :- - ._' ._ 447,•._ ,� . _ +. >-K; r '�:,-, ,n,>.. ,- .. �_.va:�:t ,,..,. vy _ _ pX,platoon unblocked 0.88 0.88 0.88 vC1,stage 1 coni voles Y..�C„2.w§2�oonf��01< :_.:... ..:-:. -•��. a`=.. ..�,Y xtr€£-:—:; "'-2� •",��:'^rsrse�a,;r...:-...:,.-, 'r< � vCu,unblocked vol a 2745 970 _ 994 tC,2 stage(s) ' � .a pO queue free% _ 0 76_i.,n ..f___.._:• 97Y""_ . cM:raoac"` "(v_ehlh),,ri"�.-"46'37"'273 mr ,..,,, 6L7 `' r:5:�._�a= �'; �¢� .,rm:,:1,.i',..>,..,m ✓__.vim.,....-Yai.,-_ :3:d�..:�.'3A4��:,. .:,:,LM :k...a. - �L.16'iT%•t.`..«'�FuSii�e3lwbe=:r_..�,.ui.<eiw_�� pRe'Cbgrf L'at1_8'y&•t;.>:-9;<i--.�WE3—ks NB:1_j,'-SB'.1 .:. :'d: *: : Yls Volume Tirf81�:` ' __ - 738z 'c9O5`:.`:1018_r:^ - -% .:�_ -- - :-r.=+t.�;,:< "^:sir '^a!": e:.t:.;.., :s� '- r r^-'s}.?:,r.�< Volr n .._x. ..... ,i �v .+��`Jn` m .ate- � kas Volume Left � 72 _ 0 18 lVOfum,^, e-Rghf ±x-*�^a�,,.9.,.fi5- 42=`:, r.o ,n �,�, _"._,-,�_;::; m �- -',.'�"< ., ..F i.,_� --.. a,=., ...,tib,._ . - -M ... 6�._._r.6 '`:; '''sm« a:.., iae... ' 4,Pz±:.`-', :.`"' - cSli 76 1700 621 Volume tO C:apacdy��:��1;80.:;,'p 0.59,.,;-0.03-,ia:, -� E't�.::;iw�� '�_sS_�..i.:€dw,.e�.. '.......t�:. ' "A1a'n"e�=.'r.''..�-ss�"3ir.�'-�";.t�''.`,>r.±:.ea�=..a'''.•`.L.'�ss"t�k Queue Length 95th(ft) 299 0 2 Eon o _ Lane LOS F _ A��. ��,,� .:...:::��a. '�--• �u...:..��_ -:;a:- Appr—oac , - -8B :-.�8hDeasm; 49 ..3. - $1-' nv ,yj^ •fi?fl vN.y:.rr ..eY,` ,.a�T.�.Iu,T_, Se Approach LOS F Average Delay 32.4 Intersection Ca"cUtiliietion=';''v"',fi8_:4%:�' Analysis Penod(min) 15 ^'�^a%%aniq aa. 5f u4.i4.nxgmw .t�#t �-a � S a..ss._.d�r_,.'_ v� - ':,•S. a�r�, -.r req 1 2011 Build Weekday PM peak Baseline Synchro 6 Report , VHS,Inc. Page 10 ' HCM Unsignalized Intersection Capacity Analysis 12: Site Drive& Highland Avenue 11/3/2006 t0lovement " '+^•.- `rw.' "_SEL` SE{3Tg"NEL=`-'_,NET.'_'a.`SW-T`SWI?. _." ;P:„"'"' �3'-._"-;'?^tom-tea.___-..'f'-. :w•,-,.ts:vb`:t.;sga:_' r: ._r r .;»� Lane Configurations y, :a='YY's�. rte.... .=<u •,::r:. rc m�+,•�-:o - _:_,&. �w�.;.;Gaa�F�..r.. Sf n"Control � _ Grad e 0% iVolume_(veti%A).'�:.�� �..?:...:.......:.�.._..ca�. _.:_ �•�:.. - �..-.,r-aa•.�-..:F_..:;,s.-s.�.�s���'K.^�;„ r,,..... . Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 092 Pedestrians rate(tiPh). .'' sr&'`Si.S�.,:,1�.?.27` 4 0 ,"rffiS'"1-=.,'0� 1674:. ':'38,,_'",-"m2.sxm.ec '_."'.'`�;_t';_ss..:;:u�-a . :,1:a.:.. ' w' :' �'*"-,..y- t_+ .• Pedestrians '' ^<; - " ,. •,'� • L'a"_ne Wiili_hm(ft ac;."y ��T �-'� r.�-:..-,, wa€7 :::.}r : '-_•`-.L:".:._..s'^' _.�>R._..�.�,;,,,_",. ,. :.,.._.., T,.-_,.5,,.. , �,r. "�._:.s,i�.m".;m.?a`1. Walking Speed(Ws) Percent 81_beka e� : �_���'} +--: �, •_; Right tum flare(veh) s ' ' •IJofle'::-e,`r.x+�: .;.';�- -".nz'o'- ,-"n _v3. .w•-e: r �s,,tisr .> . , rx. :st,�e-t rn Mtari_storage Median storage veh) Usi nal.tt -�e...x t c,r �s;�`.��;; ^-�-as�,�_�c� s. ,�. i:_ E,wo-:-s;. ~f., a .<._,.:x•_ y:,,--, :' . pX,platoon unblocked _ . ;%Cl,stagcti1 centumet�'s't6sJ,3....:,ia"`t"... ,e'7.. ._.'` -^tet .. ':a:eC&' �`"a�v'.QX..'m�a...,-_'.•""".:` .:�w:1 ,Fhaaw,x, ,=as •S,„ vC1,stage 1 cont vol ,f ` "• �;_- ,.^:;'.�,�T7� '--R'r•wm=a!v+,x�_a:�...rz�.nw>�: s.. ,.• m�;'c�.,. *:x s-.ti�Ya... yC2."stage_2,,.Cbhf�ot,..:.: vCu,unblocked vol 1693 856 1712 ,. : 6 8 6:9 41 i•;:. . ' ^>R' "-.-`- gra �,.;,.a,rc:aast.i- '�r—Y" .,fi`_-L tC. 1 'le L) � a��:�,.u .��:: ss�a_°�*' ..az'c::::u:.,.,». r :'a.:�:�:G�•.is�r.'�-+=:'::.idti�t:'___:a-:_a:�c�:t?.1��'" , tC,2 stage(s) - IF'S,�° ,3� 3' -:2.2 ;-`"` .�-a..::sr-, pOqu°uefr91 1100 p0 queue free% 100 91 100 - CMer.»�ws..:. •+-'.--..vngr_.. �i-'c^*'PW.^.>'A^�.iR+r� �n-v cacaPac�tY,�ye1Vh")�"�::�84•". 301. �36!"."...:�:�.. ...-.:-__,.,. ,. _ ..<� ^`�' ' ". �''. =s.',�'�`TM�'�'::.� `"`''.�},od, .ate="�2a°Pr �rc?o4Urr.'T.L'eri€'N'�.tip_�'`:SE1}:.!'SWsi�SLV2 ��w�'' '�`�tJ:�.`�_'' `'''f�:•r:a°F` ' r.s�"".�rryy`, "r,�r"_'�{°�?. �''Xaa�' ine Total'" :• i\ "� 27 �1?1fi,..x596 . . '»'zka.'"'. �'. "s�€'-*s w _ ,wS.::.ta.w�.rs '�"`"y r.`? �- Volu Volume Left 0 0 0 �Olt/rtle F➢-t't F,«r:.sa:_..,..27 y,....:.:-::.� :+e:�n+m;. .e*�e_+ne•.%x.,=—:--.: ,�-....._,.,�.:.-.m.... 'w. : of x`" '. .a` .rr`w4a:d«"_C _" '-....: _ ' cSH 301 1700 1700 _ Oueu eLe gth 95il a): '0.09 ;"0 66 Oueue Length 95th(H) 7 0 0 Co0`t[ol Dglayss)'r,.t�.*,'.<•:, 18:1''"`:t�Q_0.�"50:.0-«,s�n'y�'.',_�'�'�+�"�x'-�:.""�Cu��"*.+�,.,,*.s_�;,� •���-�' 3�a'�m�5'.��u:t •" 'A�F_:� Lane LOS C p>proach Oek'iY.r(?)......-:'?i3•1 0`0„ i. �A•.:s:_.i..,:c. wree ,.. -_.. .w.ca i _ .u. Approach LOS C ntee5ectidn_S :-"�i&. '�4�zau9m ; dA'ix.`sr-�.c7:'�;.::stYrN,`+t:m•s':�'.^.!";;a n'"v}'t Average Delay ... _ .. __ _.. _-wxv ..i J;rte.:'m•FY `9®'G`i$s:'.:,,p• In clysis Period(cny_Utdization Analysis Period(min) 15 s?_Z, x4Mv,h' 1 ' 2011 Build Weekday PM peak Baseline Synchro 6 Report VHB,Inc- Page 12 Lanes,Volumes,Timings 1:Marlborough Road& Highland Avenue 11/3/2006 7T___V7SER7 WT '_Tr V=WW51ZL ISEp, XWW W-71TWIRWREL Lane Configurations 4 1 -4 IF [dj(i a7f N_ 906" !j-§60S ,f _.�L(vr��FZ _'-.190 � �Do - I risco K_ 900 Lane Width(ft) 12 12 12 12 12 12 12 12 12 12 12 12 U� .4 Storage Length(it) 0 75_ 250 250 G 0 150 150 _J1 - Total Lost Time(s) 4.0 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ge�i at IZW 4�g OL PTEI.:-.y Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 0 T qrh6d'§peed' Or �'Z9 -jB' __(qp = 7 Yes 41;1�_ - ,..d:9:-, Right Turn on Red s Yes as Yes Link Distance(ft) 127 638 899 274 MvelTr P .20.. Volume(vph) 145 LL 225 400 300 245 115 525 K 645u 420 180 930 185 -2:7 UMS'�7�WMITT""M= _41-'M iiwja' Confl.Bikes(#/hr) F_Oa�k,Hoau 0:95"-0:96' Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% lfteXry Ye 1 0/6 W_z�,� Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 o Barkingw. ME- AWIX .M� _�(!L %2L,.1�_ - I Mid-Block Traffic(/) 0% 0% 0% 0% �aGKtlp'1:150.(v Tom Type custom custom Split custom Prot Perm Prot Perm Permitted Phases 4 1 4 3 6 2 x- q--- Minimum Initial(s) 6-0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Total Split(s) 22.0 22.0 22.0 17.0 17.0 17-0 33.0 48.0 480 13.0 28.0 28.0 - - K�r ,go Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 7,2IIOrt 1: Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag !W_M9-9P@ ,',y W-7m Recall Mode None None None None None None None Min Min None Min Min 2 67 t8j:06 0-.9 Control Delay 198.5 19-6 185.7 187.8 11.4 90.9 54.8 7.8 29.3 113.3 14.9 f�itWi Delay 198.5 19.6 185.7 187.8 11.4 90.9 54.8 7.8 29.3 113.3 14.9 t�f 49:M :4 11-199:_ AAW n Queue Length 95th(ft) #503 260 #406 #422 51 #588 264 75 167 #512 97 internal Link Dlsf(it)y TumBay Length(ft) 75 250 250w. 150 150 48 ry Staation Cap Reductin 0 0 0 0 0 0 0 0 0 G 0 9-p,,l -fWui�n- 0 01_ 0.- Storage Cap Reductn 0 0 0 -0 6 b 0 6" g0 0 IfiterWhon Sjjftfiffai:Vj�7 Cycle Length: 100 Act� Natural Cycle: 130 Volume exceeds capacity,queue is theoretically infinite. ^nueue.show"n:sfrnaziriiumatter two cyclCs': 'F: A' If 95th percentile volume exceeds capacity,queue may be longer. SiPOWOW-Litait"MAll Splits and Phases: 1:Marlborough Road&Highland Avenue pl ;1e ly ,2 .3 __Wf& 7'4W.� _ , _ �L J� .4 229TV R* ZHMi*�,x' 2URM9& .5 2011 Build Saturday Midday peak Baseline Synchro 6 Report VHS,Inc. Page 1 HCM Signalized Intersection Capacity Analysis 1: Marlborough Road& Highland Avenue 11/3/2006 (Movement -SEL' SE-i=".SERWNVYL NWT:FNWkT.a;NEL-si�t4E(".-€.1_dEBr,-S_yJL::-SWNT.-'�`•:S-TN.�!'. Lane Configurations (deeal Fbw(vphpl�','�^`�`"r1900;,479t)D�`1900 ':1900m"1900,1I90g-; 1900' 1900:.`5900 900 `r16bo"j 790oo-r-x"«'f-W_4 '9t ' Total Lost time(s) 4.0 40 40 40 40 4.0 4.0 40 40 40 40 •" y1 06,:0 95-i'.,1.60-71-66 Aa O-95 Fn 1.00 0.85 1.00+ 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 FItFIt Protected�,t,ye•„�,^;i;.� n ,;; ,v 1.00-, 00 ` 95 1-00;1'A0� 0:95;;;�1.QOa'_1.00^4v,"-r- ` .w a".'„y,• ��._ . ' Said.Flow(pmt) 1852 1615 1715 1779 1615 1787 3574 1599 1787 3574 1615 a FlI"� Permitted" -.�', 'ar ;0 X984.7.00"`0 95 0.99 0.9.5' 1, 1.•;_00` 0;95; 1.00`. :��s; .-a`��"•,,• ,,c"r.�'y>:."a*P:a:: ' ._.._ Satd.Flow Sperm) 1852 1615 1715 1779 1615 1787 3574 1599 1787 3574 1615 `,olume 3 h 'e`rr^_:`=145*L"225;�'400`-' 300„"245-"`115'4=525-' 645 ',&420&I Peak-hour factor,PHF_ 0.84 0.84 0.84 0.95 0.95 0.95 0.96 0.96 0.9_6 0.95 0.95 0.95 Atl1s Fbw-(y_phJ�;_�;..x. :17_3268'+" 476"•5_'316 4��'258.�;�.12-1= 547`'�".�-672_x:436. 89.;79.;;;'z195 :,:.sa, s :�;•�"�'�:`; RTOR Reduction(vph) 0 0 10 0 0 105 0 0 347 0 0 96 C�evGioup'FIo��vph), �"s,;�,°."t, -_441 .,_466.�,,;?8' ^ 293 :1.6=`�'547:::'5672 ��•r�9�1-�_-,`z�`,-189' 79 �.•._,:,,. "7i"''" �y Heavy Vehicles(%) 0% 1% 0% 0% 1% 0% 1% 1% 1% 1% 1% 0% ' TurnT pe._�;ryx�dr.' :;_r customs"„ � .ciistom�Solit'•G@`:"`custoin�'i: of=�- �a:„.R. _„ Profs>,� ,;;�=' _. - ...... .._..- _,.( .y - . a `Pr, _. erm;•a . ::Perm• , x"�7 .... Protected Phases 4 4 4 3 3 3 1 6 5 2 Green, s) vxv 4w .t 5•?`�45.0„a'�;:'. .8 31.2 0 Actuated Green,G(s) 17.0 45.0 12.0 12.0 12.0 28.0 19.8 19.8 31.2 23.0 23.0 Effective Green;: 7.8.0"'47.Or"�`-..,33A _'c13:0 Actuated g/C Ratio 0.18 0.47 0.13 0.13 O13 0.29 0.21 0.21 0.32 0.24 0.24 leardnce Time-(s) „ ,p. 5.0", 50 i:,,,,,:5:0-"?,5.0ra,_0 "c5.0,"'S033a5.O ,a,'SA Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 . ne �'v7_:h:s333-_: 82A` :T23 2312'fOr'- 5'1'8:;,'743_`'ez333...:a,>Af575'''".gSg SdE_ 8:. . 'sa:xxsaa�=='w4> ' v/s Ratio Prot c0.24 0.10 0.16 c0,16 0.01 c0 31 0.19 O11 co 27 a'i /S Ratio Pe ?'T ', a ".a '",i.:':=";,_, 019_:s_r-u,�.._„....:w'.&xs MF� ' 0.06�q:'. ex '0:06 `'::.it,a.•r...:su`u'..4_ v/c Ratio 1.32 0.57 1.26 1.27 0.07 1.06 0.90 0.27 0.33 1.14 u 0.26 `25:7"_.X38:Qa'•`_�_8-��::�,t:�.�=.,a'�4ur"� - > Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00• 1.00 ' Rr. i,-. n.-.ea.,.. f..:,-�:--arc. __ :1 1 - ncremental-Dee,l�,sd2„��;�;�y.,t65.4�;..0:5;?=.148.0 y;�350i4-"T+0 :55;1�'`�.4_.1_:.�.0.2,y;�0.1 Delay(s) 206.4 19.7 191.5 193_.9 38.3 90.6 52.8 33.4 25.8 115.4 30.9 ev of'Semce' '_`" F.-._ .B-„..,-rw.-F : sr- r:i!-,ke~ 4 ,: D.r F.__F_.,C_ . _'T.> -�a,. . '.Tg4"3"s""�..: -� C.� .:rte. �+- !a....roa )k�:e.:�u:a�s>09.5 w'i;..-�.«:.vr';..�.16:>.::.:;ax ._ - 3:.�m .._.r�.90-9s+:_.>...'-i.,�.�:`..:.. Approach Delay(s) 109.5 165.8 60.2 90.9 roach LOS.-e s.....y �,: t,n:F.woxewy _ F• ,r."`_..,=er.R4, � _ n;...s,rc' x uo.;- - �^P..._,..,_...., :.ras'`.,a4e"I_tii,'Wv .ii `.&�k"4`"wc57;:,..... "Fiy„ `E�. : .,.�-.:F�•." :,.a4`: a.r..:,-.s:.�. .... - . , bV'.:'x:.:Yi.:u.:�Zi*k.-m..:r S tG HCM�P.verage Comml Dela ice; '`948- =a,HClvl Level:ofServrce. z„�,^,�_`r`:z==:F * '� �'�:w�'T ":'�1`��% •�� � HCM Volume to Capacity ratio 1.17 ' Intersection Capacity Utilization 102.7% ICU Levet of Service G Malysis f'-edoil:min'�" .s.,' s"N ` -f5'r�-ria, c+.7.11N -,.71U�+?®rwr;;}�. .. : .L:`..sis._ -: CZw;';:: c Critical Lane Group - 2011 Build Saturday Midday peak Baseline Synchro 6 Report VHB,Inc. Page 2 HCM Unsignalized Intersection Capacity Analysis ' 2:Greenlawn Avenue&Marlborough Road 11/3/2006 4- '1- 1 1 Lane Configurations 'N Sign C„_t` , .r :c - •: .- r,-s,:+`; Grade - 0% 0% 0% VQlume.'(vehfii).',=;.°+u`-� �5SuT:p;-,0,; 935_�_'.¢=.`5Y-':."..<u5' '775".. -ry•:_.,:u:i. Peak Hour Factor 0.75 0.75 0.91 0.91 0.89 0.89 Hou flow.rate v h >r ;i:7.a,..'+,-0. 1027"x...5.. 6..v.a 803. k,.„a'„„„�.,:..« . ._.:. > :.��=-$m.°.dv.�'Y:` t•?''i:.. AK '.-�»..#,:# �.s?:..', !1y!__ ....,. -...3. - Pedestnans T- -- Sc;:T+'s`x: �iac y.. - ,., w,.. ,u.'r.-�„,�.�q�,*: ••..rx4ou:`�,71u:: . _f:a-a..,.-:�-w: La Wallkkingg Speed inSpeed(;t (ft/s) Right turn flare(veh) Median a -None.-;^ •^�� __- w-0 ,�k -"e:"�'"'�' - q �_:. - _._.:_�x�,;-<s:k:,�,�:_ ._ Median storage:ge veh) ffC2[riaM--- J, ft n'..,'x'gr vab ` �''�"733` lJS :(.3;a: .,.. ... taih pX,platoon unblocked 0.90 0.90 0.90 vC1,stage 1 conf vole vCu,unblocked l.a w�19 ^`1037 vCu,unblocked vol 1942 1034 7037 tC,2 stage(s) tE's .. G a( pO queue free% 90 100 99 Yo10'me�Total,,...�x.'.r`� _ __ _ ",�:1033y„.R.✓�.t,:,.'a.�.'+.-�F'14FN..: wsvw c' .at,...,.:'”y"-.'�.."'.:'x<;w'.:r.:>'."';xk.'�:.�"�. 'xnt�a��"- -r�"a:k s`*.�:e ' Volume Lett 7 0 6 cSH 64 17070 0 608 � ~ ?/olunie,,to�G ..a::. w0:�0 Queue Length 95th(ft) 8 0 1 Lane LOS F A AP.PfOaCh:De19y.10 ,Sy67.2 0'0 _,0:3`.:..'-..�..n' Approach LOS F intersectio([S1m9fary ':�3�}x�;`.�a'rr xr'%":`ir.. Fsro�:?st»: K s.'c,: ir,•.- :::_�:;A, ;'=; _..t�}+ i':'_;;->a� -?sty` iesi¢,TM�-ais.'6.'':. Average Delay 0.4 C1..-,—T-r-.,—:-,..,:. -__-....._,_,rrm.x«-._.,.o .,. :rsm*6? :g%i..,:n.. Intersection,Bapactty()tilizai�ori..�g;;.�;,g;59.5/ ;_"-IGU1eve�-I�of(Sgryice _.,ty,,: Analysis Period(min) 15 A4i<€:es�:a;.)�'-�.., 2011 Build Saturday Midday peak Baseline Synchro 6 Report , VHB,Inc. Page 4 ' HCM Unsignallzed Intersection Capacity Analysis 3:Orleans Avenue&Marlborough Road 11 f7/2006 Lane Configurations SignvContro�. asw �- .5_ toP.;;n. . :: =Free; Free :: +A`: :r.:'..-:.:....:: ,";..: :: :_-.=c.r- -«_<s;,.�.-`.u._:;M=-- a<�-�.�A ' Grade 0% 0% 0% Volume(veh/ti)7:+y'-•'"�nc Z'°o..:--5.j `-5'"r950'F''�"766"' .0:- c:.- : _ Hour .0.f_ 0. 0.8 �i0. .?�w-: Peak Hour Factor 0.44 0.44 0.91 0.91 0.89 0.89 ' Pedestrians Lane W2tpead Walking Speed(fVs) f Perceai�Blockae�1...-..� , 9 Right tum flare(veh) Metli�t e � None''">:iz'-:. .s= �...�..- . fi:� ".: -'.:,;-¢,_-. .. - cic:;;wT'S: _ y.•'>Y - storage v Median Storage eh) �Veam_siWC---4 pX,platoon unblocked 0.88 vCt stagee 1 cent vol 1 ol vG2 stare2;cgn!yo�2°`°"""^ .. �, :g..E : '^ --u,. "� +_ .,••. . .:.�--�^.�'.^F- r vCu,unblocked vol 2044 860 860 tC,2stage(s) p0 queue free% 92 97 99 - bM-PaPY:.(veNh)`�'c`i«�ts��"as'•�""$59790'.,.::t:p��.:-!� 7:u�...... `"�`.�� `�.i.�,u':�''�':1,s _ E3ir'eC04n-1:9ne''$-X's.,u E 1_4-NB I� S6113.k'+h,4,: :.`�ps5-:•.>e;">F:.kay-a.>t.:" - _ i�iK t a�k _'ani`- ' r v-s^ +? 4y H. -`�' `'"'� Volume Left 5 5 0 1�/KNii-R!9F1Im ax: -"ai %t.'fI_ c„...;O.w S�:.=�_t-:#= cSH 138 790 1700 ' E010 me fo.CapaClFyr <0_72 0.01 T �51.es,.,<'u Queue Length 95th(ft) 10 1 0 Lane LOS - p'.•w.� A Ap�,roach 4::, Approach Approach LOS D 1ht'ersechBa.SumMary Average Delay 0.4 ' (n Analysis Period (mm) 75 > _•t.y�+.e..�^',Y�-.:.s:>.^a�wc a ,�"[--} "'k .,, ,ay. ^M1r--cs cam, :`€�er + � � ^,gf^R�...c;tn 2011 Build Saturday Midday peak Baseline Synchro 6 Report VHB,Inc. page 1 HCM Unsignalized Intersection Capacity Analysis ' 4:Verona Street& Highland AvenueR 11/3/2006 a ���,Stk =NEL« NEL_S; W� ; Lane Configurations ' ?A Sign Cohlrolljra'.j,.. :^: Stops ars„st.'- ee, .-Free Grade 00/ - %sµ0% - �V,-olilme_(vetilh)�.•r '�".-��.::s�-_�.':,a»3:5 �'�=�r'��",,�".0„�3f0�°T?_.i-��::�•�._».„_ s4 �.,_.�.�?�x”��=�,:..£,.��,;.v`:,:�•£p�=:.:.^'a' -�.4;S.x•.,a:..�.-y�',.�: Peak Hour Factor 0.25 0.25 0.92 0.92 0.98 0.98 --�_,_ -_ �•" � .:.. Noudy flow rate�(YPh)vt>r�;=:0.. 20 �:.f:0�-�..:.:, _•..1337.a:,,...�:e..:::•:.,.:'�.+.�A,.;..tilS .. -�•t?�' +ia�:�:.':__.s_.:>::�a:��v 3�.�,::..:_��>''.x..S Pedestrians ..... r. ,.7Q' x .v r•. ..., ;.�. ..,.,i'ti5. .� sf,u"^'a5's'-:g;':A. :.�`'j�-';,.,'y�: s, a3�F� LN10?/.�N1th'}I) - �_:` ...(_'fu-�'�.?=a.�z.. .n :b:i''-.. >,a•.,., ` ; .`�”4`$w'Ma*•:��.._...� �:a�.<.•_*.�r-'-t'�:.:;R.�a:wAvi•S.r..�:�.:;.'. .. k� .... ft Walking Speed(f Vs) PCCeN 81Ck9e _._.. .>:N !0# xn6,ti- "ws•aSlkeet.k.-`.:,.',L.:;:_:.'.:.,.'r Right .sv.:.._.�..ro.i<-^px.:,.•,4..a.. ..%..$u:'.a�u.nau„9_`._ .' tum flare(veh) _ Median -type—..::e,r.. �,>� •,iwn -: ..!:y.:i�” �`s.'er_: __::,.,a�:.� :.__... -_ - _..a.�.-�Yn3.,.:aue:�:i.:..per.'' o-ia'�:�.::..�;�s3a,.� Median storage veh) a _ eam.si nal tt ::.. .�:.. .... _. 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