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Station and Parking Improvement for Salem Commuter Rail Station - November 2011Howard/Stein-Hudson Associates, Inc. CREATIVE SOLUTIONS • EFFECTIVE PARTNERING ® Station & Parking Improvement for Salem Commuter Rail Station MBTA Contract No. W92PS02 Transportation Study Prepared for Massachusetts Bay Transportation Authority Prepared by Howard/Stein-Hudson Associates, Inc. In Association with AECOM November 2011 MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Table of Contents Introduction ........................................................................................................1 Project Description ............................................................................................................................. 1 Study Area ......................................................................................................................................... 1 Existing Conditions ..............................................................................................3 Existing Site Access ............................................................................................................................. 3 Existing Roadway and Intersection Conditions ..................................................................................... 3 Existing Traffic .................................................................................................................................... 4 Existing Parking ................................................................................................................................ 10 Existing Transit ................................................................................................................................. 10 Existing Pedestrian and Bicycle Facilities ............................................................................................ 11 Future Conditions ............................................................................................ 13 Year 2016 No-Build Conditions ....................................................................................................... 13 Operations without Bridge Street widening ........................................................................... 17 Operations with Bridge Street widening ................................................................................ 17 Year 2016 Build Traffic Conditions ................................................................................................... 22 Parking Activity .................................................................................................................... 22 Traffic Volumes.................................................................................................................... 23 Operations without Bridge Street widening ........................................................................... 26 Operations with Bridge Street widening ................................................................................ 26 Transit ................................................................................................................................. 31 Pedestrian and Bicycles ........................................................................................................ 31 Conclusion ..................................................................................................... 31 MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. List of Figures Figure 1. Site Plan ................................................................................................................... 2 Figure 2. Existing Conditions (2011) Turning Movement Volumes, A.M. Peak Hour ................... 5 Figure 3. Existing Conditions (2011) Turning Movement Volumes, P.M. Peak Hour ................... 6 Figure 4. Existing Conditions (2011) Pedestrian Volumes, A.M. and P.M. Peak Hours .............. 12 Figure 5. Existing Conditions (2011) Bicycle Volumes, A.M. and P.M. Peak Hours ................... 14 Figure 6. No-Build Conditions (2016) Traffic Volumes, A.M. Peak Hour (7:15–8:15 A.M.)....... 15 Figure 7. No-Build Conditions (2016) Traffic Volumes, P.M. Peak Hour (5:00 –6:00 P.M.) ....... 16 Figure 8. Build Conditions (2016) Traffic Volumes, A.M. Peak Hour ........................................ 24 Figure 9. Build Conditions (2016) Traffic Volumes, P.M. Peak Hour ........................................ 25 List of Tables Table 1. Intersection Level of Service Criteria ........................................................................... 7 Table 2. Existing Conditions (2011) Level of Service, A.M. peak hour ....................................... 8 Table 3. Existing Conditions (2011) Level of Service, P.M. peak hour ....................................... 9 Table 4. MBTA Bus Routes Serving Salem Station ................................................................... 11 Table 5. No-Build Conditions (2016) Level of Service without Bridge Street widening, A.M. peak hour ....................................................................................................... 18 Table 6. No-Build Conditions (2016) Level of Service without Bridge Street widening, P.M. peak hour ....................................................................................................... 19 Table 7. No-Build Conditions (2016) Level of Service with Bridge Street widening, A.M. peak hour ....................................................................................................... 20 Table 8. No-Build Conditions (2016) Level of Service with Bridge Street widening, P.M. peak hour ....................................................................................................... 21 Table 9. Mode Share and Parking Demand at MBTA Salem Station ....................................... 23 Table 10. Build Conditions (2016) Level of Service, without Bridge Street widening, A.M. peak hour ....................................................................................................... 27 Table 11. Build Conditions (2016) Level of Service, without Bridge Street widening, P.M. peak hour ....................................................................................................... 28 Table 12. Build Conditions (2016) Level of Service, with Bridge Street widening, A.M. peak hour ....................................................................................................... 29 Table 13. Build Conditions (2016) Level of Service, with Bridge Street widening, P.M. peak hour ....................................................................................................... 30 Table 14. Level of Service Summary, A.M. peak hour .............................................................. 32 Table 15. Level of Service Summary, P.M. peak hour ............................................................... 33 List of Appendices Appendix A. Synchro Reports MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 1 Introduction This report describes transportation conditions related to the proposed new parking garage (the Project) at the MBTA’s Salem Commuter Rail Station in Salem, Massachusetts, including:  Evaluation of existing roadway and traffic conditions;  Assessment of changes in parking activity due to the increased parking capacity; and  Impact analysis of the parking garage on future traffic operations. Project Description The current MBTA station contains a surface parking lot with 340 spaces for commuter rail passengers and serves as a bus stop for seven MBTA bus routes. All vehicles enter and exit the Project site via the unsignalized intersection of Bridge Street/MBTA Driveway. As shown in the site plan in Figure 1, the existing lot will be replaced with a multi-level garage containing 801 parking spaces. Approximately 650 spaces will be designated as commuter rail passenger parking and approximately 150 spaces designated for parkers associated with the new J. Michael Ruane Judicial Center, located on nearby Bridge Street. In total, the new garage will provide an additional 310 on-site parking spaces for commuter rail riders. It is anticipated that the increased parking capacity will be used by current rail passengers who are now unable to find parking at the existing site. As shown in the site plan, an at-grade taxi lane and kiss-and-ride drop-off/pick-up area will be provided near the train platform. Bus routes will continue to have designated stops along the bus-only curb. Adjacent to the Project site, the City operates a parking lot with 123 surface spaces, providing all -day parking. For this study, it has been assumed that the City parking lot will continue to operate as an independent parking facility.1 In this study, it has been assumed that the intersection of Bridge Street/MBTA Driveway will continue to serve as the Project site’s sole access/egress driveway when the new garage is complete. Study Area As shown in Figure 1, the Project site is bounded by the MBTA commuter rail tracks on the east, the City parking lot and active railroad tracks to the south, the North River to the north and elevated Route 114/North Street roadway to the west. Across Bridge Street to the south of the Project site is the newly constructed J. Michael Ruane Judicial Center , which opened in November 2011. Bridge Street runs roughly parallel to the North River and connects the City of Beverly from the north to the City of Salem. To the northeast of the site, Bridge Street intersects with the newly constructed Bridge Street Bypass. The Bridge Street Bypass is separated from the local street network and allows motorists 1 Traffic impact analysis of potential redevelopment of the City owned parking lot was conducted by HSH Associates and presented in the October 14, 2011 memo to MBTA and AECOM from HSH Associates. Subject: Station & Parking Improvements, Salem Commuter Rail Station, City Lot Development, MBTA Contract No. W92PS02 – Amendment No.3. MBTA Salem Garage Page 2 Howard/Stein-Hudson Associates, Inc. Figure 1. Site Plan (to be inserted) MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 3 on the Essex Bridge (Route 1A between Salem and Beverly) direct access between Route 1A and the MBTA Salem Station site. The following five intersections are evaluated in this study:  Bridge Street/Route 114 Ramps,  Bridge Street/MBTA Driveway,  Bridge Street/Washington Street,  Federal Street/Washington Street, and  Bridge Street/Ash Street. Existing Conditions Existing Site Access Bridge Street is classified by MassDOT as an urban arterial west of Washington Street and as a primary arterial east of Washington Street. Bridge Street runs underneath the North Street viaduct and the intersection of Bridge Street/MBTA Driveway is located underneath the North Street northbound ramp overpass. Vehicular access to the Project site is provided at one driveway location at the Bridge Street/MBTA Driveway intersection. Vehicles arriving from North Street (Route 114) or Washington Street need to turn onto Bridge Street to reach the MBTA Driveway. Existing Roadway and Intersection Conditions The traffic and pedestrian environment at the five study intersections are described below. Bridge Street/Route 114 Ramps is a signalized intersection with three approaches. The eastbound Bridge Street approach consists of a shared, 20 -foot through/right-turn lane. The driveway for the F.W. Webb Plumbing Supply Company enters Bridge Street immediately to the west of this i ntersection. The westbound approach of Bridge Street consists of a 9 -foot exclusive left-turn lane and a 13-foot through lane. The northbound Route 114 Ramp approach consists of a 13 -foot exclusive left-turn lane and a 13-foot exclusive right-turn lane. The northbound lanes of the ramp are separated from the southbound lanes by a 7-foot brick and gravel median. The pavement at this intersection is in good condition, but the pavement markings, especially on Bridge Street are in poor condition. Sidewalks are provided along all approaches to this intersection; the sidewalk on the north side of Bridge Street, however, ends at the intersection. A crosswalk with handicapped ramps and pedestrian signals is provided across the Route 114 approach. A mid -block crosswalk is located on Bridge Street 152 feet to the east of the intersection. This crosswalk does not have handicapped ramps or pedestrian signals. On-street parking is prohibited near this intersection. Bridge Street/Washington Street is a signalized intersection with three approaches. The Bridge Street eastbound approach consists of two, 11-foot through lanes and an 18-foot, channelized, exclusive right-turn lane. The Bridge Street westbound approach consists of an 11 -foot through lane, a 12-foot through lane, and an 11-foot, exclusive left-turn lane. The Washington Street northbound approach consists of two, 12-foot left-turn lanes and a 12-foot right-turn lane. The northbound lanes of Washington Street are separated from the southbound lanes by a 10-foot median composed of a mix of brick and landscaping. Paving and pavement markings at this intersection are in fair condition. Sidewalks are provided along all approaches to this intersection. A crosswalk with handicapped ramps is provided across all three approaches to this intersection. The Washington Street approach and eastbound Bridge Street approach crosswalks meet at a pe destrian refuge island in the southwest corner of the intersection and merge into a single crosswalk that takes pedestrians across the Bridge MBTA Salem Garage Page 4 Howard/Stein-Hudson Associates, Inc. Street eastbound right-turn lane. Countdown pedestrian signals are provided for all crosswalks. A loud audible signal also alerts pedestrians to the walk phase. The sound is switched off when the ―don’t walk‖ signal begins to flash. On-street parking is prohibited near this intersection. Bridge Street/MBTA Driveway is an unsignalized intersection with three approaches. The eastbound Bridge Street approach consists of a 9 -foot through lane, and an 11-foot exclusive left-turn lane. The westbound Bridge Street approach consists of a 19-foot, shared, through/right-turn lane. The site driveway southbound approach consists of a shared 14-foot left-turn/right-turn lane. Paving and pavement markings at this intersection are in fair condition. Sidewalks are provided along all approaches to this intersection. Handicapped ramps are located on the westbound Bridge Street approach, but are not connected by a crosswalk. On-street parking is prohibited near this intersection. Bridge Street/Ash Street is an unsignalized intersection with four approaches. The Bridge Street eastbound approach consists of an 11 -foot through lane, and an 11-foot through/right-turn lane. The Bridge Street westbound approach consists of an 11-foot through/left-turn lane, an 11-foot through lane, and an 11-foot through/right-turn lane. The stop-controlled Ash Street northbound approach consists of an 11-foot, shared left-turn/right-turn lane. The southbound approach is 10 feet wide and serves as the driveway for an apartment complex. While no signage is present, striping and curb geometry suggest this approach is designed to operate as an exclu sive right-turn lane. This approach is stop controlled. Paving and pavement markings are in good condition. Sidewalks are provided along all approaches to this intersection. Crosswalks with handicapped ramps are provided on the Ash Street and driveway approaches. On-street parking is provided along the west side of the Ash Street approach and prohibited on all other approaches. Federal Street/Washington Street is an unsignalized intersection with three approaches. The westbound approach of Federal Street consists of a 16-foot right-turn lane. To the west of the intersection, Federal Street is one-way westbound. The northbound approach of Washington Street consists of a 9-foot, exclusive left-turn lane, and a 13-foot through lane. The southbound approach of Washington Street consists of a 12-foot through lane, and a 12-foot through/right-turn lane. Paving and pavement markings at this intersection are in good condition. Crosswalks with handicapped ramps are provided on all approaches to this intersection with the exception of Federal Street westbound. Sidewalks are provided along all approaches. MBTA bus stops occupy the curb along the Washington Street southbound approach and the receiving lanes of Washington Street northbound. This stop is served by MBTA Route 468 that only runs during the A.M. peak hours. On-street parking is provided along the Federal Street westbound and Washington Street northbound approaches. Existing Traffic Peak period turning movement counts were taken at the study intersections on September 13, 2011. The Year 2011 Existing intersection volumes are shown in Figure 2 and Figure 3 for the A.M. and P.M. peak hours, respectively. Daily traffic volumes on Bridge Street west of the Route 114 ramps were collected on September 13 and 14, 2011 and on the MBTA Driveway a year earlier on September 14, 2010. Based on the automatic traffic recorder (ATR) counts, the average daily volume along Bridge Street is approximately 21,500 vehicles per day. Traffic on Bridge Street peaks at about 2,000 vehicles during the morning peak hour and decreases steadily to about 1,200 vehicles per hour between 9:00 A.M.–1:00 P.M. After 1:00 P.M., volumes rise to about 1,600 vehicles due to after school and commuter activity. From 6:00 P.M.–12:00 A.M., volumes steadily decrease from 1,400 to 2 00 vehicles per hour. Figure 2. Existing Conditions (2011) Turning Movement Volumes, A.M. Peak Hour No rth St. (Route 11 4) Ramp Bridge St. Federal St. Bridge St.Ash St.Residential DrivewayNorth St. (Route 114)Washington St.MBTA Drivew a y 2029541108586 587100 695279 02812113172851014216*85412 22595127 15475167877 83396 581338 * Prohibited Movement Not to scale. Station & Parking Improvement for Salem Commuter Rail Station Transportation Study Howard/Stein-Hudson Associates, Inc.No rth St. (Route 11 4) Ramp Bridge St. Federal St. Bridge St.Ash St.Residential DrivewayNorth St. (Route 114)Washington St.MBTA Drivew a y 2029541108586 587100 695279 02812113172851014216*85412 22595127 15475167877 83396 581338 * Prohibited Movement Figure 3. Existing Conditions (2011) Turning Movement Volumes, P.M. Peak Hour No rth St. (Route 11 4) Ramp Bridge St. Federal St. Bridge St.Ash St.Residential DrivewayNorth St. (Route 114)Washington St.MBTA Drivew a y 1531147352773 789166 855309 211112225582421824914*8176 1549142 1565866773 61762 581241 * Prohibited Movement Not to scale. Station & Parking Improvement for Salem Commuter Rail Station Transportation Study Howard/Stein-Hudson Associates, Inc.No rth St. (Route 11 4) Ramp Bridge St. Federal St. Bridge St.Ash St.Residential DrivewayNorth St. (Route 114)Washington St.MBTA Drivew a y 2029541108586 587100 695279 02812113172851014216*85412 22595127 15475167877 83396 581338 * Prohibited Movement MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 7 The existing average daily volume on the MBTA Driveway is about 3,100 vehicles per day. Tr affic volumes on the Driveway are the highest, at about 500 vehicles per hour, during the A.M. peak hour. Volumes remain steady at about 50 vehicles per hour between 9:00 A.M.–3:00 P.M. until outbound commuter trains arrive from Boston and volumes peak at about 400 vehicles per hour at 5:00 P.M. and steadily decline thereafter. Intersection Operations The criterion for evaluating traffic operations is level of service (LOS), which is determined by assessing average delay incurred by vehicles at intersections and along intersection approaches. The study team calculated average delay and associated level of service at study area intersections using Trafficware’s Synchro 6 software, which also evaluates the impact on traffic operations from closely spaced intersections. This software is based on the traffic operational analysis methodology of the Transportation Research Board’s 2000 Highway Capacity Manual (HCM). Level of service and delay (in seconds) are determined based on intersection geometry and traffic data for each intersection. Table 1 summarizes the delay and level of service thresholds for signalized and unsignalized intersections, as defined in the HCM. LOS A defines the most favorable condition, with minimum traffic delay. LOS F represents the worst condition (unacceptable), with significant traffic delay. The threshold at LOS E/LOS F indicates that the intersection, or intersection approach, is theoretically at capacity. LOS D is generally considered acceptable in an urban environment, such as the study area near the Salem Station. Table 1. Intersection Level of Service Criteria Level of Service Average Stopped Delay (sec/veh.) Signalized Intersection Unsignalized Intersection A ≤10 ≤10 B >10 and ≤20 >10 and ≤15 C >20 and ≤35 >15 and ≤25 D >35 and ≤55 >25 and ≤35 E >55 and ≤80 >35 and ≤50 F > 80 > 50 The Year 2011 existing level of service results, with current signal phasing and timings, are presented in Table 2 and Table 3 for the A.M. and P.M. peak hour, respectively, and discussed below: During the A.M. peak hour, the Bridge Street/Route 114 intersection operates at overall LOS D, with the eastbound left turns operating at LOS E. All other moves operate at LOS C or better. During the P.M. peak, the intersection operates at overall LOS B, with the eastbound left turns operating at LOS E. All other moves operate at LOS C or better. During the A.M. peak hour, the Bridge Street/Washington Street intersection operates at LOS D, with the westbound Bridge Street left turn operating at LOS F. Volumes are higher during the P.M. peak hour and the intersection operates at overall LOS E, with the westbound Bridge Street left turn operating at LOS F. MBTA Salem Garage Page 8 Howard/Stein-Hudson Associates, Inc. Table 2. Existing Conditions (2011) Level of Service, A.M. peak hour Intersection LOS Delay (seconds) V/C Ratio 95th percentile queue (feet) Signalized Bridge Street/Route 114 Ramps D 39.8 Bridge EB thru/right E 70.2 >1.0 #684 Bridge WB left C 25.8 0.42 68 Bridge WB thru A 5.5 0.47 129 114 NB left C 23.7 0.31 63 114 NB right B 10.9 0.36 82 Bridge Street/Washington Street D 45.2 Bridge EB thru | thru C 29.7 0.51 252 Bridge EB right B 10.7 0.47 125 Bridge WB left F >80.0 >1.0 #435 Bridge WB thru | thru B 17.5 0.46 222 Washington NB left | left D 45.0 0.59 157 Washington NB right D 35.7 0.64 261 Unsignalized Bridge Street/MBTA Driveway — — — — Bridge EB left A 13.5 0.39 46 Bridge EB thru A 0.0 0.61 0 Bridge WB thru/right A 0.0 0.48 0 Driveway SB left/right F >50.0 >1.0 na Federal Street/Washington Street — — — — Federal WB right C 17.9 0.37 41 Washington NB left B 10.2 0.04 3 Washington NB thru A 0.0 0.33 0 Washington SB thru | thru/right A 0.0 0.27 0 Bridge Street/Ash Street Bridge EB thru | thru/right A 0.0 0.36 0 Bridge WB left A 9.9 0.01 0 Bridge WB thru | thru/right A 0.0 0.43 0 Ash NB left/thru/right B 10.4 0.01 0 Driveway SB right B 14.3 0.08 7 # = 95th percentile volume exceeds capacity. Queue may be longer. Queue shown is maximum after 2 cycles. m = Volume for 95th percentile queue is metered by upstream signal. When LOS F is reached, the associated measures lose sensitivity and indicate only that congested conditions exist. As such, the delays, v/c ratios, and queue lengths associated with LOS F should not be strictly interpreted. MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 9 Table 3. Existing Conditions (2011) Level of Service, P.M. peak hour Intersection LOS Delay (seconds) V/C Ratio 95th percentile queue (feet) Signalized Bridge Street/Route 114 Ramps B 19.3 Bridge EB thru/right E 70.2 >1.0 #684 Bridge WB left C 25.8 0.42 68 Bridge WB thru A 5.5 0.47 129 114 NB left C 23.7 0.31 63 114 NB right B 10.9 0.36 82 Bridge Street/Washington Street E 76.3 Bridge EB thru | thru C 29.7 0.51 252 Bridge EB right B 10.7 0.47 125 Bridge WB left F >80.0 >1.0 #435 Bridge WB thru | thru B 17.5 0.46 222 Washington NB left | left D 45.0 0.59 157 Washington NB right D 35.7 0.64 261 Unsignalized Bridge Street/MBTA Driveway — — — — Bridge EB left B 11.5 0.12 10 Bridge EB thru A 0.0 0.52 0 Bridge WB thru/right A 0.0 0.53 0 Driveway SB left/right F >50.0 >1.0 590 Federal Street/Washington Street — — — — Federal WB right D 31.1 0.61 95 Washington NB left A 9.3 0.03 2 Washington NB thru A 0.0 0.46 0 Washington SB thru | thru/right A 0.0 0.24 0 Bridge Street/Ash Street Bridge EB thru | thru/right A 0.0 0.34 0 Bridge WB left A 9.1 0.02 1 Bridge WB thru | thru/right A 0.01 0.48 0 Ash NB left/thru/right E 49.6 0.09 7 Driveway SB right B 14.6 0.07 5 # = 95th percentile volume exceeds capacity. Queue may be longer. Queue shown is maximum after 2 cycles. m = Volume for 95th percentile queue is metered by upstream signal. When LOS F is reached, the associated measures lose sensitivity and indicate only that congested conditions exist. As such, the delays, v/c ratios, and queue lengths associated with LOS F should not be strictly interpreted. MBTA Salem Garage Page 10 Howard/Stein-Hudson Associates, Inc. At the unsignalized Bridge Street/MBTA Driveway, the driveway operates at LOS F during both the A.M. peak hour and P.M. peak hour. Bridge Street traffic proceeds through this intersection without stopping and, therefore, operates at LOS A. At the unsignalized Federal Street/Washington Street intersection, the Federal Street right turns are controlled by a stop sign and operate at LOS C during the A.M. peak hour and LOS D during the P.M. peak hour. All other moves operate at LOS B or better. At the Bridge Street/Ash Street intersection, all moves operate at LOS B or better during the A.M. peak hour. During the P.M. peak hour, the northbound Ash Street approach operates at LOS E, but only processes a few vehicles per hour. Existing Parking The Project site currently contains a surface parking lot with 340 spaces for commuter rail passengers. Adjacent to the site, the City operates a parking lot with 123 surface spaces, providing all -day parking, primarily used by commuter rail passengers. There are nine designated accessible parking spaces provided: six in the area adjacent to the train platform and three in the MBTA parcel. The MBTA currently charges $4.00 per day for parking and the City charges $2.00 per day in the adjacent lot. The lower parking fee does cause the City lot to fill up at a faster rate than the MBTA lot, but the fact that all spaces in the City lot are farther from the station platform than those at the MBTA lot seems to temper the fill rate. During weekday observations in September 2010, the City lot was full and the MBTA lot was at 94% capacity at 8:00 A.M. At 3:00 P.M., the City lot remained 100% full and the MBTA lot was 97% full. Observations in August 2011 confirmed similar activity. In the late afternoon, with the arrival of outbound trains from Boston, both parking lots steadily occupancy in both lots decreases between 4:00 P.M. until about 6:30 P.M. When a major sporting event or concert occurs in Boston, some fans park and take the train into Boston. This use generally does not conflict with commuter parking activity, because fans typically arrive late afternoon as commuter rail passengers are exiting the parking lot. In addition to the MBTA lot and City lot, there are approximately 75 informal parking spaces located along the northern side of Bridge Street between the North Street ramps and Lynn Street. This narrow strip of land, about 800 feet long, is bounded by Bridge Street to the south and railroad tracks to the north. Because these spaces are free, they fill up at a faster rate than either the MBTA lot or City lot. In September 2010, these informal spaces were used by both MBTA commuters and construction workers at the Ruane Judicial Center. As of August 2011, these informal parking spaces were still actively being used by train commuters and construction workers. During an earlier phase of this project in September 2003, a license plate survey was conducted at the MBTA parking lot to determine the origins of the parked vehicles and the pick -up/drop-off vehicles. This survey found that Salem residents comprise about half of all parkers and generate 59% of the pick-up/drop-off activity. After accounting for Salem residents, the parking areas served primarily commuters from the west, particularly Danvers and Peabody, which accounted for 31% of total parking and pick-up/drop-off activity. Origins from Beverly accounted for only 2% of parkers, primarily because there are five commuter rail stations in Beverly. While this data was collected eight years ago (2003), the pattern of parker origins has likely not changed significantly. Existing Transit According to the ―2009 Ridership and Service Statistics‖ report published by the MBTA, 64 inbound and outbound commuter rail trains operate between North Station (Boston) and Salem Station on MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 11 weekdays, traveling on one of two commuter rail lines: Newburyport or Rockport. Trains run about once every 15 minutes during peak times and about once every hour during off -peak times. Between Salem and North Station, there are four other station stops including Swampscott, Lynn, River Works, and Chelsea. The travel time from Salem to North Station is about 25–30 minutes for the 17-mile trip. The MBTA currently operates seven bus routes that serve the Salem Station as summarized in Table 4. Bus access to the station site is the same as for other motor vehicles. All buses enter the Project site by turning right from Bridge Street westbound and exit the site by turning right onto Bridge Street westbound. Table 4. MBTA Bus Routes Serving Salem Station Route Description Rush hour Headway (minutes) 450/ 450W Salem Depot – Haymarket Station Salem Depot – Wonderland R30 451 North Beverly – Salem Depot, via Cabot St. or Tozer Rd. R60 455/ 455W Salem Depot - Haymarket Station, via Loring Ave, Central Sq., Lynn Salem Depot – Wonderland Station, via Central Sq., Lynn R60 456 Salem Depot - Wonderland via Central Square, Lynn R60 459 Salem Depot – Downtown via Logan Airport and Central Sq., Lynn R60 465 Salem Depot – Liberty Tree Mall via Peabody and Danvers R60 468 Salem Depot Danvers S. via Peabody R60 Headway is the time between buses. Existing Pedestrian and Bicycle Facilities Pedestrian counts were conducted at study area intersections on September 13, 2011. The Existing A.M. and P.M. peak hour pedestrian volumes are shown in Figure 4. There are currently four pedestrian access routes to the Project site. A sidewalk under the North Street ramp provides access to the southwest at the Bridge Street/MBTA Driveway intersection. There is a staircase to the train platform from the Bridge Street/Washington Street intersection . There is also a handicapped-accessible ramp system west of the Bridge Street/Washington Street intersection . An unpaved walking path connects the informal parking area along Bridge Street (west of the North Street viaduct) to the Project site. As part of the recent signalization and reconstruction of the Bridge Street/Washington Street intersection, there are new crosswalks and pedestrian signals on each roadway approach. Figure 4. Existing Conditions (2011) Pedestrian Volumes, A.M. and P.M. Peak Hours No rth St. (Route 11 4) Ramp Bridge St. Federal St. Bridge St.Ash St.Residential DrivewayNorth St. (Route 114)Washington St.MBTA Drivew a y 0 (2)52 (79)59 (35) 9 (23)2 (0)0 (0) 144 (123) 0 (2) 3 (1) 3 (1) 21 (69) 30 (4) 163 (92) 4 (15) 3 (3) * Prohibited Movement Not to scale. Station & Parking Improvement for Salem Commuter Rail Station Transportation Study Howard/Stein-Hudson Associates, Inc. A.M. (P.M.) MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 13 Bicycle counts were conducted at study area intersections on September 13, 2011. The Existing A .M. and P.M. peak hour volumes are shown in Figure 5. Parking for about 35 bicycles is provided by racks in the north section of the site, near the train platform. Passengers are generally permitted to bring bicycles on the MBTA commuter rail in the off-peak direction and during off-peak hours. Bicycles are permitted at all times on weekends. On September 14, 2010, 36 bicycles were parked both in the racks and chained to the fence, indicating that bicycle commuting is common. Future Conditions For transportation impact analyses, it is standard practice to evaluate two future conditions: a No -Build Condition (without the proposed project) and a Build Condition (if the project is built). Typically, these conditions are projected to a future date five years from the Existing Conditions year. As such, Year 2016 was designated as the future year for this study. No-Build conditions incorporate the continued existing uses on the Project site and do not include the new MBTA garage. The Build conditions analysis include the new MBTA garage in place of the existing MBTA lot. It is assumed that the adjacent City owned parking lot operation would be unchanged under No-Build and Build conditions. As stated previously, MassDOT has completed the first phase of Bridge Street improvements, including 1) the construction of the new Bridge Street Bypass, between the Salem/Beverly Bridge and St. Peters Street, 2) the reconstruction of Bridge Street between St. Peter Street and Washington Street, and 3) the conversion of the existing rotary at Washington Street to signalized intersection. Construction on these sections was completed in 2009. While MassDOT has completed 25% design plans for the second phase of Bridge Street improvements, including the widening of Bridge Street between Flint Street and Washington Street, the future construction schedule of this next phase is unknown. To understand the impact of the planned second phase Bridge Street improvements, the future No-Build conditions and Build conditions have been assessed both without and with the second phase of the Bridge Street widening project. Because of the poor existing level of service for Driveway traffic at the unsignalized intersection of Bridge Street/MBTA Driveway, it has been assumed that the intersection will be signalized under Year 2016 conditions. Year 2016 No-Build Conditions No-Build traffic conditions are independent of the proposed project and include existing traffic and new traffic resulting from general background growth. Based on historical traffic data and projected changes to employment and population 2, a background growth factor of 1% was applied to produce Year 2016 No-Build volumes. Future No-Build traffic volumes are shown in Figure 6 and Figure 7 for the A.M. and P.M. peak hours, respectively. 2 ―Transportation Improvement Study for Routes 1A, 114 and 107 and other major roadways i n Salem‖, produced by the Central Transportation Planning Staff for the Boston Region Metropolitan Planning Organization, November 2005. Figure 5. Existing Conditions (2011) Bicycle Volumes, A.M. and P.M. Peak Hour No rth St. (Route 11 4) Ramp Bridge St. Federal St. Bridge St.Ash St.Residential DrivewayNorth St. (Route 114)Washington St.MBTA Drivew a y 0 (0)0 (0)3 (3)0 (0)1 (1)0 (0) 0 (3)0 (1)2 (2)1 (1)0 (0)0 (0)0 (0)0 (0)7 (1)0 (0)0 (3)0 (0)0 (2)0 (0)0 (0)5 (4)4 (2)1 (2)4 (3)7 (2)0 (0) 1 (1)0 (0) 0 (2)2 (2) * Prohibited Movement Not to scale. Station & Parking Improvement for Salem Commuter Rail Station Transportation Study Howard/Stein-Hudson Associates, Inc. A.M. (P.M.) Figure 6. No-Build Conditions (2016) Turning Movement Volumes, A.M. Peak Hour No rth St. (Route 11 4) Ramp Bridge St. Federal St. Bridge St.Ash St.Residential DrivewayNorth St. (Route 114)Washington St.MBTA Drivew a y 2121003 1114616 617105 731293 02852223333001064489813 23625133 16500176922 876101 611355 * Prohibited Movement Not to scale. Station & Parking Improvement for Salem Commuter Rail Station Transportation Study Howard/Stein-Hudson Associates, Inc. Figure 7. No-Build Conditions (2016) Turning Movement Volumes, P.M. Peak Hour No rth St. (Route 11 4) Ramp Bridge St. Federal St. Bridge St.Ash St.Residential DrivewayNorth St. (Route 114)Washington St.MBTA Drivew a y 1631206 355812 829174 899325 21117233587254191518596 1577149 1669269813 64965 611253 * Prohibited Movement Not to scale. Station & Parking Improvement for Salem Commuter Rail Station Transportation Study Howard/Stein-Hudson Associates, Inc. MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 17 Operations without Bridge Street widening Capacity analysis conducted for conditions without the Bridge Street widening are shown in Table 5 and Table 6. For this analysis, it was assumed that signal phasing and timings remai ned the same as under existing conditions. Key level of service results are discussed below. During the A.M. peak hour, the Bridge Street/Route 114 Ramps intersection would worsen from LOS D to LOS E and the eastbound Bridge Street approach would worsen from LOS E to LOS F. During the P.M. peak hour, the intersection would worsen to LOS B from LOS C, but all approaches would operate at LOS D or better. With signalization, the Bridge Street/MBTA Driveway intersection would operate at LOS B or better during each peak hour. At the Bridge Street/Washington Street intersection, operation would remain at LOS E, although the northbound left turn from Washington Street onto Bridge Street would worsen from LOS D to LOS F. At the unsignalized intersection of Federal Street/Washington Street, the westbound Federal Street right turn would operate worsen to LOS E from LOS D, but all remaining approaches would continue to operate at LOS A. At the Bridge Street/Ash Street intersection, the increased volumes would cause the westbound Bridge Street approach to worsen from LOS A to LOS B, the northbound Ash Street approach to worsen from LOS E to LOS F, and the southbound driveway to worsen from LOS B at LOS C. Overall, without Bridge Street widening, the study area intersections would operate similar to existing conditions without any major changes to level of service. Operations with Bridge Street widening With Bridge Street widening and associated optimization of traffic signals along the Bridge Street corridor, each signalized intersection would experience an improvement of overall level of service as shown in Table 7 and Table 8 and summarized below: The Bridge Street/Route 114 Ramps intersection would operate at overall LOS B during the A.M. and P.M. peak hour. The Bridge Street/MBTA Driveway intersection would operate at overall LOS A during each peak hour. The Bridge Street/Washington Street intersection would operate at overall LOS C during the A.M. peak hour and LOS D during the P.M. peak hour. Operations at the two unsignalized intersections would not be affected by the Bridge Street widening during each peak hour. With Bridge Street widening and associated changes to signal timings, the signalized intersections would experience a modest decrease in overall service delays. MBTA Salem Garage Page 18 Howard/Stein-Hudson Associates, Inc. Table 5. No-Build Conditions (2016) Level of Service without Bridge Street widening, A.M. peak hour Intersection LOS Delay (seconds) V/C Ratio 95th percentile queue (feet) Signalized Bridge Street/Route 114 Ramps E 60.3 Bridge EB thru/right F 108.1 1.12 829 Bridge WB left C 34.9 0.50 85 Bridge WB thru A 6.3 0.50 141 114 NB left C 31.9 0.37 78 114 NB right B 18.1 0.44 146 Bridge Street/MBTA Driveway — — — — B 15.4 Bridge EB left C 24.2 0.67 83 Bridge EB thru | thru A 8.7 0.68 364 Bridge WB thru | thru/right C 21.1 0.72 #750 Driveway SB left D 44.8 0.27 62 Driveway SB right B 10.3 0.32 39 Bridge Street/Washington Street D 48.5 Bridge EB thru | thru C 30.2 0.54 267 Bridge EB right B 11.8 0.50 140 Bridge WB left F > 80.0 > 1.00 #459 Bridge WB thru | thru B 17.9 0.48 236 Washington NB left | left D 45.5 0.62 164 Washington NB right D 36.9 0.67 278 Unsignalized Federal Street/Washington Street — — — — Federal WB right C 19.2 0.40 47 Washington NB left B 10.4 0.04 3 Washington NB thru A 0 0.35 0 Washington SB thru | thru/right A 0 0.29 0 Bridge Street/Ash Street Bridge EB thru | thru/right A 0 0.37 0 Bridge WB left B 10.2 0.01 0 Bridge WB thru | thru/right A 0 0.45 0 Ash NB left/thru/right B 10.5 0.01 0 Driveway SB right B 14.8 0.09 8 # = 95th percentile volume exceeds capacity. Queue may be longer. Queue shown is maximum after 2 cycles. m = Volume for 95th percentile queue is metered by upstream signal. When LOS F is reached, the associated measures lose sensitivity and indicate only that congested conditions exist. As such, the delays, v/c ratios, and queue lengths associated with LOS F should not be strictly interpreted. Grey Cell shading indicates that LOS has worsened from Existing Conditions. Bridge Street Widening refers to the second phase of the reconstruction project, between Flint Street and Washington Street. MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 19 Table 6. No-Build Conditions (2016) Level of Service without Bridge Street widening, P.M. peak hour Intersection LOS Delay (seconds) V/C Ratio 95th percentile queue (feet) Signalized Bridge Street/Route 114 Ramps C 24.7 Bridge EB thru/right D 36.3 0.92 #595 Bridge WB left D 35.2 0.64 125 Bridge WB thru B 13.7 0.73 250 114 NB left D 39.6 0.61 96 114 NB right B 13.1 0.40 95 Bridge Street/MBTA Driveway — — — — A 8.1 Bridge EB left A 4.1 0.20 18 Bridge EB thru | thru A 3.3 0.33 89 Bridge WB thru | thru/right B 10.0 0.45 188 Driveway SB left C 23.6 0.25 40 Driveway SB right B 15.4 0.49 68 Bridge Street/Washington Street E 76.8 Bridge EB thru | thru C 34.8 0.65 273 Bridge EB right B 14.9 0.43 116 Bridge WB left F > 80.0 > 1.00 #49 Bridge WB thru | thru C 20.1 0.54 318 Washington NB left | left F 14.5 1.09 #341 Washington NB right C 32.2 0.61 212 Unsignalized Federal Street/Washington Street — — — — Federal WB right E 37.7 0.68 116 Washington NB left A 9.4 0.03 2 Washington NB thru A 0 0.48 0 Washington SB thru | thru/right A 0 0.25 0 Bridge Street/Ash Street Bridge EB thru | thru/right A 0 0.36 0 Bridge WB left B 10.1 0.02 1 Bridge WB thru | thru/right A 0 0.51 0 Ash NB left/thru/right F 58.5 0.11 9 Driveway SB right C 15.2 0.07 6 # = 95th percentile volume exceeds capacity. Queue may be longer. Queue shown is maximum after 2 cycles. m = Volume for 95th percentile queue is metered by upstream signal. When LOS F is reached, the associated measures lose sensitivity and indicate only that congested conditions exist. As such, the delays, v/c ratios, and queue lengths associated with LOS F should not be strictly interpreted. Grey Cell shading indicates that LOS has worsened from Existing Conditions. Bridge Street Widening refers to the second phase of the reconstruction project, between Flint Street and Washington Street. MBTA Salem Garage Page 20 Howard/Stein-Hudson Associates, Inc. Table 7. No-Build Conditions (2016) Level of Service with Bridge Street widening, A.M. peak hour Intersection LOS Delay (seconds) V/C Ratio 95th percentile queue (feet) Signalized Bridge Street/Route 114 Ramps B 14.3 Bridge EB thru/right B 12.6 0.52 287 Bridge WB left D 52.2 0.58 134 Bridge WB thru A 4.3 0.25 107 114 NB left D 43.0 0.38 102 114 NB right C 20.7 0.46 138 Bridge Street/MBTA Driveway — — — — A 7.0 Bridge EB left B 10.6 0.59 12 Bridge EB thru | thru A 1.0 0.36 22 Bridge WB thru | thru/right B 10.7 0.37 103 Driveway SB left D 44.8 0.27 62 Driveway SB right B 11.9 0.34 44 Bridge Street/Washington Street C 29.0 — — Bridge EB thru | thru C 30.0 0.65 #267 Bridge EB right A 9.2 0.57 61 Bridge WB left E 63.5 0.88 #343 Bridge WB thru | thru B 16.1 0.47 218 Washington NB left | left D 52.4 0.75 #174 Washington NB right C 28.5 0.59 241 Unsignalized Federal Street/Washington Street — — — — Federal WB right C 19.2 0.40 47 Washington NB left B 10.4 0.04 3 Washington NB thru A 0.0 0.35 0 Washington SB thru | thru/right A 0.0 0.29 0 Bridge Street/Ash Street Bridge EB thru | thru/right A 0.0 0.37 0 Bridge WB left B 10.2 0.01 0 Bridge WB thru | thru/right A 0.0 0.45 0 Ash NB left/thru/right B 10.4 0.01 0 Driveway SB right B 14.8 0.09 8 # = 95th percentile volume exceeds capacity. Queue may be longer. Queue shown is maximum after 2 cycles. m = Volume for 95th percentile queue is metered by upstream signal. When LOS F is reached, the associated measures lose sensitivity and indicate only that congested conditions exist. As such, the delays, v/c ratios, and queue lengths associated with LOS F should not be strictly interpreted. Bridge Street widening refers to the second phase of the reconstruction project, between Flint Street and Washington Street. MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 21 Table 8. No-Build Conditions (2016) Level of Service with Bridge Street widening, P.M. peak hour Intersection LOS Delay (seconds) V/C Ratio 95th percentile queue (feet) Signalized Bridge Street/Route 114 Ramps B 11.5 — — Bridge EB thru/right B 13.2 0.52 156 Bridge WB left C 24.8 0.63 65 Bridge WB thru A 4.6 0.40 39 114 NB left C 33.5 0.58 84 114 NB right A 8.6 0.37 73 Bridge Street/MBTA Driveway — — — — A 6.7 — — Bridge EB left A 2.0 0.19 m4 Bridge EB thru | thru A 2.4 0.33 15 Bridge WB thru | thru/right A 8.0 0.46 m220 Driveway SB left C 23.6 0.25 40 Driveway SB right B 14.3 0.48 65 Bridge Street/Washington Street D 52.5 — — Bridge EB thru | thru D 54.4 0.91 286 Bridge EB right B 20.0 0.57 111 Bridge WB left F >80.0 >1.00 #441 Bridge WB thru | thru C 22.5 0.57 335 Washington NB left | left F >80.0 >1.00 #367 Washington NB right C 25.7 0.49 203 Unsignalized Federal Street/Washington Street — — — — — — — — Federal WB right E 37.7 0.68 116 Washington NB left A 9.4 0.03 2 Washington NB thru A 0.0 0.48 0 Washington SB thru | thru/right A 0.0 0.25 0 Bridge Street/Ash Street — — — — Bridge EB thru | thru/right A 0.0 0.36 0 Bridge WB left B 10.1 0.02 1 Bridge WB thru | thru/right A 0.0 0.51 0 Ash NB left/thru/right F >50.0 0.11 9 Driveway SB right C 15.2 0.07 6 # = 95th percentile volume exceeds capacity. Queue may be longer. Queue shown is maximum after 2 cycles. m = Volume for 95th percentile queue is metered by upstream signal. When LOS F is reached, the associated measures lose sensitivity and indicate only that congested conditions exist. As such, the delays, v/c ratios, and queue lengths associated with LOS F should not be strictly interpreted. Bridge Street widening refers to the second phase of the reconstruction project, between Flint Street and Washington Street. MBTA Salem Garage Page 22 Howard/Stein-Hudson Associates, Inc. Year 2016 Build Traffic Conditions For Build Conditions, the net new traffic activity associated with the Project is added to No-Build conditions. Parking Activity As shown in the site plan in Figure 1, the existing lot will be replaced with a multi-level garage containing 801 parking spaces. Approximately 650 spaces will be designated to commuter rail passengers and approximately 150 spaces designated for parkers associated with the J. Michael Ruane Judicial Center, located on nearby Bridge Street. In total, the new garage will provide an additional 310 on-site parking spaces for commuter rail riders. It is anticipated that the increased parking capacity will be used by current rail passengers who are unable to find parking at the existing site and choose to 1) park elsewhere, 2) be dropped off, or 3) use some other travel mode to the station, such as walking or biking. In 2001, the MBTA conducted a ridership survey of North Shore commuters, including passengers at Salem Station. The arrival mode share percentages observed in 2001 (average across all stations) were applied to the current Salem boardings of 2,010 daily passengers to estimate how current passengers are arriving at the Salem Station. Table 9 shows the number of passengers estimated for each of four mode share groups (as described in the table) and the associated Project site parking demand for the existing lot and future garage. It is anticipated that the additional parking capacity will be used by passengers who currently kiss-and-ride or park elsewhere. A reduction in the number of kiss-and-ride passengers reduces the number of daily vehicle trips because pick-up/drop-off activity generates twice as many trips, as compared to on-site parking activity. Providing more parking capacity for passengers who currently park elsewhere does not create new vehicle trips in the study area, but does increase the number of trips arriving at the Project site. Currently, the on-site parking is filled by 8:00 A.M. on a typical weekday. It is possible that with the increased on-site parking capacity, passengers will have the flexibility of arriving later and still being able to find a parking space. If this occurs, it is possible that the number of commuters who take trains after 8:00 A.M. would increase. The MBTA will monitor ridership and evaluate the need for train schedule changes. In addition to the 650 spaces reserved for MBTA passengers, 150 spaces will be designated for employees and/or visitors to the Ruane Judicial Center. The peak hours of traffic along Bridge Street and at the MBTA Driveway are 7:15 -8:15 A.M. and 5:00-6:00 P.M. The Courthouse will be open 8:00 A.M. to 4:30 P.M., with specific courts starting at 8:00 or 8:30 A.M. The courts usually end by 4:30 P.M. During the A.M. peak hour, it has been assumed that about 30 courthouse related vehicles arrive and park in the garage. During the PM peak hour, it was assumed that 75 courthouse related vehicles will depart from the garage. MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 23 Table 9. Mode Share and Parking Demand at MBTA Salem Station Passengers by Travel Mode Vehicles Parked at Peak Accumulation Existing Future Existing MBTA Lot Future MBTA Garage Mode Share Passengers Mode Share Passengers Vehicles Vehicles Park at MBTA Lot 20% 408 Continue to park at MBTA Garage 20% 408 340 340 Kiss-and-Ride 14% 281 Continue to kiss-and-ride 10% 207 0 0 Park at new MBTA Garage 4% 74 0 62 Park elsewhere 30% 603 Continue to park elsewhere 15% 306 0 0 Park at new MBTA Garage 15% 297 0 248 Use other mode (walk, bus, bike) 36% 718 Continue to use other mode 36% 718 0 0 Park at new MBTA Garage 0% 0 0 0 Total 100% 2,010 Total 100% 2,010 340 650 Mode share percentages are based on Project site observations and 2001 MBTA North Share Commuter Rail Survey, including an auto occupancy of 1.2 passengers per vehicle. Assumptions applied to current Salem Station Boston-bound boardings of 2,010 daily passengers. Traffic Volumes Based on the travel characteristics of the mode share groups presented in Table 9, the associated change in peak hour traffic volumes generated by the new garage was calculated. The larger capacity of the garage will allow more vehicles to park at the MBTA station itself. Some new parking trips will be generated by former kiss -and-ride passengers. A former kiss and ride passenger who switches to parking at the garage will cause a reduction in trip generation because 1) one less vehicle trip exits the site during the morning peak period and 2) one less trip enters the site during the evening peak period. The cumulative effect on trip generation from the increased parking capacity and change in travel mode is reflected in the future Build traffic volumes shown in Figure 8 and Figure 9, for the A.M. and P.M. peak hours, respectively. Figure 8. Build Conditions (2016) Turning Movement Volumes, A.M. Peak Hour No rth St. (Route 11 4) Ramp Bridge St. Federal St. Bridge St.Ash St.Residential DrivewayNorth St. (Route 114)Washington St.MBTA Drivew a y 2121042 1201616 60382 770293 0285311381300692188813 23612133 16548317922 928101 601342 * Prohibited Movement Not to scale. Station & Parking Improvement for Salem Commuter Rail Station Transportation Study Howard/Stein-Hudson Associates, Inc. Figure 9. Build Conditions (2016) Turning Movement Volumes, P.M. Peak Hour No rth St. (Route 11 4) Ramp Bridge St. Federal St. Bridge St.Ash St.Residential DrivewayNorth St. (Route 114)Washington St.MBTA Drivew a y 1631203349812 862231 896325 211172275842542811068846 1607149 1668960813 64665 636283 * Prohibited Movement Not to scale. Station & Parking Improvement for Salem Commuter Rail Station Transportation Study Howard/Stein-Hudson Associates, Inc. MBTA Salem Garage Page 26 Howard/Stein-Hudson Associates, Inc. Operations without Bridge Street widening Analysis results conducted for Build conditions without the Bridge Street widening project are shown in Table 10 and Table 11. Under Build conditions, optimal signal timings have been programmed into the analysis to minimize overall delay. With adjustments to signal timings, the overall Bridge Street/Route 114 ramps intersection would operate at LOS B during the A.M. and P.M peak hours. The eastbound Bridge Street approach would improve to LOS B during the A.M. peak hour and LOS C during the P.M peak. The left turns from both Bridge Street westbound and Route 114 ramp northbound would operate at LOS D. With the increased peak hour traffic generated at the MBTA station site, t he Bridge Street/MBTA Driveway would operate at LOS C during the A.M. peak hour and LOS B during the P.M. peak hour. The left turns from eastbound Bridge Street and the southbound Driveway would operate at LOS D during the A.M. peak hour. With adjustment to the signal timings at the Bridge Street/Washington Street intersecti on, the overall operation could improve to LOS C during the A.M. peak hour and LOS D during the P.M. peak hour. The Bridge Street westbound left turns and Washington northbound left turns would continue to operate at LOS F. At the unsignalized intersections, all approaches would continue to operate as under No-Build Conditions. Operations with Bridge Street widening With Bridge Street widening and optimal signal timing to minimize overall delay, the resulting level of service are shown in Table 12 and Table 13 and summarized below: At the Bridge Street/Route 114 Ramps intersection, the overall impact from the Bridge Street widening would be minimal. Intersection operation would be at LOS B either with or without the Bridge Street widening, although three individual moves would have slightly lower delays during the A.M. peak hour. While the Bridge Street widening project would allow the Bridge Street/MBTA Driveway intersection to operate at LOS B during the A.M. peak hour and LOS A during the P.M. peak hour, the operation is acceptable either with or without the widening. Because the Bridge Street/Washington Street intersection is not directly affected by the Bridge Street widening project, the intersection operation would be the same as without the widening at LOS C during the A.M. peak hour and LOS D during the P.M. peak hour. During either peak hour, operations at the two unsignalized intersections would not be affected by the Bridge Street widening project. MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 27 Table 10. Build Conditions (2016) Level of Service, without Bridge Street widening, A.M. peak hour Intersection LOS Delay (seconds) V/C Ratio 95th percentile queue (feet) Signalized Bridge Street/Route 114 Ramps B 18.7 Bridge EB thru/right B 18.7 0.82 742 Bridge WB left D 37.5 0.53 m64 Bridge WB thru A 6.2 0.41 m155 114 NB left D 54.4 0.54 110 114 NB right C 27.5 0.69 208 Bridge Street/MBTA Driveway — — — — C 22.7 Bridge EB left D 41.4 0.81 211 Bridge EB thru A 5.7 0.75 198 Bridge WB thru/right C 32.3 0.95 #607 Driveway SB left D 42.6 0.13 37 Driveway SB right B 14.6 0.40 29 Bridge Street/Washington Street C 30.1 Bridge EB thru | thru C 30.9 0.64 #278 Bridge EB right B 10.8 0.55 133 Bridge WB left E 63.5 0.88 #343 Bridge WB thru | thru B 16.5 0.49 233 Washington NB left | left E 61.0 0.86 #213 Washington NB right C 20.9 0.64 116 Unsignalized Federal Street/Washington Street — — — — Federal WB right C 21.5 0.44 54 Washington NB left B 10.3 0.04 3 Washington NB thru A 0.0 0.38 0 Washington SB thru | thru/right A 0.0 0.28 0 Bridge Street/Ash Street Bridge EB thru | thru/right A 0.0 0.37 0 Bridge WB left B 10.1 0.01 0 Bridge WB thru | thru/right A 0.0 0.47 0 Ash NB left/thru/right B 10.4 0.01 0 Driveway SB right C 15.2 0.10 8 # = 95th percentile volume exceeds capacity. Queue may be longer. Queue shown is maximum after 2 cycles. m = Volume for 95th percentile queue is metered by upstream signal. When LOS F is reached, the associated measures lose sensitivity and indicate only that congested conditions exist. As such, the delays, v/c ratios, and queue lengths associated with LOS F should not be strictly interpreted. Bridge Street widening refers to the second phase of the reconstruction project, between Flint Street and Washington Street. MBTA Salem Garage Page 28 Howard/Stein-Hudson Associates, Inc. Table 11. Build Conditions (2016) Level of Service, without Bridge Street widening, P.M. peak hour Intersection LOS Delay (seconds) V/C Ratio 95th percentile queue (feet) Signalized Bridge Street/Route 114 Ramps B 17.2 Bridge EB thru/right C 20.9 0.80 #368 Bridge WB left D 46.8 0.85 m#161 Bridge WB thru A 4.5 0.71 33 114 NB left D 47.6 0.72 #98 114 NB right A 7.9 0.37 67 Bridge Street/MBTA Driveway — — — — B 16.5 Bridge EB left A 6.4 0.22 m12 Bridge EB thru B 13.8 0.84 m#503 Bridge WB thru/right C 20.1 0.81 m#606 Driveway SB left C 20.8 0.35 61 Driveway SB right B 14.0 0.65 77 Bridge Street/Washington Street D 51.3 Bridge EB thru | thru E 55.9 0.95 #330 Bridge EB right C 20.7 0.63 144 Bridge WB left F > 80.0 > 1.00 #441 Bridge WB thru | thru C 22.5 0.56 334 Washington NB left | left F 91.0 1.04 #363 Washington NB right B 16.2 0.53 106 Unsignalized Federal Street/Washington Street — — — — Federal WB right E 37.3 0.68 115 Washington NB left A 9.6 0.03 2 Washington NB thru A 0.0 0.48 0 Washington SB thru | thru/right A 0.0 0.26 0 Bridge Street/Ash Street Bridge EB thru | thru/right A 0.0 0.37 0 Bridge WB left B 10.2 0.02 1 Bridge WB thru | thru/right A 0.0 0.51 0 Ash NB left/thru/right F 62.2 0.11 9 Driveway SB right C 15.1 0.07 6 # = 95th percentile volume exceeds capacity. Queue may be longer. Queue shown is maximum after 2 cycles. m = Volume for 95th percentile queue is metered by upstream signal. When LOS F is reached, the associated measures lose sensitivity and indicate only that congested conditions exist. As such, the delays, v/c ratios, and queue lengths associated with LOS F should not be strictly interpreted. Bridge Street widening refers to the second phase of the reconstruction project, between Flint Street and Washington Street. MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 29 Table 12. Build Conditions (2016) Level of Service, with Bridge Street widening, A.M. peak hour Intersection LOS Delay (seconds) V/C Ratio 95th percentile queue (feet) Signalized Bridge Street/Route 114 Ramps B 15.7 Bridge EB thru/right B 12.8 0.55 294 Bridge WB left D 44.1 0.51 109 Bridge WB thru A 5.5 0.25 127 114 NB left D 41.2 0.34 102 114 NB right C 29.6 0.64 230 Bridge Street/MBTA Driveway — — — — B 12.5 Bridge EB left C 23.2 0.76 146 Bridge EB thru | thru A 1.1 0.34 55 Bridge WB thru | thru/right B 19.8 0.54 123 Driveway SB left D 43.8 0.15 38 Driveway SB right A 4.6 0.15 18 Bridge Street/Washington Street C 30.8 — — Bridge EB thru | thru C 30.7 0.64 #266 Bridge EB right A 9.5 0.55 86 Bridge WB left E 63.5 0.88 #343 Bridge WB thru | thru B 16.5 0.49 233 Washington NB left | left E 61.0 0.86 #213 Washington NB right C 28.5 0.64 116 Unsignalized Federal Street/Washington Street — — — — Federal WB right C 21.5 0.44 54 Washington NB left B 10.3 0.04 3 Washington NB thru A 0.0 0.38 0 Washington SB thru | thru/right A 0.0 0.28 0 Bridge Street/Ash Street — — — — Bridge EB thru | thru/right A 0.0 0.37 0 Bridge WB left B 10.1 0.01 0 Bridge WB thru | thru/right A 0.0 0.47 0 Ash NB left/thru/right B 10.3 0.01 0 Driveway SB right C 15.2 0.10 8 # = 95th percentile volume exceeds capacity. Queue may be longer. Queue shown is maximum after 2 cycles. m = Volume for 95th percentile queue is metered by upstream signal. When LOS F is reached, the associated measures lose sensitivity and indicate only that congested conditions exist. As such, the delays, v/c ratios, and queue lengths associated with LOS F should not be strictly interpreted. Bridge Street widening refers to the second phase of the reconstruction project, between Flint Street and Washington Street. MBTA Salem Garage Page 30 Howard/Stein-Hudson Associates, Inc. Table 13. Build Conditions (2016) Level of Service, with Bridge Street widening, P.M. peak hour Intersection LOS Delay (seconds) V/C Ratio 95th percentile queue (feet) Signalized Bridge Street/Route 114 Ramps B 12.4 Bridge EB thru/right B 14.0 0.55 155 Bridge WB left C 28.5 0.76 99 Bridge WB thru A 4.8 0.41 20 114 NB left C 33.5 0.58 84 114 NB right A 8.0 0.35 70 Bridge Street/MBTA Driveway — — — — A 9.4 Bridge EB left A 2.6 0.17 m7 Bridge EB thru | thru A 3.8 0.37 112 Bridge WB thru | thru/right B 11.0 0.54 m225 Driveway SB left C 23.9 0.42 66 Driveway SB right B 14.9 0.56 100 Bridge Street/Washington Street D 52.9 Bridge EB thru | thru E 58.9 0.95 #276 Bridge EB right C 21.1 0.63 129 Bridge WB left F >80.0 >1.00 #441 Bridge WB thru | thru C 22.5 0.56 334 Washington NB left | left F >80.0 >1.00 #363 Washington NB right C 25.7 0.49 203 Unsignalized Federal Street/Washington Street — — — — Federal WB right E 37.3 0.68 115 Washington NB left A 9.6 0.03 2 Washington NB thru A 0.0 0.48 0 Washington SB thru | thru/right A 0.0 0.26 0 Bridge Street/Ash Street Bridge EB thru | thru/right A 0.0 0.37 0 Bridge WB left B 10.2 0.02 1 Bridge WB thru | thru/right A 0.0 0.51 0 Ash NB left/thru/right F >50.0 0.11 9 Driveway SB right C 15.1 0.07 6 # = 95th percentile volume exceeds capacity. Queue may be longer. Queue shown is maximum after 2 cycles. m = Volume for 95th percentile queue is metered by upstream signal. When LOS F is reached, the associated measures lose sensitivity and indicate only that congested conditions exist. As such, the delays, v/c ratios, and queue lengths associated with LOS F should not be strictly interpreted. Bridge Street widening refers to the second phase of the reconstruction project, between Flint Street and Washington Street. MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 31 Transit While the MBTA is constantly monitoring service plans and may alter the commuter rail schedule at Salem station in the future, no change in schedule is anticipated due to the new parking garage. No bus routings changes are anticipated with the new garage. Buses serving the station will continue to have a bus-only zone and designated bus stops near the station platform. Pedestrian and Bicycles The basic pedestrian access routes will not change with the proposed facility, but additional amenities will be added to improve accessibility. Pedestrians destined to the trains and buses from the upper Washington Street level will no longer need to use the existing ramp system; instead they can enter the new garage on an upper from the Bridge Street/Washington Street intersection and use an elevator to reach the train platform and bus stops. Increased use of bicycles can be encouraged by adding bicycle racks at the platform and providing cover over some or all racks. Conclusion A comparative summary of level of service for all conditions presented in this report is shown in Table 14 and Table 15 for the A.M. and P.M. peak hours, respectively. The results show that the new Salem commuter rail parking garage, which will allow more commuters to park on-site, will not significantly impact peak hour intersection operations in the study area. The results also show that the second phase of the Bridge Street widening project is not required for the study area intersections to operate acceptably under Year 2016 Build conditions. In summary: The intersection of Bridge Street/Route 144 ramps would operate acceptably at LOS B or better under Build conditions, with some individual approaches at LOS D. The intersection of Bridge Street/MBTA Driveway should be signalized in the future, as the Driveway currently operates at LOS F during both peak hours. With signalization, the intersection would operate acceptably at LOS C or better, with some individual approaches at LOS D. The intersection of Bridge Street/Washington Street would not be affected by the widening project and would operate with overall LOS C and LOS D, during the A.M. peak hour and P.M. peak hour, respectively. At this intersection, however, the westbound Bridge Street left turns and the northbound Washington Street left turns would operate at LOS E during the A.M. peak hour and LOS F during the P.M. peak hour under both No-Build and Build conditions. At the Federal Street/Washington Street intersection, the Washington Street moves would operate at LOS A or LOS B. The right turn from Federal Street would operate at LOS C and LOS E during the A.M. and P.M. peak hours, respectively, under either No-Build conditions or Build conditions. At the Bridge Street/Ash Street intersection, all vehicles would operate at LOS C or better during each peak hour, with the exception of northbound Ash Street approach during the P.M. peak hour, which only carries a few vehicles per hour. MBTA Salem Garage Page 32 Howard/Stein-Hudson Associates, Inc. Table 14. Level of Service Summary, A.M. peak hour Intersection Existing Without Bridge Street widening With Bridge Street widening Year 2016 No-Build Year 2016 Build Year 2016 No-Build Year 2016 Build LOS LOS LOS LOS LOS Signalized Bridge Street/Route 114 Ramps D E B B B Bridge EB thru/right E F B B B Bridge WB left C C D D D Bridge WB thru A A A A A 114 NB left C C D D D 114 NB right B B C C C Bridge Street/MBTA Driveway B C A B Bridge EB left B D D C Bridge EB thru | thru unsignalized B A A A Bridge WB thru | thru/right B C C B Driveway SB left D D D D Driveway SB right B B B B Bridge Street/Washington Street D D C C C Bridge EB thru | thru C C C C C Bridge EB right B B B B A Bridge WB left F F E E E Bridge WB thru | thru B B B B B Washington NB left | left D D E E E Washington NB right D D C C C Unsignalized Federal Street/Washington Street Federal WB right C C C C C Washington NB left B B B B B Washington NB thru A A A A A Washington SB thru | thru/right A A A A A Bridge Street/Ash Street Bridge EB thru | thru/right A A A A A Bridge WB left B B B B B Bridge WB thru | thru/right A A A A A Ash NB left/thru/right B B B B B Driveway SB right B B C C C Bridge Street/MBTA Driveway Bridge EB left A Bridge EB thru A signalized Bridge WB thru/right A Driveway SB left/right F Bridge Street widening refers to the second phase of the reconstruction project, between Flint Street and Washington Street. MBTA Salem Garage Howard/Stein-Hudson Associates, Inc. Page 33 Table 15. Level of Service Summary, P.M. peak hour Intersection Existing Without Bridge Street widening With Bridge Street widening Year 2016 No-Build Year 2016 Build Year 2016 No-Build Year 2016 Build LOS LOS LOS LOS LOS Signalized Bridge Street/Route 114 Ramps B C B B B Bridge EB thru/right E D C B B Bridge WB left C D D C C Bridge WB thru A B A A A 114 NB left C D D C C 114 NB right B B A A A Bridge Street/MBTA Driveway A B A A Bridge EB left A A A A Bridge EB thru | thru unsignalized A B A A Bridge WB thru | thru/right B C A B Driveway SB left C C C C Driveway SB right B B B B Bridge Street/Washington Street E E D D D Bridge EB thru | thru C C E D E Bridge EB right B B C B C Bridge WB left F F F F F Bridge WB thru | thru B C C C C Washington NB left | left D F F F F Washington NB right D C B C C Unsignalized Federal Street/Washington Street Federal WB right D E E E E Washington NB left A A A A A Washington NB thru A A A A A Washington SB thru | thru/right A A A A A Bridge Street/Ash Street Bridge EB thru | thru/right A A A A A Bridge WB left A B B B B Bridge WB thru | thru/right A A A A A Ash NB left/thru/right E F F F F Driveway SB right B C C C C Bridge Street/MBTA Driveway Bridge EB left B Bridge EB thru A signalized Bridge WB thru/right A Driveway SB left/right F Bridge Street widening refers to the second phase of the reconstruction project, between Flint Street and Washington Street. Appendix A. Synchro Reports Existing Conditions Lanes, Volumes, Timings MBTA Salem Station 1: Bridge Street & Washington Street 2011 Existing a.m.HSH Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR ø9 Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 16 11 11 12 12 Storage Length (ft) 95 0 0 0 Storage Lanes 1 1 2 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft)000000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3421 1794 1711 3421 3400 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3421 1794 1711 3421 3400 1568 Right Turn on Red Yes No Satd. Flow (RTOR) 281 Headway Factor 1.04 0.85 1.04 1.04 1.00 1.00 Link Speed (mph) 35 35 30 Link Distance (ft) 289 381 277 Travel Time (s) 5.6 7.4 6.3 Volume (vph) 581 338 279 695 317 285 Peak Hour Factor 0.90 0.85 0.92 0.82 0.93 0.83 Heavy Vehicles (%) 2% 2% 2% 2% 3% 3% Adj. Flow (vph) 646 398 303 848 341 343 Lane Group Flow (vph) 646 398 303 848 341 343 Turn Type Prot Prot pt+ov Protected Phases 221688 19 Permitted Phases Detector Phases 221688 1 Minimum Initial (s) 10.0 10.0 8.0 10.0 10.0 4.0 Minimum Split (s) 16.0 16.0 14.0 16.0 16.0 28.0 Total Split (s) 37.0 37.0 18.0 55.0 22.0 40.0 28.0 Total Split (%) 35.2% 35.2% 17.1% 52.4% 21.0% 38.1% 27% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Min C-Min None C-Min None None Act Effct Green (s) 38.8 38.8 14.0 56.8 17.8 35.8 Actuated g/C Ratio 0.37 0.37 0.13 0.54 0.17 0.34 v/c Ratio 0.51 0.47 1.33 0.46 0.59 0.64 Control Delay 29.7 10.7 212.2 17.5 45.0 35.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 10.7 212.2 17.5 45.0 35.7 LOS C B F B D D Approach Delay 22.4 68.8 40.3 Approach LOS C E D Queue Length 50th (ft) 192 57 ~265 197 109 192 Lanes, Volumes, Timings MBTA Salem Station 1: Bridge Street & Washington Street 2011 Existing a.m.HSH Associates Page 2 Lane Group EBT EBR WBL WBT NBL NBR ø9 Queue Length 95th (ft) 252 125 #435 222 157 261 Internal Link Dist (ft) 209 301 197 Turn Bay Length (ft) 95 Base Capacity (vph) 1265 841 228 1852 583 526 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.51 0.47 1.33 0.46 0.58 0.65 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.33 Intersection Signal Delay: 45.2 Intersection LOS: D Intersection Capacity Utilization 50.6% ICU Level of Service A Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bridge Street & Washington Street Lanes, Volumes, Timings MBTA Salem Station 2: Bridge Street & Route 114 (North Street) Ramp 2011 Existing a.m.HSH Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 9 13 13 13 Storage Length (ft) 0 200 0 100 Storage Lanes 0 1 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.983 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 2068 0 1533 1925 1811 1652 Flt Permitted 0.950 0.950 Satd. Flow (perm) 2068 0 1533 1925 1811 1652 Right Turn on Red Yes Yes Satd. Flow (RTOR) 11 31 Headway Factor 0.85 0.85 1.14 0.96 0.96 0.96 Link Speed (mph) 35 35 30 Link Distance (ft) 294 383 310 Travel Time (s) 5.7 7.5 7.0 Volume (vph) 833 96 100 587 81 211 Peak Hour Factor 0.92 0.75 0.95 0.93 0.88 0.88 Heavy Vehicles (%) 2% 5% 6% 2% 3% 1% Adj. Flow (vph) 905 128 105 631 92 240 Lane Group Flow (vph) 1033 0 105 631 92 240 Turn Type Prot pt+ov Protected Phases 2 1 6 8 1 8 Permitted Phases Detector Phases 2 1 6 8 1 8 Minimum Initial (s) 10.0 5.0 10.0 5.0 Minimum Split (s) 28.0 10.0 16.0 11.0 Total Split (s) 28.0 0.0 28.0 56.0 14.0 42.0 Total Split (%) 40.0% 0.0% 40.0% 80.0% 20.0% 60.0% Yellow Time (s) 4.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode Min None Min None Act Effct Green (s) 26.8 9.4 40.2 9.5 22.9 Actuated g/C Ratio 0.46 0.16 0.70 0.16 0.40 v/c Ratio 1.07 0.42 0.47 0.31 0.36 Control Delay 70.2 25.8 5.5 23.7 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 70.2 25.8 5.5 23.7 10.9 LOS E C A C B Approach Delay 70.2 8.4 14.5 Approach LOS E A B Queue Length 50th (ft) ~413 31 78 26 43 Lanes, Volumes, Timings MBTA Salem Station 2: Bridge Street & Route 114 (North Street) Ramp 2011 Existing a.m.HSH Associates Page 4 Lane Group EBT EBR WBL WBT NBL NBR Queue Length 95th (ft) #684 68 129 63 82 Internal Link Dist (ft) 214 303 230 Turn Bay Length (ft) 200 100 Base Capacity (vph) 966 511 1443 313 880 Starvation Cap Reductn 0 0000 Spillback Cap Reductn 0 0000 Storage Cap Reductn 0 0000 Reduced v/c Ratio 1.07 0.21 0.44 0.29 0.27 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 57.7 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.07 Intersection Signal Delay: 39.8 Intersection LOS: D Intersection Capacity Utilization 69.7% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Bridge Street & Route 114 (North Street) Ramp Lanes, Volumes, Timings MBTA Salem Station 3: Federal Street & Washington Street 2011 Existing a.m.HSH Associates Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 16 9 13 12 12 12 12 Storage Length (ft) 0 0 0 0 60 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor Frt 0.865 0.993 Flt Protected 0.950 Satd. Flow (prot)000001660 1518 1699 0 0 3419 0 Flt Permitted 0.950 Satd. Flow (perm)000001660 1518 1699 0 0 3419 0 Headway Factor 1.00 1.00 1.00 1.00 1.00 0.97 1.14 1.10 1.00 1.00 1.00 1.00 Link Speed (mph) 20 20 30 30 Link Distance (ft) 313 244 280 277 Travel Time (s) 10.7 8.3 6.4 6.3 Volume (vph)00000127154750059522 Confl. Peds. (#/hr) 30 163 163 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.79 0.54 0.84 0.92 0.92 0.85 0.61 Heavy Vehicles (%) 2% 2% 2% 2% 2% 1% 7% 4% 2% 2% 5% 2% Parking (#/hr) 0 0 0 Adj. Flow (vph)00000161285650070036 Lane Group Flow (vph)0000016128565007360 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings MBTA Salem Station 4: Bridge Street & Residential Driveway 2011 Existing a.m.HSH Associates Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 12 12 12 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.997 0.999 0.865 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 3412 0 1745 3418 0 0 1589 0 0 0 1644 Flt Permitted 0.950 Satd. Flow (perm) 0 3412 0 1745 3418 0 0 1589 0 0 0 1644 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 Link Speed (mph) 35 35 15 15 Link Distance (ft) 381 137 205 180 Travel Time (s) 7.4 2.7 9.3 8.2 Volume (vph) 0 854 12 1 954 20020020 Confl. Peds. (#/hr) 9 9 59 Peak Hour Factor 0.67 0.94 0.69 0.25 0.87 0.50 0.92 0.92 0.50 0.92 0.92 0.56 Heavy Vehicles (%) 0% 2% 0% 0% 2% 0% 2% 2% 0% 2% 2% 0% Adj. Flow (vph) 0 909 17 4 1097 40040036 Lane Group Flow (vph) 0 926 0 4 1101 00400036 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings MBTA Salem Station 5: Bridge Street & MBTA Parking Lot Driveway 2011 Existing a.m.HSH Associates Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 9 16 16 14 14 Storage Length (ft) 60 0 0 0 Storage Lanes 1 0 1 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.976 0.900 Flt Protected 0.950 0.987 Satd. Flow (prot) 1745 1676 2053 0 1723 0 Flt Permitted 0.950 0.987 Satd. Flow (perm) 1745 1676 2053 0 1723 0 Headway Factor 1.04 1.14 0.85 0.85 0.92 0.92 Link Speed (mph) 35 35 15 Link Distance (ft) 383 323 369 Travel Time (s) 7.5 6.3 16.8 Volume (vph) 167 877 586 108 42 101 Confl. Peds. (#/hr) 3 3 3 2 Peak Hour Factor 0.63 0.85 0.88 0.74 0.91 0.76 Heavy Vehicles (%) 0% 2% 2% 4% 0% 6% Adj. Flow (vph) 265 1032 666 146 46 133 Lane Group Flow (vph) 265 1032 812 0 179 0 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis MBTA Salem Station 3: Federal Street & Washington Street 2011 Existing a.m.HSH Associates Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h)00000127154750059522 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.79 0.54 0.84 0.92 0.92 0.85 0.61 Hourly flow rate (vph)00000161285650070036 Pedestrians 163 30 Lane Width (ft) 0.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 0 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)277 pX, platoon unblocked vC, conflicting volume 1693 1502 531 971 1520 595 899 565 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1693 1502 531 971 1520 595 899 565 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.2 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.3 2.2 p0 queue free % 100 100 100 100 100 63 96 100 cM capacity (veh/h) 36 116 493 201 113 438 721 1002 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 161 28 565 467 269 Volume Left 0 28 0 0 0 Volume Right 161 0 0 0 36 cSH 438 721 1700 1700 1700 Volume to Capacity 0.37 0.04 0.33 0.27 0.16 Queue Length 95th (ft) 41 3000 Control Delay (s) 17.9 10.2 0.0 0.0 0.0 Lane LOS C B Approach Delay (s) 17.9 0.5 0.0 Approach LOS C Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis MBTA Salem Station 4: Bridge Street & Residential Driveway 2011 Existing a.m.HSH Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 0 854 12 1 954 20020020 Peak Hour Factor 0.67 0.94 0.69 0.25 0.87 0.50 0.92 0.92 0.50 0.92 0.92 0.56 Hourly flow rate (vph) 0 909 17 4 1097 40040036 Pedestrians 9 59 Lane Width (ft) 11.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 1 5 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 381 pX, platoon unblocked 0.86 0.86 0.86 0.86 0.86 0.86 vC, conflicting volume 1160 935 1482 2094 472 1624 2100 609 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1160 764 1400 2109 227 1564 2117 609 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 99 100 100 99 100 100 92 cM capacity (veh/h) 580 734 75 41 669 59 40 421 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 606 320 4 731 370 4 36 Volume Left 0040000 Volume Right 0 17 004436 cSH 1700 1700 734 1700 1700 669 421 Volume to Capacity 0.36 0.19 0.01 0.43 0.22 0.01 0.08 Queue Length 95th (ft)0000007 Control Delay (s) 0.0 0.0 9.9 0.0 0.0 10.4 14.3 Lane LOS A B B Approach Delay (s) 0.0 0.0 10.4 14.3 Approach LOS B B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 43.1% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis MBTA Salem Station 5: Bridge Street & MBTA Parking Lot Driveway 2011 Existing a.m.HSH Associates Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 167 877 586 108 42 101 Peak Hour Factor 0.63 0.85 0.88 0.74 0.91 0.76 Hourly flow rate (vph) 265 1032 666 146 46 133 Pedestrians 2 3 3 Lane Width (ft) 10.0 16.0 14.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 0 0 0 Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 383 612 pX, platoon unblocked 0.81 0.66 0.81 vC, conflicting volume 815 2307 744 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 771 2541 684 tC, single (s) 4.1 6.4 6.3 tC, 2 stage (s) tF (s) 2.2 3.5 3.4 p0 queue free % 61 0 63 cM capacity (veh/h) 688 12 356 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 265 1032 812 179 Volume Left 265 0 0 46 Volume Right 0 0 146 133 cSH 688 1700 1700 43 Volume to Capacity 0.39 0.61 0.48 4.13 Queue Length 95th (ft) 45 0 0 Err Control Delay (s) 13.5 0.0 0.0 Err Lane LOS B F Approach Delay (s) 2.8 0.0 Err Approach LOS F Intersection Summary Average Delay 784.1 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 Lanes, Volumes, Timings MBTA Salem Station 1: Bridge Street & Washington Street 2011 Existing p.m.HSH Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR ø9 Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 16 11 11 12 12 Storage Length (ft) 95 0 0 0 Storage Lanes 1 1 2 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft)000000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3455 1830 1745 3490 3433 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3455 1830 1745 3490 3433 1568 Right Turn on Red Yes No Satd. Flow (RTOR) 189 Headway Factor 1.04 0.85 1.04 1.04 1.00 1.00 Link Speed (mph) 35 35 30 Link Distance (ft) 289 381 277 Travel Time (s) 5.6 7.4 6.3 Volume (vph) 581 241 309 855 558 242 Peak Hour Factor 0.80 0.79 0.80 0.91 0.82 0.72 Heavy Vehicles (%) 1% 0% 0% 0% 2% 3% Adj. Flow (vph) 726 305 386 940 680 336 Lane Group Flow (vph) 726 305 386 940 680 336 Turn Type Prot Prot pt+ov Protected Phases 221688 19 Permitted Phases Detector Phases 221688 1 Minimum Initial (s) 10.0 10.0 8.0 10.0 10.0 4.0 Minimum Split (s) 16.0 16.0 14.0 16.0 16.0 28.0 Total Split (s) 36.0 36.0 19.0 55.0 22.0 41.0 28.0 Total Split (%) 34.3% 34.3% 18.1% 52.4% 21.0% 39.0% 27% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Min C-Min None C-Min None None Act Effct Green (s) 37.6 37.6 15.0 56.6 18.0 37.0 Actuated g/C Ratio 0.36 0.36 0.14 0.54 0.17 0.35 v/c Ratio 0.59 0.39 1.55 0.50 1.15 0.61 Control Delay 31.9 12.6 299.0 18.2 127.5 33.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.9 12.6 299.0 18.2 127.5 33.7 LOS C B F B F C Approach Delay 26.2 99.9 96.5 Approach LOS C F F Queue Length 50th (ft) 225 58 ~367 225 ~278 184 Lanes, Volumes, Timings MBTA Salem Station 1: Bridge Street & Washington Street 2011 Existing p.m.HSH Associates Page 2 Lane Group EBT EBR WBL WBT NBL NBR ø9 Queue Length 95th (ft) 250 98 #471 286 #339 208 Internal Link Dist (ft) 209 301 197 Turn Bay Length (ft) 95 Base Capacity (vph) 1237 777 249 1881 589 553 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.59 0.39 1.55 0.50 1.15 0.61 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.55 Intersection Signal Delay: 76.3 Intersection LOS: E Intersection Capacity Utilization 59.1% ICU Level of Service B Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bridge Street & Washington Street Lanes, Volumes, Timings MBTA Salem Station 2: Bridge Street & Route 114 (North Street) Ramp 2011 Existing p.m.HSH Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 9 13 13 13 Storage Length (ft) 0 200 0 100 Storage Lanes 0 1 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.985 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 2116 0 1593 1963 1865 1652 Flt Permitted 0.950 0.950 Satd. Flow (perm) 2116 0 1591 1963 1865 1652 Right Turn on Red Yes Yes Satd. Flow (RTOR) 10 68 Headway Factor 0.85 0.85 1.14 0.96 0.96 0.96 Link Speed (mph) 35 35 30 Link Distance (ft) 294 383 298 Travel Time (s) 5.7 7.5 6.8 Volume (vph) 617 62 166 789 111 222 Confl. Peds. (#/hr) 2 2 2 Peak Hour Factor 0.87 0.70 0.87 0.83 0.74 0.86 Heavy Vehicles (%) 0% 0% 2% 0% 0% 1% Adj. Flow (vph) 709 89 191 951 150 258 Lane Group Flow (vph) 798 0 191 951 150 258 Turn Type Prot pt+ov Protected Phases 2 1 6 8 1 8 Permitted Phases Detector Phases 2 1 6 8 1 8 Minimum Initial (s) 10.0 5.0 10.0 5.0 Minimum Split (s) 28.0 10.0 16.0 11.0 Total Split (s) 28.0 0.0 28.0 56.0 14.0 42.0 Total Split (%) 40.0% 0.0% 40.0% 80.0% 20.0% 60.0% Yellow Time (s) 4.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode Min None Min None Act Effct Green (s) 24.5 12.0 40.6 9.2 25.3 Actuated g/C Ratio 0.42 0.21 0.70 0.16 0.44 v/c Ratio 0.89 0.58 0.69 0.50 0.34 Control Delay 31.6 27.9 8.3 30.0 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.6 27.9 8.3 30.0 8.8 LOS C C A C A Approach Delay 31.6 11.6 16.6 Lanes, Volumes, Timings MBTA Salem Station 2: Bridge Street & Route 114 (North Street) Ramp 2011 Existing p.m.HSH Associates Page 4 Lane Group EBT EBR WBL WBT NBL NBR Approach LOS C B B Queue Length 50th (ft) 247 60 154 48 39 Queue Length 95th (ft) #500 112 209 86 77 Internal Link Dist (ft) 214 303 218 Turn Bay Length (ft) 200 100 Base Capacity (vph) 901 550 1474 320 924 Starvation Cap Reductn 0 0000 Spillback Cap Reductn 0 0000 Storage Cap Reductn 0 0000 Reduced v/c Ratio 0.89 0.35 0.65 0.47 0.28 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 57.9 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 19.3 Intersection LOS: B Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Bridge Street & Route 114 (North Street) Ramp Lanes, Volumes, Timings MBTA Salem Station 3: Federal Street & Washington Street 2011 Existing p.m.HSH Associates Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 16 9 13 12 12 12 12 Storage Length (ft) 0 0 0 0 60 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor Frt 0.865 0.999 Flt Protected 0.950 Satd. Flow (prot)000001644 1533 1732 0 0 3571 0 Flt Permitted 0.950 Satd. Flow (perm)000001644 1533 1732 0 0 3571 0 Headway Factor 1.00 1.00 1.00 1.00 1.00 0.97 1.14 1.10 1.00 1.00 1.00 1.00 Link Speed (mph) 20 20 30 30 Link Distance (ft) 313 244 280 277 Travel Time (s) 10.7 8.3 6.4 6.3 Volume (vph)0000014215658005491 Confl. Peds. (#/hr) 4 92 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.70 0.67 0.84 0.92 0.92 0.90 0.25 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 6% 2% 2% 2% 1% 0% Parking (#/hr) 0 0 0 Adj. Flow (vph)0000020322783006104 Lane Group Flow (vph)0000020322783006140 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings MBTA Salem Station 4: Bridge Street & Residential Driveway 2011 Existing p.m.HSH Associates Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 12 12 12 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.998 0.999 0.966 0.865 Flt Protected 0.950 0.964 Satd. Flow (prot) 0 3449 0 1745 3486 0 0 1710 0 0 0 1644 Flt Permitted 0.950 0.964 Satd. Flow (perm) 0 3449 0 1745 3486 0 0 1710 0 0 0 1644 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 Link Speed (mph) 35 35 15 15 Link Distance (ft) 381 137 205 180 Travel Time (s) 7.4 2.7 9.3 8.2 Volume (vph) 0 817 6 3 1147 32010015 Confl. Peds. (#/hr) 23 23 35 Peak Hour Factor 0.25 0.94 0.69 0.25 0.93 0.42 0.33 0.92 0.50 0.92 0.92 0.56 Heavy Vehicles (%) 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 0 869 9 12 1233 76020027 Lane Group Flow (vph) 0 878 0 12 1240 00800027 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.5% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings MBTA Salem Station 5: Bridge Street & MBTA Parking Lot Driveway 2011 Existing p.m.HSH Associates Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 9 16 16 14 14 Storage Length (ft) 60 0 0 0 Storage Lanes 1 0 1 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.991 0.896 Flt Protected 0.950 0.989 Satd. Flow (prot) 1745 1710 2119 0 1769 0 Flt Permitted 0.950 0.989 Satd. Flow (perm) 1745 1710 2119 0 1769 0 Headway Factor 1.04 1.14 0.85 0.85 0.92 0.92 Link Speed (mph) 35 35 15 Link Distance (ft) 383 323 369 Travel Time (s) 7.5 6.3 16.8 Volume (vph) 66 773 773 52 49 182 Confl. Peds. (#/hr) 3 3 1 Peak Hour Factor 0.87 0.88 0.92 0.90 0.72 0.80 Heavy Vehicles (%) 0% 0% 0% 11% 0% 2% Adj. Flow (vph) 76 878 840 58 68 228 Lane Group Flow (vph) 76 878 898 0 296 0 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis MBTA Salem Station 3: Federal Street & Washington Street 2011 Existing p.m.HSH Associates Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h)0000014215658005491 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.70 0.67 0.84 0.92 0.92 0.90 0.25 Hourly flow rate (vph)0000020322783006104 Pedestrians 92 4 Lane Width (ft) 0.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)277 pX, platoon unblocked vC, conflicting volume 1739 1532 399 1133 1534 787 706 783 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1739 1532 399 1133 1534 787 706 783 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.2 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.3 2.2 p0 queue free % 100 100 100 100 100 39 97 100 cM capacity (veh/h) 21 113 601 155 112 333 862 831 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 203 22 783 407 207 Volume Left 0 22 0 0 0 Volume Right 203 0004 cSH 333 862 1700 1700 1700 Volume to Capacity 0.61 0.03 0.46 0.24 0.12 Queue Length 95th (ft) 95 2000 Control Delay (s) 31.3 9.3 0.0 0.0 0.0 Lane LOS D A Approach Delay (s) 31.3 0.3 0.0 Approach LOS D Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis MBTA Salem Station 4: Bridge Street & Residential Driveway 2011 Existing p.m.HSH Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 0 817 6 3 1147 32010015 Peak Hour Factor 0.25 0.94 0.69 0.25 0.93 0.42 0.33 0.92 0.50 0.92 0.92 0.56 Hourly flow rate (vph) 0 869 9 12 1233 76020027 Pedestrians 23 35 Lane Width (ft) 11.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 2 3 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 381 pX, platoon unblocked 0.85 0.85 0.85 0.85 0.85 0.85 vC, conflicting volume 1275 901 1537 2196 462 1732 2197 655 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1275 704 1454 2231 187 1685 2232 655 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 98 91 100 100 100 100 93 cM capacity (veh/h) 535 752 69 35 692 49 34 401 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 579 298 12 822 418 8 27 Volume Left 0 0 12 0060 Volume Right 09007227 cSH 1700 1700 752 1700 1700 89 401 Volume to Capacity 0.34 0.18 0.02 0.48 0.25 0.09 0.07 Queue Length 95th (ft)0010075 Control Delay (s) 0.0 0.0 9.9 0.0 0.0 49.6 14.6 Lane LOS A E B Approach Delay (s) 0.0 0.1 49.6 14.6 Approach LOS E B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 48.5% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis MBTA Salem Station 5: Bridge Street & MBTA Parking Lot Driveway 2011 Existing p.m.HSH Associates Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 66 773 773 52 49 182 Peak Hour Factor 0.87 0.88 0.92 0.90 0.72 0.80 Hourly flow rate (vph) 76 878 840 58 68 228 Pedestrians 1 3 Lane Width (ft) 16.0 14.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 0 0 Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 383 612 pX, platoon unblocked 0.81 0.73 0.81 vC, conflicting volume 901 1903 872 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 878 1849 843 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 88 0 23 cM capacity (veh/h) 631 53 295 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 76 878 898 296 Volume Left 76 0 0 68 Volume Right 0 0 58 228 cSH 631 1700 1700 144 Volume to Capacity 0.12 0.52 0.53 2.05 Queue Length 95th (ft) 10 0 0 590 Control Delay (s) 11.5 0.0 0.0 546.6 Lane LOS B F Approach Delay (s) 0.9 0.0 546.6 Approach LOS F Intersection Summary Average Delay 75.6 Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15 Year 2016 No-Build, No Bridge Street widening Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 12/1/2011 2016 No Build a.m. - No widening HSH Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR ø9 Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 16 11 11 12 12 Storage Length (ft) 95 0 0 0 Storage Lanes 1 1 2 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft)000000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3421 1794 1711 3421 3400 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3421 1794 1711 3421 3400 1568 Right Turn on Red Yes No Satd. Flow (RTOR) 281 Headway Factor 1.04 0.85 1.04 1.04 1.00 1.00 Link Speed (mph) 35 35 30 Link Distance (ft) 612 381 277 Travel Time (s) 11.9 7.4 6.3 Volume (vph) 611 355 293 731 333 300 Peak Hour Factor 0.90 0.85 0.92 0.82 0.93 0.83 Heavy Vehicles (%) 2% 2% 2% 2% 3% 3% Adj. Flow (vph) 679 418 318 891 358 361 Lane Group Flow (vph) 679 418 318 891 358 361 Turn Type Prot Prot pt+ov Protected Phases 221688 19 Permitted Phases Detector Phases 221688 1 Minimum Initial (s) 10.0 10.0 8.0 10.0 10.0 4.0 Minimum Split (s) 16.0 16.0 14.0 16.0 16.0 28.0 Total Split (s) 37.0 37.0 18.0 55.0 22.0 40.0 28.0 Total Split (%) 35.2% 35.2% 17.1% 52.4% 21.0% 38.1% 27% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Min C-Min None C-Min None None Act Effct Green (s) 38.7 38.7 14.0 56.7 17.9 35.9 Actuated g/C Ratio 0.37 0.37 0.13 0.54 0.17 0.34 v/c Ratio 0.54 0.50 1.39 0.48 0.62 0.67 Control Delay 30.2 11.8 237.9 17.9 45.5 36.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.2 11.8 237.9 17.9 45.5 36.9 LOS C B F B D D Approach Delay 23.2 75.8 41.2 Approach LOS C E D Queue Length 50th (ft) 204 68 ~286 211 115 205 Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 12/1/2011 2016 No Build a.m. - No widening HSH Associates Page 2 Lane Group EBT EBR WBL WBT NBL NBR ø9 Queue Length 95th (ft) 267 140 #459 236 164 278 Internal Link Dist (ft) 532 301 197 Turn Bay Length (ft) 95 Base Capacity (vph) 1259 838 228 1846 583 526 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.54 0.50 1.39 0.48 0.61 0.69 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 1 (1%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.39 Intersection Signal Delay: 48.5 Intersection LOS: D Intersection Capacity Utilization 52.6% ICU Level of Service A Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bridge Street & Washington Street Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 12/1/2011 2016 No Build a.m. - No widening HSH Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 10 11 13 13 Storage Length (ft) 0 0 0 100 Storage Lanes 0 1 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.983 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1764 0 1589 1801 1811 1652 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1764 0 1589 1801 1811 1652 Right Turn on Red Yes Yes Satd. Flow (RTOR) 11 25 Headway Factor 1.04 1.04 1.09 1.04 0.96 0.96 Link Speed (mph) 35 35 30 Link Distance (ft) 294 383 298 Travel Time (s) 5.7 7.5 6.8 Volume (vph) 876 101 105 617 85 222 Peak Hour Factor 0.92 0.75 0.95 0.93 0.88 0.88 Heavy Vehicles (%) 2% 5% 6% 2% 3% 1% Adj. Flow (vph) 952 135 111 663 97 252 Lane Group Flow (vph) 1087 0 111 663 97 252 Turn Type Prot pt+ov Protected Phases 2 1 6 8 1 8 Permitted Phases Detector Phases 2 1 6 8 1 8 Minimum Initial (s) 10.0 5.0 10.0 8.0 Minimum Split (s) 28.0 10.0 16.0 14.0 Total Split (s) 28.0 0.0 28.0 56.0 14.0 42.0 Total Split (%) 40.0% 0.0% 40.0% 80.0% 20.0% 60.0% Yellow Time (s) 4.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lead/Lag Lag Lead Lead-Lag Optimize? Recall Mode C-Min None C-Min None Act Effct Green (s) 38.2 9.8 52.0 10.0 23.8 Actuated g/C Ratio 0.55 0.14 0.74 0.14 0.34 v/c Ratio 1.12 0.50 0.50 0.37 0.44 Control Delay 88.9 34.9 5.2 31.9 18.0 Queue Delay 19.2 0.0 1.1 0.0 0.0 Total Delay 108.1 34.9 6.3 31.9 18.1 LOS F C A C B Approach Delay 108.1 10.4 21.9 Approach LOS F B C Queue Length 50th (ft) ~553 45 88 38 74 Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 12/1/2011 2016 No Build a.m. - No widening HSH Associates Page 4 Lane Group EBT EBR WBL WBT NBL NBR Queue Length 95th (ft) #829 85 141 78 117 Internal Link Dist (ft) 214 303 218 Turn Bay Length (ft) 100 Base Capacity (vph) 968 545 1338 259 908 Starvation Cap Reductn 0 0 423 0 0 Spillback Cap Reductn 37 0 0 0 24 Storage Cap Reductn 0 0000 Reduced v/c Ratio 1.17 0.20 0.72 0.37 0.29 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Offset: 14 (20%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.12 Intersection Signal Delay: 60.3 Intersection LOS: E Intersection Capacity Utilization 74.7% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Bridge Street & Route 114 (North Street) Ramp Lanes, Volumes, Timings Salem MBTA 3: Federal Street & Washington Street 12/1/2011 2016 No Build a.m. - No widening HSH Associates Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 16 9 13 12 12 12 12 Storage Length (ft) 0 0 0 0 60 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor Frt 0.865 0.993 Flt Protected 0.950 Satd. Flow (prot)000001660 1518 1699 0 0 3419 0 Flt Permitted 0.950 Satd. Flow (perm)000001660 1518 1699 0 0 3419 0 Headway Factor 1.00 1.00 1.00 1.00 1.00 0.97 1.14 1.10 1.00 1.00 1.00 1.00 Link Speed (mph) 20 20 30 30 Link Distance (ft) 313 244 280 277 Travel Time (s) 10.7 8.3 6.4 6.3 Volume (vph)00000133165000062523 Confl. Peds. (#/hr) 30 163 163 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.79 0.54 0.84 0.92 0.92 0.85 0.61 Heavy Vehicles (%) 2% 2% 2% 2% 2% 1% 7% 4% 2% 2% 5% 2% Parking (#/hr) 0 0 0 Adj. Flow (vph)00000168305950073538 Lane Group Flow (vph)0000016830595007730 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 45.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 4: Bridge Street & Residential Driveway 12/1/2011 2016 No Build a.m. - No widening HSH Associates Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 12 12 12 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.997 0.999 0.865 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 3412 0 1745 3418 0 0 1589 0 0 0 1644 Flt Permitted 0.950 Satd. Flow (perm) 0 3412 0 1745 3418 0 0 1589 0 0 0 1644 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 Link Speed (mph) 35 35 15 15 Link Distance (ft) 381 137 205 180 Travel Time (s) 7.4 2.7 9.3 8.2 Volume (vph) 0 898 13 1 1003 20020021 Confl. Peds. (#/hr) 9 9 59 Peak Hour Factor 0.67 0.94 0.69 0.25 0.87 0.50 0.92 0.92 0.50 0.92 0.92 0.56 Heavy Vehicles (%) 0% 2% 0% 0% 2% 0% 2% 2% 0% 2% 2% 0% Adj. Flow (vph) 0 955 19 4 1153 40040038 Lane Group Flow (vph) 0 974 0 4 1157 00400038 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.5% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Driveway 12/1/2011 2016 No Build a.m. - No widening HSH Associates Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 11 12 12 12 12 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.99 0.98 Frt 0.976 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1685 1801 1801 0 1805 1524 Flt Permitted 0.095 0.950 Satd. Flow (perm) 168 1801 1801 0 1793 1498 Right Turn on Red Yes Yes Satd. Flow (RTOR) 13 92 Headway Factor 1.09 1.04 1.00 1.00 1.00 1.00 Link Speed (mph) 35 35 15 Link Distance (ft) 383 612 369 Travel Time (s) 7.5 11.9 16.8 Volume (vph) 176 922 616 114 44 106 Confl. Peds. (#/hr) 3 3 3 2 Peak Hour Factor 0.63 0.85 0.88 0.74 0.91 0.76 Heavy Vehicles (%) 0% 2% 2% 4% 0% 6% Adj. Flow (vph) 279 1085 700 154 48 139 Lane Group Flow (vph) 279 1085 854 0 48 139 Turn Type pm+pt pm+ov Protected Phases 3 8 4 6 3 Permitted Phases 8 6 Detector Phases 3 8 4 6 3 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 22.0 22.0 10.0 Total Split (s) 31.0 73.0 42.0 0.0 27.0 31.0 Total Split (%) 31.0% 73.0% 42.0% 0.0% 27.0% 31.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None C-Max None None Act Effct Green (s) 86.9 88.5 65.2 9.9 24.4 Actuated g/C Ratio 0.87 0.88 0.65 0.10 0.24 v/c Ratio 0.67 0.68 0.72 0.27 0.32 Control Delay 24.2 6.4 20.0 44.8 10.3 Queue Delay 0.0 2.4 0.1 0.0 0.0 Total Delay 24.2 8.7 20.1 44.8 10.3 LOS C A C D B Approach Delay 11.9 20.1 19.2 Approach LOS B C B Queue Length 50th (ft) 89 226 356 29 22 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Driveway 12/1/2011 2016 No Build a.m. - No widening HSH Associates Page 8 Lane Group EBL EBT WBT WBR SBL SBR Queue Length 95th (ft) 83 364 #750 62 39 Internal Link Dist (ft) 303 532 289 Turn Bay Length (ft) Base Capacity (vph) 556 1594 1179 415 573 Starvation Cap Reductn 4 363 0 0 0 Spillback Cap Reductn 0 0 15 0 3 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.51 0.88 0.73 0.12 0.24 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 24 (24%), Referenced to phase 4:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 15.4 Intersection LOS: B Intersection Capacity Utilization 63.0% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Bridge Street & MBTA Driveway Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 2016 No Build p.m. - NO widening HSH Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR ø9 Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 16 11 11 12 12 Storage Length (ft) 95 0 0 0 Storage Lanes 1 1 2 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft)000000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3455 1830 1745 3490 3433 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3455 1830 1745 3490 3433 1568 Right Turn on Red Yes No Satd. Flow (RTOR) 183 Headway Factor 1.04 0.85 1.04 1.04 1.00 1.00 Link Speed (mph) 35 35 30 Link Distance (ft) 612 381 277 Travel Time (s) 11.9 7.4 6.3 Volume (vph) 611 253 325 899 587 254 Peak Hour Factor 0.80 0.79 0.80 0.91 0.82 0.72 Heavy Vehicles (%) 1% 0% 0% 0% 2% 3% Adj. Flow (vph) 764 320 406 988 716 353 Lane Group Flow (vph) 764 320 406 988 716 353 Turn Type Prot Prot pt+ov Protected Phases 221688 19 Permitted Phases Detector Phases 221688 1 Minimum Initial (s) 10.0 10.0 8.0 10.0 10.0 4.0 Minimum Split (s) 16.0 16.0 14.0 16.0 16.0 28.0 Total Split (s) 34.0 34.0 19.0 53.0 24.0 43.0 28.0 Total Split (%) 32.4% 32.4% 18.1% 50.5% 22.9% 41.0% 27% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Min C-Min None C-Min None None Act Effct Green (s) 35.6 35.6 15.0 54.6 20.0 39.0 Actuated g/C Ratio 0.34 0.34 0.14 0.52 0.19 0.37 v/c Ratio 0.65 0.43 1.63 0.54 1.09 0.61 Control Delay 34.8 14.9 332.5 20.1 104.5 32.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.8 14.9 332.5 20.1 104.5 32.2 LOS CBFCFC Approach Delay 28.9 111.1 80.6 Approach LOS C F F Queue Length 50th (ft) 247 71 ~395 252 ~281 190 Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 2016 No Build p.m. - NO widening HSH Associates Page 2 Lane Group EBT EBR WBL WBT NBL NBR ø9 Queue Length 95th (ft) 273 116 #499 318 #341 212 Internal Link Dist (ft) 532 301 197 Turn Bay Length (ft) 95 Base Capacity (vph) 1171 742 249 1815 654 582 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.65 0.43 1.63 0.54 1.09 0.61 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 19 (18%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.63 Intersection Signal Delay: 76.8 Intersection LOS: E Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bridge Street & Washington Street Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 2016 No Build p.m. - NO widening HSH Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 10 11 13 13 Storage Length (ft) 0 0 0 100 Storage Lanes 0 1 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.985 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1804 0 1652 1837 1865 1652 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1804 0 1650 1837 1865 1652 Right Turn on Red Yes Yes Satd. Flow (RTOR) 10 59 Headway Factor 1.04 1.04 1.09 1.04 0.96 0.96 Link Speed (mph) 35 35 30 Link Distance (ft) 294 383 298 Travel Time (s) 5.7 7.5 6.8 Volume (vph) 649 65 174 829 117 233 Confl. Peds. (#/hr) 2 2 2 Peak Hour Factor 0.87 0.70 0.87 0.83 0.74 0.86 Heavy Vehicles (%) 0% 0% 2% 0% 0% 1% Adj. Flow (vph) 746 93 200 999 158 271 Lane Group Flow (vph) 839 0 200 999 158 271 Turn Type Prot pt+ov Protected Phases 2 1 6 8 1 8 Permitted Phases Detector Phases 2 1 6 8 1 8 Minimum Initial (s) 10.0 5.0 10.0 5.0 Minimum Split (s) 28.0 10.0 16.0 11.0 Total Split (s) 28.0 0.0 28.0 56.0 14.0 42.0 Total Split (%) 40.0% 0.0% 40.0% 80.0% 20.0% 60.0% Yellow Time (s) 4.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lead/Lag Lag Lead Lead-Lag Optimize? Recall Mode C-Min None C-Min None Act Effct Green (s) 35.1 13.2 52.3 9.7 26.9 Actuated g/C Ratio 0.50 0.19 0.75 0.14 0.38 v/c Ratio 0.92 0.64 0.73 0.61 0.40 Control Delay 36.3 35.2 9.0 39.6 13.1 Queue Delay 0.0 0.0 4.8 0.0 0.0 Total Delay 36.3 35.2 13.7 39.6 13.1 LOS D D B D B Approach Delay 36.3 17.3 22.9 Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 2016 No Build p.m. - NO widening HSH Associates Page 4 Lane Group EBT EBR WBL WBT NBL NBR Approach LOS D B C Queue Length 50th (ft) 312 80 183 65 62 Queue Length 95th (ft) #596 125 250 96 95 Internal Link Dist (ft) 214 303 218 Turn Bay Length (ft) 100 Base Capacity (vph) 910 566 1373 266 906 Starvation Cap Reductn 0 0 301 0 0 Spillback Cap Reductn 0 0000 Storage Cap Reductn 0 0000 Reduced v/c Ratio 0.92 0.35 0.93 0.59 0.30 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Offset: 4 (6%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 24.7 Intersection LOS: C Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Bridge Street & Route 114 (North Street) Ramp Lanes, Volumes, Timings Salem MBTA 3: Federal Street & Washington Street 2016 No Build p.m. - NO widening HSH Associates Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 16 9 13 12 12 12 12 Storage Length (ft) 0 0 0 0 60 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor Frt 0.865 0.999 Flt Protected 0.950 Satd. Flow (prot)000001644 1533 1732 0 0 3571 0 Flt Permitted 0.950 Satd. Flow (perm)000001644 1533 1732 0 0 3571 0 Headway Factor 1.00 1.00 1.00 1.00 1.00 0.97 1.14 1.10 1.00 1.00 1.00 1.00 Link Speed (mph) 20 20 30 30 Link Distance (ft) 313 244 280 277 Travel Time (s) 10.7 8.3 6.4 6.3 Volume (vph)0000014916692005771 Confl. Peds. (#/hr) 4 92 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.70 0.67 0.84 0.92 0.92 0.90 0.25 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 6% 2% 2% 2% 1% 0% Parking (#/hr) 0 0 0 Adj. Flow (vph)0000021324824006414 Lane Group Flow (vph)0000021324824006450 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 4: Bridge Street & Residential Driveway 2016 No Build p.m. - NO widening HSH Associates Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 12 12 12 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.999 0.966 0.865 Flt Protected 0.950 0.964 Satd. Flow (prot) 0 3452 0 1745 3486 0 0 1710 0 0 0 1644 Flt Permitted 0.950 0.964 Satd. Flow (perm) 0 3452 0 1745 3486 0 0 1710 0 0 0 1644 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 Link Speed (mph) 35 35 15 15 Link Distance (ft) 381 137 205 180 Travel Time (s) 7.4 2.7 9.3 8.2 Volume (vph) 0 859 6 3 1206 32010016 Confl. Peds. (#/hr) 23 23 35 Peak Hour Factor 0.25 0.94 0.69 0.25 0.93 0.42 0.33 0.92 0.50 0.92 0.92 0.56 Heavy Vehicles (%) 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 0 914 9 12 1297 76020029 Lane Group Flow (vph) 0 923 0 12 1304 00800029 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Parking Lot Driveway 2016 No Build p.m. - NO widening HSH Associates Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 11 12 12 12 12 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.990 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1685 3490 3543 0 1805 1583 Flt Permitted 0.154 0.950 Satd. Flow (perm) 273 3490 3543 0 1803 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 14 55 Headway Factor 1.09 1.04 1.00 1.00 1.00 1.00 Link Speed (mph) 35 35 15 Link Distance (ft) 383 612 369 Travel Time (s) 7.5 11.9 16.8 Volume (vph) 69 813 812 55 51 191 Confl. Peds. (#/hr) 3 3 1 Peak Hour Factor 0.87 0.88 0.92 0.90 0.72 0.80 Heavy Vehicles (%) 0% 0% 0% 11% 0% 2% Adj. Flow (vph) 79 924 883 61 71 239 Lane Group Flow (vph) 79 924 944 0 71 239 Turn Type pm+pt pm+ov Protected Phases 3 8 4 6 3 Permitted Phases 8 6 Detector Phases 3 8 4 6 3 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 22.0 22.0 10.0 Total Split (s) 10.0 38.0 28.0 0.0 22.0 10.0 Total Split (%) 16.7% 63.3% 46.7% 0.0% 36.7% 16.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None C-Max None None Act Effct Green (s) 47.2 48.8 35.2 9.5 16.8 Actuated g/C Ratio 0.79 0.81 0.59 0.16 0.28 v/c Ratio 0.20 0.33 0.45 0.25 0.49 Control Delay 4.1 3.3 10.0 23.6 15.1 Queue Delay 0.0 0.0 0.0 0.0 0.3 Total Delay 4.1 3.3 10.0 23.6 15.4 LOS A A B C B Approach Delay 3.4 10.0 17.3 Approach LOS A B B Queue Length 50th (ft) 7 53 110 23 47 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Parking Lot Driveway 2016 No Build p.m. - NO widening HSH Associates Page 8 Lane Group EBL EBT WBT WBR SBL SBR Queue Length 95th (ft) 18 89 188 40 68 Internal Link Dist (ft) 303 532 289 Turn Bay Length (ft) Base Capacity (vph) 402 2836 2084 542 483 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 112 0 39 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.20 0.33 0.48 0.13 0.54 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 32 (53%), Referenced to phase 4:WBT, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 8.1 Intersection LOS: A Intersection Capacity Utilization 42.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 5: Bridge Street & MBTA Parking Lot Driveway Year 2016 No-Build, With Bridge Street widening Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 2016 No Build a.m. - With widening HSH Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR ø9 Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 16 11 11 12 12 Storage Length (ft) 95 0 0 0 Storage Lanes 1 1 2 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft)000000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3421 1794 1711 3421 3400 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3421 1794 1711 3421 3400 1568 Right Turn on Red Yes No Satd. Flow (RTOR) 266 Headway Factor 1.04 0.85 1.04 1.04 1.00 1.00 Link Speed (mph) 35 35 30 Link Distance (ft) 612 381 277 Travel Time (s) 11.9 7.4 6.3 Volume (vph) 611 355 293 731 333 300 Peak Hour Factor 0.90 0.85 0.92 0.82 0.93 0.83 Heavy Vehicles (%) 2% 2% 2% 2% 3% 3% Adj. Flow (vph) 679 418 318 891 358 361 Lane Group Flow (vph) 679 418 318 891 358 361 Turn Type Prot Prot pt+ov Protected Phases 221688 19 Permitted Phases Detector Phases 221688 1 Minimum Initial (s) 10.0 10.0 8.0 10.0 10.0 4.0 Minimum Split (s) 16.0 16.0 14.0 16.0 16.0 28.0 Total Split (s) 28.0 28.0 26.0 54.0 18.0 44.0 28.0 Total Split (%) 28.0% 28.0% 26.0% 54.0% 18.0% 44.0% 28% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Min C-Min None C-Min None None Act Effct Green (s) 30.4 30.4 21.2 55.6 14.0 39.2 Actuated g/C Ratio 0.30 0.30 0.21 0.56 0.14 0.39 v/c Ratio 0.65 0.57 0.88 0.47 0.75 0.59 Control Delay 30.0 9.2 63.5 16.1 52.4 28.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.0 9.2 63.5 16.1 52.4 28.5 LOS C A E B D C Approach Delay 22.1 28.6 40.4 Approach LOS C C D Queue Length 50th (ft) 223 50 196 193 114 176 Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 2016 No Build a.m. - With widening HSH Associates Page 2 Lane Group EBT EBR WBL WBT NBL NBR ø9 Queue Length 95th (ft) #267 61 #343 218 #174 241 Internal Link Dist (ft) 532 301 197 Turn Bay Length (ft) 95 Base Capacity (vph) 1039 730 376 1902 476 627 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.65 0.57 0.85 0.47 0.75 0.58 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 1 (1%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 29.0 Intersection LOS: C Intersection Capacity Utilization 52.6% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bridge Street & Washington Street Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 2016 No Build a.m. - With widening HSH Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 10 11 13 13 Storage Length (ft) 0 0 0 100 Storage Lanes 0 1 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.981 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3344 0 1589 3421 1811 1652 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3344 0 1589 3421 1811 1652 Right Turn on Red Yes Yes Satd. Flow (RTOR) 21 78 Headway Factor 1.04 1.04 1.09 1.04 0.96 0.96 Link Speed (mph) 35 35 30 Link Distance (ft) 294 383 298 Travel Time (s) 5.7 7.5 6.8 Volume (vph) 876 101 105 617 85 222 Peak Hour Factor 0.92 0.75 0.95 0.93 0.88 0.88 Heavy Vehicles (%) 2% 5% 6% 2% 3% 1% Adj. Flow (vph) 952 135 111 663 97 252 Lane Group Flow (vph) 1087 0 111 663 97 252 Turn Type Prot pt+ov Protected Phases 2 1 6 8 1 8 Permitted Phases Detector Phases 2 1 6 8 1 8 Minimum Initial (s) 10.0 5.0 10.0 8.0 Minimum Split (s) 28.0 10.0 16.0 14.0 Total Split (s) 52.0 0.0 28.0 80.0 20.0 48.0 Total Split (%) 52.0% 0.0% 28.0% 80.0% 20.0% 48.0% Yellow Time (s) 4.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lead/Lag Lag Lead Lead-Lag Optimize? Recall Mode C-Min None C-Min None Act Effct Green (s) 61.9 12.1 78.0 14.0 30.1 Actuated g/C Ratio 0.62 0.12 0.78 0.14 0.30 v/c Ratio 0.52 0.58 0.25 0.38 0.46 Control Delay 12.6 52.2 4.1 43.0 20.7 Queue Delay 0.0 0.0 0.2 0.0 0.0 Total Delay 12.6 52.2 4.3 43.0 20.7 LOS B D A D C Approach Delay 12.6 11.1 26.9 Approach LOS B B C Queue Length 50th (ft) 191 76 23 56 86 Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 2016 No Build a.m. - With widening HSH Associates Page 4 Lane Group EBT EBR WBL WBT NBL NBR Queue Length 95th (ft) 287 134 107 102 138 Internal Link Dist (ft) 214 303 218 Turn Bay Length (ft) 100 Base Capacity (vph) 2077 381 2668 290 727 Starvation Cap Reductn 0 0 1173 0 0 Spillback Cap Reductn 0 0000 Storage Cap Reductn 0 0000 Reduced v/c Ratio 0.52 0.29 0.44 0.33 0.35 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 84 (84%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.58 Intersection Signal Delay: 14.3 Intersection LOS: B Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Bridge Street & Route 114 (North Street) Ramp Lanes, Volumes, Timings Salem MBTA 3: Federal Street & Washington Street 2016 No Build a.m. - With widening HSH Associates Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 16 9 13 12 12 12 12 Storage Length (ft) 0 0 0 0 60 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor Frt 0.865 0.993 Flt Protected 0.950 Satd. Flow (prot)000001660 1518 1699 0 0 3419 0 Flt Permitted 0.950 Satd. Flow (perm)000001660 1518 1699 0 0 3419 0 Headway Factor 1.00 1.00 1.00 1.00 1.00 0.97 1.14 1.10 1.00 1.00 1.00 1.00 Link Speed (mph) 20 20 30 30 Link Distance (ft) 313 244 280 277 Travel Time (s) 10.7 8.3 6.4 6.3 Volume (vph)00000133165000062523 Confl. Peds. (#/hr) 30 163 163 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.79 0.54 0.84 0.92 0.92 0.85 0.61 Heavy Vehicles (%) 2% 2% 2% 2% 2% 1% 7% 4% 2% 2% 5% 2% Parking (#/hr) 0 0 0 Adj. Flow (vph)00000168305950073538 Lane Group Flow (vph)0000016830595007730 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 45.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 4: Bridge Street & Residential Driveway 2016 No Build a.m. - With widening HSH Associates Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 12 12 12 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.997 0.999 0.865 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 3412 0 1745 3418 0 0 1589 0 0 0 1644 Flt Permitted 0.950 Satd. Flow (perm) 0 3412 0 1745 3418 0 0 1589 0 0 0 1644 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 Link Speed (mph) 35 35 15 15 Link Distance (ft) 381 137 205 180 Travel Time (s) 7.4 2.7 9.3 8.2 Volume (vph) 0 898 13 1 1003 20020021 Confl. Peds. (#/hr) 9 9 59 Peak Hour Factor 0.67 0.94 0.69 0.25 0.87 0.50 0.92 0.92 0.50 0.92 0.92 0.56 Heavy Vehicles (%) 0% 2% 0% 0% 2% 0% 2% 2% 0% 2% 2% 0% Adj. Flow (vph) 0 955 19 4 1153 40040038 Lane Group Flow (vph) 0 974 0 4 1157 00400038 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.5% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Driveway 2016 No Build a.m. - With widening HSH Associates Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 11 12 12 12 12 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Ped Bike Factor 0.99 0.99 0.98 Frt 0.973 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1685 3421 3412 0 1805 1524 Flt Permitted 0.168 0.950 Satd. Flow (perm) 298 3421 3412 0 1793 1498 Right Turn on Red Yes Yes Satd. Flow (RTOR) 30 93 Headway Factor 1.09 1.04 1.00 1.00 1.00 1.00 Link Speed (mph) 35 35 15 Link Distance (ft) 383 612 369 Travel Time (s) 7.5 11.9 16.8 Volume (vph) 176 922 616 114 44 106 Confl. Peds. (#/hr) 3 3 3 2 Peak Hour Factor 0.63 0.85 0.88 0.74 0.91 0.76 Heavy Vehicles (%) 0% 2% 2% 4% 0% 6% Adj. Flow (vph) 279 1085 700 154 48 139 Lane Group Flow (vph) 279 1085 854 0 48 139 Turn Type pm+pt pm+ov Protected Phases 3 8 4 6 3 Permitted Phases 8 6 Detector Phases 3 8 4 6 3 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 22.0 22.0 10.0 Total Split (s) 31.0 73.0 42.0 0.0 27.0 31.0 Total Split (%) 31.0% 73.0% 42.0% 0.0% 27.0% 31.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None C-Max None None Act Effct Green (s) 86.9 88.5 67.6 9.9 22.0 Actuated g/C Ratio 0.87 0.88 0.68 0.10 0.22 v/c Ratio 0.59 0.36 0.37 0.27 0.34 Control Delay 10.5 0.8 16.2 44.8 11.9 Queue Delay 0.0 0.1 0.0 0.0 0.0 Total Delay 10.6 0.9 16.2 44.8 11.9 LOS B A B D B Approach Delay 2.9 16.2 20.3 Approach LOS A B C Queue Length 50th (ft) 8 16 87 29 22 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Driveway 2016 No Build a.m. - With widening HSH Associates Page 8 Lane Group EBL EBT WBT WBR SBL SBR Queue Length 95th (ft) 12 22 337 62 44 Internal Link Dist (ft) 303 532 289 Turn Bay Length (ft) Base Capacity (vph) 634 3028 2316 415 573 Starvation Cap Reductn 9 841 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.45 0.50 0.37 0.12 0.24 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 24 (24%), Referenced to phase 4:WBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 9.0 Intersection LOS: A Intersection Capacity Utilization 44.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 5: Bridge Street & MBTA Driveway Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 2016 No Build p.m. - With widening HSH Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR ø9 Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 16 11 11 12 12 Storage Length (ft) 95 0 0 0 Storage Lanes 1 1 2 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft)000000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3455 1830 1745 3490 3433 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3455 1830 1745 3490 3433 1568 Right Turn on Red Yes No Satd. Flow (RTOR) 151 Headway Factor 1.04 0.85 1.04 1.04 1.00 1.00 Link Speed (mph) 35 35 30 Link Distance (ft) 612 381 277 Travel Time (s) 11.9 7.4 6.3 Volume (vph) 611 253 325 899 587 254 Peak Hour Factor 0.80 0.79 0.80 0.91 0.82 0.72 Heavy Vehicles (%) 1% 0% 0% 0% 2% 3% Adj. Flow (vph) 764 320 406 988 716 353 Lane Group Flow (vph) 764 320 406 988 716 353 Turn Type Prot Prot pt+ov Protected Phases 221688 19 Permitted Phases Detector Phases 221688 1 Minimum Initial (s) 10.0 10.0 8.0 10.0 10.0 4.0 Minimum Split (s) 16.0 16.0 14.0 16.0 16.0 28.0 Total Split (s) 33.0 33.0 31.0 64.0 28.0 59.0 28.0 Total Split (%) 27.5% 27.5% 25.8% 53.3% 23.3% 49.2% 23% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Min C-Min None C-Min None None Act Effct Green (s) 29.0 29.0 27.0 60.0 24.0 55.0 Actuated g/C Ratio 0.24 0.24 0.22 0.50 0.20 0.46 v/c Ratio 0.91 0.57 1.03 0.57 1.04 0.49 Control Delay 54.4 20.0 100.0 22.5 92.5 25.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.4 20.0 100.0 22.5 92.5 25.7 LOS DBFCFC Approach Delay 44.3 45.1 70.4 Approach LOS D D E Queue Length 50th (ft) 312 81 ~338 272 ~309 187 Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 2016 No Build p.m. - With widening HSH Associates Page 2 Lane Group EBT EBR WBL WBT NBL NBR ø9 Queue Length 95th (ft) 286 111 #441 335 #367 203 Internal Link Dist (ft) 532 301 197 Turn Bay Length (ft) 95 Base Capacity (vph) 835 557 393 1745 687 719 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.91 0.57 1.03 0.57 1.04 0.49 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 19 (16%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 52.5 Intersection LOS: D Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bridge Street & Washington Street Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 2016 No Build p.m. - With widening HSH Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 10 11 13 13 Storage Length (ft) 0 0 0 100 Storage Lanes 0 1 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.983 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3422 0 1652 3490 1865 1652 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3422 0 1650 3490 1865 1652 Right Turn on Red Yes Yes Satd. Flow (RTOR) 27 100 Headway Factor 1.04 1.04 1.09 1.04 0.96 0.96 Link Speed (mph) 35 35 30 Link Distance (ft) 294 383 298 Travel Time (s) 5.7 7.5 6.8 Volume (vph) 649 65 174 829 117 233 Confl. Peds. (#/hr) 2 2 2 Peak Hour Factor 0.87 0.70 0.87 0.83 0.74 0.86 Heavy Vehicles (%) 0% 0% 2% 0% 0% 1% Adj. Flow (vph) 746 93 200 999 158 271 Lane Group Flow (vph) 839 0 200 999 158 271 Turn Type Prot pt+ov Protected Phases 2 1 6 8 1 8 Permitted Phases Detector Phases 2 1 6 8 1 8 Minimum Initial (s) 10.0 5.0 10.0 5.0 Minimum Split (s) 28.0 10.0 16.0 11.0 Total Split (s) 29.0 0.0 18.0 47.0 13.0 31.0 Total Split (%) 48.3% 0.0% 30.0% 78.3% 21.7% 51.7% Yellow Time (s) 4.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lead/Lag Lag Lead Lead-Lag Optimize? Recall Mode C-Min None C-Min None Act Effct Green (s) 27.8 11.5 43.3 8.7 24.2 Actuated g/C Ratio 0.46 0.19 0.72 0.14 0.40 v/c Ratio 0.52 0.63 0.40 0.58 0.37 Control Delay 13.2 24.8 4.6 33.5 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 24.8 4.6 33.5 8.6 LOS B C A C A Approach Delay 13.2 8.0 17.8 Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 2016 No Build p.m. - With widening HSH Associates Page 4 Lane Group EBT EBR WBL WBT NBL NBR Approach LOS B A B Queue Length 50th (ft) 106 81 175 54 38 Queue Length 95th (ft) 156 65 39 84 73 Internal Link Dist (ft) 214 303 218 Turn Bay Length (ft) 100 Base Capacity (vph) 1600 385 2518 280 777 Starvation Cap Reductn 0 0000 Spillback Cap Reductn 0 0000 Storage Cap Reductn 0 0000 Reduced v/c Ratio 0.52 0.52 0.40 0.56 0.35 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 4 (7%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.63 Intersection Signal Delay: 11.5 Intersection LOS: B Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Bridge Street & Route 114 (North Street) Ramp Lanes, Volumes, Timings Salem MBTA 3: Federal Street & Washington Street 2016 No Build p.m. - With widening HSH Associates Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 16 9 13 12 12 12 12 Storage Length (ft) 0 0 0 0 60 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor Frt 0.865 0.999 Flt Protected 0.950 Satd. Flow (prot)000001644 1533 1732 0 0 3571 0 Flt Permitted 0.950 Satd. Flow (perm)000001644 1533 1732 0 0 3571 0 Headway Factor 1.00 1.00 1.00 1.00 1.00 0.97 1.14 1.10 1.00 1.00 1.00 1.00 Link Speed (mph) 20 20 30 30 Link Distance (ft) 313 244 280 277 Travel Time (s) 10.7 8.3 6.4 6.3 Volume (vph)0000014916692005771 Confl. Peds. (#/hr) 4 92 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.70 0.67 0.84 0.92 0.92 0.90 0.25 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 6% 2% 2% 2% 1% 0% Parking (#/hr) 0 0 0 Adj. Flow (vph)0000021324824006414 Lane Group Flow (vph)0000021324824006450 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 4: Bridge Street & Residential Driveway 2016 No Build p.m. - With widening HSH Associates Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 12 12 12 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.999 0.966 0.865 Flt Protected 0.950 0.964 Satd. Flow (prot) 0 3452 0 1745 3486 0 0 1710 0 0 0 1644 Flt Permitted 0.950 0.964 Satd. Flow (perm) 0 3452 0 1745 3486 0 0 1710 0 0 0 1644 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 Link Speed (mph) 35 35 15 15 Link Distance (ft) 381 137 205 180 Travel Time (s) 7.4 2.7 9.3 8.2 Volume (vph) 0 859 6 3 1206 32010016 Confl. Peds. (#/hr) 23 23 35 Peak Hour Factor 0.25 0.94 0.69 0.25 0.93 0.42 0.33 0.92 0.50 0.92 0.92 0.56 Heavy Vehicles (%) 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 0 914 9 12 1297 76020029 Lane Group Flow (vph) 0 923 0 12 1304 00800029 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Parking Lot Driveway 2016 No Build p.m. - With widening HSH Associates Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 11 12 12 12 12 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.990 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1685 3490 3543 0 1805 1583 Flt Permitted 0.154 0.950 Satd. Flow (perm) 273 3490 3543 0 1803 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 14 55 Headway Factor 1.09 1.04 1.00 1.00 1.00 1.00 Link Speed (mph) 35 35 15 Link Distance (ft) 383 612 369 Travel Time (s) 7.5 11.9 16.8 Volume (vph) 69 813 812 55 51 191 Confl. Peds. (#/hr) 3 3 1 Peak Hour Factor 0.87 0.88 0.92 0.90 0.72 0.80 Heavy Vehicles (%) 0% 0% 0% 11% 0% 2% Adj. Flow (vph) 79 924 883 61 71 239 Lane Group Flow (vph) 79 924 944 0 71 239 Turn Type pm+pt pm+ov Protected Phases 3 8 4 6 3 Permitted Phases 8 6 Detector Phases 3 8 4 6 3 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 22.0 22.0 10.0 Total Split (s) 10.0 38.0 28.0 0.0 22.0 10.0 Total Split (%) 16.7% 63.3% 46.7% 0.0% 36.7% 16.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None C-Max None None Act Effct Green (s) 47.2 48.8 34.6 9.5 17.4 Actuated g/C Ratio 0.79 0.81 0.58 0.16 0.29 v/c Ratio 0.19 0.33 0.46 0.25 0.48 Control Delay 2.0 2.4 8.0 23.6 14.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 2.0 2.4 8.0 23.6 14.3 LOS A A A C B Approach Delay 2.3 8.0 16.5 Approach LOS A A B Queue Length 50th (ft) 2 10 189 23 45 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Parking Lot Driveway 2016 No Build p.m. - With widening HSH Associates Page 8 Lane Group EBL EBT WBT WBR SBL SBR Queue Length 95th (ft) m4 15 m220 40 65 Internal Link Dist (ft) 303 532 289 Turn Bay Length (ft) Base Capacity (vph) 416 2836 2050 542 498 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.19 0.33 0.46 0.13 0.48 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 32 (53%), Referenced to phase 4:WBT, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.48 Intersection Signal Delay: 6.7 Intersection LOS: A Intersection Capacity Utilization 42.7% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Bridge Street & MBTA Parking Lot Driveway Year 2016 Build, No Bridge Street widening Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 2016 Build a.m. - No widening HSH Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR ø9 Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 16 11 11 12 12 Storage Length (ft) 95 0 0 0 Storage Lanes 1 1 2 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft)000000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3421 1794 1711 3421 3400 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3421 1794 1711 3421 3400 1568 Right Turn on Red Yes No Satd. Flow (RTOR) 260 Headway Factor 1.04 0.85 1.04 1.04 1.00 1.00 Link Speed (mph) 35 35 30 Link Distance (ft) 289 381 278 Travel Time (s) 5.6 7.4 6.3 Volume (vph) 601 342 293 770 381 300 Peak Hour Factor 0.90 0.85 0.92 0.82 0.93 0.83 Heavy Vehicles (%) 2% 2% 2% 2% 3% 3% Adj. Flow (vph) 668 402 318 939 410 361 Lane Group Flow (vph) 668 402 318 939 410 361 Turn Type Prot Prot pt+ov Protected Phases 221688 19 Permitted Phases Detector Phases 221688 1 Minimum Initial (s) 10.0 10.0 8.0 10.0 10.0 4.0 Minimum Split (s) 16.0 16.0 14.0 16.0 16.0 28.0 Total Split (s) 28.0 28.0 26.0 54.0 18.0 44.0 28.0 Total Split (%) 28.0% 28.0% 26.0% 54.0% 18.0% 44.0% 28% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Min C-Min None C-Min None None Act Effct Green (s) 30.4 30.4 21.2 55.6 14.0 36.0 Actuated g/C Ratio 0.30 0.30 0.21 0.56 0.14 0.36 v/c Ratio 0.64 0.55 0.88 0.49 0.86 0.64 Control Delay 30.9 10.8 63.5 16.5 61.0 20.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.9 10.8 63.5 16.5 61.0 20.9 LOS CBEBEC Approach Delay 23.3 28.4 42.3 Approach LOS C C D Queue Length 50th (ft) 197 57 196 208 133 85 Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 2016 Build a.m. - No widening HSH Associates Page 2 Lane Group EBT EBR WBL WBT NBL NBR ø9 Queue Length 95th (ft) #278 133 #343 233 #213 116 Internal Link Dist (ft) 209 301 198 Turn Bay Length (ft) 95 Base Capacity (vph) 1039 726 376 1902 476 564 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.64 0.55 0.85 0.49 0.86 0.64 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 29 (29%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 30.1 Intersection LOS: C Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bridge Street & Washington Street Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 2016 Build a.m. - No widening HSH Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 9 13 13 13 Storage Length (ft) 0 200 0 100 Storage Lanes 0 1 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.984 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 2070 0 1533 1925 1811 1652 Flt Permitted 0.950 0.950 Satd. Flow (perm) 2070 0 1533 1925 1811 1652 Right Turn on Red Yes Yes Satd. Flow (RTOR) 14 141 Headway Factor 0.85 0.85 1.14 0.96 0.96 0.96 Link Speed (mph) 35 35 30 Link Distance (ft) 294 383 298 Travel Time (s) 5.7 7.5 6.8 Volume (vph) 928 101 82 603 85 311 Peak Hour Factor 0.92 0.75 0.95 0.93 0.88 0.88 Heavy Vehicles (%) 2% 5% 6% 2% 3% 1% Adj. Flow (vph) 1009 135 86 648 97 353 Lane Group Flow (vph) 1144 0 86 648 97 353 Turn Type Prot pt+ov Protected Phases 2 1 6 8 1 8 Permitted Phases Detector Phases 2 1 6 8 1 8 Minimum Initial (s) 10.0 5.0 10.0 8.0 Minimum Split (s) 28.0 10.0 16.0 14.0 Total Split (s) 69.0 0.0 17.0 86.0 14.0 31.0 Total Split (%) 69.0% 0.0% 17.0% 86.0% 14.0% 31.0% Yellow Time (s) 4.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lead/Lag Lag Lead Lead-Lag Optimize? Recall Mode C-Min None C-Min None Act Effct Green (s) 67.5 10.5 82.0 10.0 24.5 Actuated g/C Ratio 0.68 0.10 0.82 0.10 0.24 v/c Ratio 0.82 0.53 0.41 0.54 0.69 Control Delay 18.5 37.5 4.5 54.4 27.5 Queue Delay 0.2 0.0 1.7 0.0 0.0 Total Delay 18.7 37.5 6.2 54.4 27.5 LOS B D A D C Approach Delay 18.7 9.9 33.3 Approach LOS B A C Queue Length 50th (ft) 473 59 127 60 122 Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 2016 Build a.m. - No widening HSH Associates Page 4 Lane Group EBT EBR WBL WBT NBL NBR Queue Length 95th (ft) 742 m64 m155 110 208 Internal Link Dist (ft) 214 303 218 Turn Bay Length (ft) 200 100 Base Capacity (vph) 1401 199 1579 181 549 Starvation Cap Reductn 0 0 721 0 0 Spillback Cap Reductn 22 0001 Storage Cap Reductn 0 0000 Reduced v/c Ratio 0.83 0.43 0.76 0.54 0.64 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 95 (95%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 18.7 Intersection LOS: B Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Bridge Street & Route 114 (North Street) Ramp Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Parking Lot Driveway 2016 Build a.m. - No widening HSH Associates Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 9 16 16 14 14 Storage Length (ft) 60 0 0 0 Storage Lanes 1 0 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.99 0.97 Frt 0.962 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1745 1676 2002 0 1925 1625 Flt Permitted 0.080 0.950 Satd. Flow (perm) 147 1676 2002 0 1912 1580 Right Turn on Red Yes Yes Satd. Flow (RTOR) 26 91 Headway Factor 1.04 1.14 0.85 0.85 0.92 0.92 Link Speed (mph) 35 35 15 Link Distance (ft) 383 323 369 Travel Time (s) 7.5 6.3 16.8 Volume (vph) 317 922 616 201 21 69 Confl. Peds. (#/hr) 3 3 3 2 Peak Hour Factor 0.63 0.85 0.88 0.74 0.91 0.76 Heavy Vehicles (%) 0% 2% 2% 4% 0% 6% Adj. Flow (vph) 503 1085 700 272 23 91 Lane Group Flow (vph) 503 1085 972 0 23 91 Turn Type pm+pt Perm Protected Phases 3 8 4 6 Permitted Phases 8 6 Detector Phases 3 8 4 6 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 22.0 22.0 22.0 Total Split (s) 28.0 78.0 50.0 0.0 22.0 22.0 Total Split (%) 28.0% 78.0% 50.0% 0.0% 22.0% 22.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Recall Mode None None C-Max None None Act Effct Green (s) 85.2 86.0 50.4 9.1 9.1 Actuated g/C Ratio 0.85 0.86 0.50 0.09 0.09 v/c Ratio 0.81 0.75 0.95 0.13 0.40 Control Delay 35.0 5.2 31.5 42.6 14.6 Queue Delay 6.4 0.5 0.7 0.0 0.0 Total Delay 41.4 5.7 32.3 42.6 14.6 LOS D A C D B Approach Delay 17.0 32.3 20.2 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Parking Lot Driveway 2016 Build a.m. - No widening HSH Associates Page 6 Lane Group EBL EBT WBT WBR SBL SBR Approach LOS B C C Queue Length 50th (ft) 218 141 ~469 14 0 Queue Length 95th (ft) 211 198 #607 37 29 Internal Link Dist (ft) 303 243 289 Turn Bay Length (ft) 60 Base Capacity (vph) 618 1442 1022 347 359 Starvation Cap Reductn 77 95 7 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.93 0.81 0.96 0.07 0.25 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 20 (20%), Referenced to phase 4:WBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 22.7 Intersection LOS: C Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Bridge Street & MBTA Parking Lot Driveway Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 2016 Build p.m. - No widening HSH Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR ø9 Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 16 11 11 12 12 Storage Length (ft) 95 0 0 0 Storage Lanes 1 1 2 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft)000000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3455 1830 1745 3490 3433 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3455 1830 1745 3490 3433 1568 Right Turn on Red Yes No Satd. Flow (RTOR) 163 Headway Factor 1.04 0.85 1.04 1.04 1.00 1.00 Link Speed (mph) 35 35 30 Link Distance (ft) 289 381 277 Travel Time (s) 5.6 7.4 6.3 Volume (vph) 636 283 325 896 584 254 Peak Hour Factor 0.80 0.79 0.80 0.91 0.82 0.72 Heavy Vehicles (%) 1% 0% 0% 0% 2% 3% Adj. Flow (vph) 795 358 406 985 712 353 Lane Group Flow (vph) 795 358 406 985 712 353 Turn Type Prot Prot pt+ov Protected Phases 221688 19 Permitted Phases Detector Phases 221688 1 Minimum Initial (s) 10.0 10.0 8.0 10.0 10.0 4.0 Minimum Split (s) 16.0 16.0 14.0 16.0 16.0 28.0 Total Split (s) 33.0 33.0 31.0 64.0 28.0 59.0 28.0 Total Split (%) 27.5% 27.5% 25.8% 53.3% 23.3% 49.2% 23% Maximum Green (s) 27.0 27.0 25.0 58.0 22.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode C-Min C-Min None C-Min None None Walk Time (s) 7.0 Flash Dont Walk (s) 18.0 Pedestrian Calls (#/hr) 100 Act Effct Green (s) 29.0 29.0 27.0 60.0 24.0 51.0 Actuated g/C Ratio 0.24 0.24 0.22 0.50 0.20 0.42 v/c Ratio 0.95 0.63 1.03 0.56 1.04 0.53 Control Delay 55.9 20.7 100.0 22.5 91.0 16.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 2016 Build p.m. - No widening HSH Associates Page 2 Lane Group EBT EBR WBL WBT NBL NBR ø9 Total Delay 55.9 20.7 100.0 22.5 91.0 16.2 LOS E C F C F B Approach Delay 44.9 45.1 66.2 Approach LOS D D E Queue Length 50th (ft) 299 107 ~338 271 ~306 98 Queue Length 95th (ft) #330 144 #441 334 #363 106 Internal Link Dist (ft) 209 301 197 Turn Bay Length (ft) 95 Base Capacity (vph) 835 566 393 1745 687 666 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.95 0.63 1.03 0.56 1.04 0.53 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 100 (83%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 51.3 Intersection LOS: D Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bridge Street & Washington Street Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 2016 Build p.m. - No widening HSH Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 9 13 13 13 Storage Length (ft) 0 200 0 100 Storage Lanes 0 1 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.985 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 2116 0 1593 1963 1865 1652 Flt Permitted 0.950 0.950 Satd. Flow (perm) 2116 0 1591 1963 1865 1652 Right Turn on Red Yes Yes Satd. Flow (RTOR) 15 143 Headway Factor 0.85 0.85 1.14 0.96 0.96 0.96 Link Speed (mph) 35 35 30 Link Distance (ft) 294 383 298 Travel Time (s) 5.7 7.5 6.8 Volume (vph) 646 65 231 862 117 227 Confl. Peds. (#/hr) 2 2 2 Peak Hour Factor 0.87 0.70 0.87 0.83 0.74 0.86 Heavy Vehicles (%) 0% 0% 2% 0% 0% 1% Adj. Flow (vph) 743 93 266 1039 158 264 Lane Group Flow (vph) 836 0 266 1039 158 264 Turn Type Prot pt+ov Protected Phases 2 1 6 8 1 8 Permitted Phases Detector Phases 2 1 6 8 1 8 Minimum Initial (s) 10.0 5.0 10.0 5.0 Minimum Split (s) 28.0 10.0 16.0 11.0 Total Split (s) 33.0 0.0 16.0 49.0 11.0 27.0 Total Split (%) 55.0% 0.0% 26.7% 81.7% 18.3% 45.0% Maximum Green (s) 27.0 11.0 43.0 5.0 Yellow Time (s) 4.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 Recall Mode C-Min None C-Min None Walk Time (s) 7.0 Flash Dont Walk (s) 15.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 29.2 11.8 45.0 7.0 22.8 Actuated g/C Ratio 0.49 0.20 0.75 0.12 0.38 v/c Ratio 0.80 0.85 0.71 0.72 0.37 Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 2016 Build p.m. - No widening HSH Associates Page 4 Lane Group EBT EBR WBL WBT NBL NBR Control Delay 20.9 46.8 4.3 47.6 7.9 Queue Delay 0.0 0.0 0.2 0.0 0.0 Total Delay 20.9 46.8 4.5 47.6 7.9 LOS C D A D A Approach Delay 20.9 13.1 22.8 Approach LOS C B C Queue Length 50th (ft) 235 112 23 57 28 Queue Length 95th (ft) #368 m#161 33 #98 67 Internal Link Dist (ft) 214 303 218 Turn Bay Length (ft) 200 100 Base Capacity (vph) 1039 319 1472 218 721 Starvation Cap Reductn 0 0 58 0 0 Spillback Cap Reductn 0 0000 Storage Cap Reductn 0 0000 Reduced v/c Ratio 0.80 0.83 0.73 0.72 0.37 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 26 (43%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 17.2 Intersection LOS: B Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Bridge Street & Route 114 (North Street) Ramp Lanes, Volumes, Timings Salem MBTA 3: Federal Street & Washington Street 2016 Build p.m. - No widening HSH Associates Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 16 9 13 12 12 12 12 Storage Length (ft) 0 0 0 0 60 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor Frt 0.865 0.999 Flt Protected 0.950 Satd. Flow (prot)000001644 1533 1732 0 0 3571 0 Flt Permitted 0.950 Satd. Flow (perm)000001644 1533 1732 0 0 3571 0 Headway Factor 1.00 1.00 1.00 1.00 1.00 0.97 1.14 1.10 1.00 1.00 1.00 1.00 Link Speed (mph) 20 20 30 30 Link Distance (ft) 313 244 280 277 Travel Time (s) 10.7 8.3 6.4 6.3 Volume (vph)0000014916689006071 Confl. Peds. (#/hr) 4 92 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.70 0.67 0.84 0.92 0.92 0.90 0.25 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 6% 2% 2% 2% 1% 0% Parking (#/hr) 0 0 0 Adj. Flow (vph)0000021324820006744 Lane Group Flow (vph)0000021324820006780 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 4: Bridge Street & Residential Driveway 2016 Build p.m. - No widening HSH Associates Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 12 12 12 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.999 0.966 0.865 Flt Protected 0.950 0.964 Satd. Flow (prot) 0 3452 0 1745 3486 0 0 1710 0 0 0 1644 Flt Permitted 0.950 0.964 Satd. Flow (perm) 0 3452 0 1745 3486 0 0 1710 0 0 0 1644 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 Link Speed (mph) 35 35 15 15 Link Distance (ft) 381 137 205 180 Travel Time (s) 7.4 2.7 9.3 8.2 Volume (vph) 0 884 6 3 1203 32010016 Confl. Peds. (#/hr) 23 23 35 Peak Hour Factor 0.25 0.94 0.69 0.25 0.93 0.42 0.33 0.92 0.50 0.92 0.92 0.56 Heavy Vehicles (%) 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 0 940 9 12 1294 76020029 Lane Group Flow (vph) 0 949 0 12 1301 00800029 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Parking Lot Driveway 2016 Build p.m. - No widening HSH Associates Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 9 16 16 14 14 Storage Length (ft) 60 0 0 0 Storage Lanes 1 0 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.992 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1745 1710 2119 0 1925 1689 Flt Permitted 0.143 0.950 Satd. Flow (perm) 263 1710 2119 0 1923 1689 Right Turn on Red Yes Yes Satd. Flow (RTOR) 6 215 Headway Factor 1.04 1.14 0.85 0.85 0.92 0.92 Link Speed (mph) 35 35 15 Link Distance (ft) 383 323 369 Travel Time (s) 7.5 6.3 16.8 Volume (vph) 60 813 812 49 106 281 Confl. Peds. (#/hr) 3 3 1 Peak Hour Factor 0.87 0.88 0.92 0.90 0.72 0.80 Heavy Vehicles (%) 0% 0% 0% 11% 0% 2% Adj. Flow (vph) 69 924 883 54 147 351 Lane Group Flow (vph) 69 924 937 0 147 351 Turn Type pm+pt Perm Protected Phases 3 8 4 6 Permitted Phases 8 6 Detector Phases 3 8 4 6 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 22.0 22.0 22.0 Total Split (s) 10.0 38.0 28.0 0.0 22.0 22.0 Total Split (%) 16.7% 63.3% 46.7% 0.0% 36.7% 36.7% Maximum Green (s) 4.0 32.0 22.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max None None Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 6.0 6.0 6.0 6.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 38.8 38.8 32.8 13.2 13.2 Actuated g/C Ratio 0.65 0.65 0.55 0.22 0.22 v/c Ratio 0.22 0.84 0.81 0.35 0.65 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Parking Lot Driveway 2016 Build p.m. - No widening HSH Associates Page 8 Lane Group EBL EBT WBT WBR SBL SBR Control Delay 6.4 13.8 20.1 20.8 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 6.4 13.8 20.1 20.8 14.0 LOS A B C C B Approach Delay 13.3 20.1 16.0 Approach LOS B C B Queue Length 50th (ft) 5 82 413 45 42 Queue Length 95th (ft) m12 m#503 m#606 61 77 Internal Link Dist (ft) 303 243 289 Turn Bay Length (ft) 60 Base Capacity (vph) 318 1105 1160 578 657 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.22 0.84 0.81 0.25 0.53 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 24 (40%), Referenced to phase 4:WBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 16.5 Intersection LOS: B Intersection Capacity Utilization 69.8% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Bridge Street & MBTA Parking Lot Driveway Year 2016 Build, With Bridge Street widening Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 12/1/2011 2016 Build a.m. - with widening HSH Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR ø9 Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 16 11 11 12 12 Storage Length (ft) 95 0 0 0 Storage Lanes 1 1 2 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft)000000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3421 1794 1711 3421 3400 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3421 1794 1711 3421 3400 1568 Right Turn on Red Yes No Satd. Flow (RTOR) 260 Headway Factor 1.04 0.85 1.04 1.04 1.00 1.00 Link Speed (mph) 35 35 30 Link Distance (ft) 289 381 278 Travel Time (s) 5.6 7.4 6.3 Volume (vph) 601 342 293 770 381 300 Peak Hour Factor 0.90 0.85 0.92 0.82 0.93 0.83 Heavy Vehicles (%) 2% 2% 2% 2% 3% 3% Adj. Flow (vph) 668 402 318 939 410 361 Lane Group Flow (vph) 668 402 318 939 410 361 Turn Type Prot Prot pt+ov Protected Phases 221688 19 Permitted Phases Detector Phases 221688 1 Minimum Initial (s) 10.0 10.0 8.0 10.0 10.0 4.0 Minimum Split (s) 16.0 16.0 14.0 16.0 16.0 28.0 Total Split (s) 28.0 28.0 26.0 54.0 18.0 44.0 28.0 Total Split (%) 28.0% 28.0% 26.0% 54.0% 18.0% 44.0% 28% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Min C-Min None C-Min None None Act Effct Green (s) 30.4 30.4 21.2 55.6 14.0 39.2 Actuated g/C Ratio 0.30 0.30 0.21 0.56 0.14 0.39 v/c Ratio 0.64 0.55 0.88 0.49 0.86 0.59 Control Delay 30.7 9.5 63.5 16.5 61.0 28.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.7 9.5 63.5 16.5 61.0 28.5 LOS CAEBEC Approach Delay 22.7 28.4 45.8 Approach LOS C C D Queue Length 50th (ft) 219 53 196 208 133 176 Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 12/1/2011 2016 Build a.m. - with widening HSH Associates Page 2 Lane Group EBT EBR WBL WBT NBL NBR ø9 Queue Length 95th (ft) #266 86 #343 233 #213 241 Internal Link Dist (ft) 209 301 198 Turn Bay Length (ft) 95 Base Capacity (vph) 1039 726 376 1902 476 627 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.64 0.55 0.85 0.49 0.86 0.58 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 17 (17%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 30.8 Intersection LOS: C Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bridge Street & Washington Street Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 12/1/2011 2016 Build a.m. - with widening HSH Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 10 11 13 13 Storage Length (ft) 0 0 0 100 Storage Lanes 0 1 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.982 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3348 0 1589 3421 1811 1652 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3348 0 1589 3421 1811 1652 Right Turn on Red Yes Yes Satd. Flow (RTOR) 20 66 Headway Factor 1.04 1.04 1.09 1.04 0.96 0.96 Link Speed (mph) 35 35 30 Link Distance (ft) 294 383 298 Travel Time (s) 5.7 7.5 6.8 Volume (vph) 928 101 82 603 85 311 Peak Hour Factor 0.92 0.75 0.95 0.93 0.88 0.88 Heavy Vehicles (%) 2% 5% 6% 2% 3% 1% Adj. Flow (vph) 1009 135 86 648 97 353 Lane Group Flow (vph) 1144 0 86 648 97 353 Turn Type Prot pt+ov Protected Phases 2 1 6 8 1 8 Permitted Phases Detector Phases 2 1 6 8 1 8 Minimum Initial (s) 10.0 5.0 10.0 8.0 Minimum Split (s) 28.0 10.0 16.0 14.0 Total Split (s) 52.0 0.0 28.0 80.0 20.0 48.0 Total Split (%) 52.0% 0.0% 28.0% 80.0% 20.0% 48.0% Yellow Time (s) 4.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lead/Lag Lag Lead Lead-Lag Optimize? Recall Mode C-Min None C-Min None Act Effct Green (s) 61.6 10.7 76.4 15.6 30.4 Actuated g/C Ratio 0.62 0.11 0.76 0.16 0.30 v/c Ratio 0.55 0.50 0.25 0.34 0.64 Control Delay 12.8 44.1 5.3 41.2 29.6 Queue Delay 0.0 0.0 0.3 0.0 0.0 Total Delay 12.8 44.1 5.5 41.2 29.6 LOS B D A D C Approach Delay 12.8 10.1 32.1 Approach LOS B B C Queue Length 50th (ft) 203 59 39 56 157 Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 12/1/2011 2016 Build a.m. - with widening HSH Associates Page 4 Lane Group EBT EBR WBL WBT NBL NBR Queue Length 95th (ft) 294 109 127 102 230 Internal Link Dist (ft) 214 303 218 Turn Bay Length (ft) 100 Base Capacity (vph) 2072 381 2613 290 751 Starvation Cap Reductn 0 0 1207 0 0 Spillback Cap Reductn 0 0000 Storage Cap Reductn 0 0000 Reduced v/c Ratio 0.55 0.23 0.46 0.33 0.47 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 99 (99%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 15.7 Intersection LOS: B Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Bridge Street & Route 114 (North Street) Ramp Lanes, Volumes, Timings Salem MBTA 3: Federal Street & Washington Street 12/1/2011 2016 Build a.m. - with widening HSH Associates Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 16 9 13 12 12 12 12 Storage Length (ft) 0 0 0 0 60 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor Frt 0.865 0.992 Flt Protected 0.950 Satd. Flow (prot)000001660 1518 1699 0 0 3415 0 Flt Permitted 0.950 Satd. Flow (perm)000001660 1518 1699 0 0 3415 0 Headway Factor 1.00 1.00 1.00 1.00 1.00 0.97 1.14 1.10 1.00 1.00 1.00 1.00 Link Speed (mph) 20 20 30 30 Link Distance (ft) 313 244 280 278 Travel Time (s) 10.7 8.3 6.4 6.3 Volume (vph)00000133165480061223 Confl. Peds. (#/hr) 30 163 163 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.79 0.54 0.84 0.92 0.92 0.85 0.61 Heavy Vehicles (%) 2% 2% 2% 2% 2% 1% 7% 4% 2% 2% 5% 2% Parking (#/hr) 0 0 0 Adj. Flow (vph)00000168306520072038 Lane Group Flow (vph)0000016830652007580 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 4: Bridge Street & Residential Driveway 12/1/2011 2016 Build a.m. - with widening HSH Associates Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 12 12 12 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.997 0.865 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 3412 0 1745 3421 0 0 1589 0 0 0 1644 Flt Permitted 0.950 Satd. Flow (perm) 0 3412 0 1745 3421 0 0 1589 0 0 0 1644 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 Link Speed (mph) 35 35 15 15 Link Distance (ft) 381 137 205 180 Travel Time (s) 7.4 2.7 9.3 8.2 Volume (vph) 0 888 13 1 1042 20020021 Confl. Peds. (#/hr) 9 9 59 Peak Hour Factor 0.67 0.94 0.69 0.25 0.87 0.50 0.92 0.92 0.50 0.92 0.92 0.56 Heavy Vehicles (%) 0% 2% 0% 0% 2% 0% 2% 2% 0% 2% 2% 0% Adj. Flow (vph) 0 945 19 4 1198 40040038 Lane Group Flow (vph) 0 964 0 4 1202 00400038 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Parking Lot Driveway 12/1/2011 2016 Build a.m. - with widening HSH Associates Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 11 12 12 12 12 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Ped Bike Factor 0.99 0.99 0.98 Frt 0.958 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1685 3421 3343 0 1805 1524 Flt Permitted 0.103 0.950 Satd. Flow (perm) 183 3421 3343 0 1793 1498 Right Turn on Red Yes Yes Satd. Flow (RTOR) 63 74 Headway Factor 1.09 1.04 1.00 1.00 1.00 1.00 Link Speed (mph) 35 35 15 Link Distance (ft) 383 323 369 Travel Time (s) 7.5 6.3 16.8 Volume (vph) 317 922 616 201 21 69 Confl. Peds. (#/hr) 3 3 3 2 Peak Hour Factor 0.63 0.85 0.88 0.74 0.91 0.76 Heavy Vehicles (%) 0% 2% 2% 4% 0% 6% Adj. Flow (vph) 503 1085 700 272 23 91 Lane Group Flow (vph) 503 1085 972 0 23 91 Turn Type pm+pt pm+ov Protected Phases 3 8 4 6 3 Permitted Phases 8 6 Detector Phases 3 8 4 6 3 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 22.0 22.0 10.0 Total Split (s) 39.0 78.0 39.0 0.0 22.0 39.0 Total Split (%) 39.0% 78.0% 39.0% 0.0% 22.0% 39.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None C-Max None None Act Effct Green (s) 90.4 92.8 53.3 8.7 37.1 Actuated g/C Ratio 0.90 0.93 0.53 0.09 0.37 v/c Ratio 0.76 0.34 0.54 0.15 0.15 Control Delay 22.5 1.1 19.8 43.8 4.6 Queue Delay 0.7 0.0 0.0 0.0 0.0 Total Delay 23.2 1.1 19.8 43.8 4.6 LOS C A B D A Approach Delay 8.1 19.8 12.5 Approach LOS A B B Queue Length 50th (ft) 127 0 104 14 8 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Parking Lot Driveway 12/1/2011 2016 Build a.m. - with widening HSH Associates Page 8 Lane Group EBL EBT WBT WBR SBL SBR Queue Length 95th (ft) 146 55 123 38 18 Internal Link Dist (ft) 303 243 289 Turn Bay Length (ft) Base Capacity (vph) 728 3175 1813 325 674 Starvation Cap Reductn 55 221 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.75 0.37 0.54 0.07 0.14 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 20 (20%), Referenced to phase 4:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 12.5 Intersection LOS: B Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 5: Bridge Street & MBTA Parking Lot Driveway Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 12/1/2011 2016 Build p.m. - with widening HSH Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR ø9 Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 16 11 11 12 12 Storage Length (ft) 95 0 0 0 Storage Lanes 1 1 2 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft)000000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3455 1830 1745 3490 3433 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3455 1830 1745 3490 3433 1568 Right Turn on Red Yes No Satd. Flow (RTOR) 163 Headway Factor 1.04 0.85 1.04 1.04 1.00 1.00 Link Speed (mph) 35 35 30 Link Distance (ft) 289 381 277 Travel Time (s) 5.6 7.4 6.3 Volume (vph) 636 283 325 896 584 254 Peak Hour Factor 0.80 0.79 0.80 0.91 0.82 0.72 Heavy Vehicles (%) 1% 0% 0% 0% 2% 3% Adj. Flow (vph) 795 358 406 985 712 353 Lane Group Flow (vph) 795 358 406 985 712 353 Turn Type Prot Prot pt+ov Protected Phases 221688 19 Permitted Phases Detector Phases 221688 1 Minimum Initial (s) 10.0 10.0 8.0 10.0 10.0 4.0 Minimum Split (s) 16.0 16.0 14.0 16.0 16.0 28.0 Total Split (s) 33.0 33.0 31.0 64.0 28.0 59.0 28.0 Total Split (%) 27.5% 27.5% 25.8% 53.3% 23.3% 49.2% 23% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode C-Min C-Min None C-Min None None Act Effct Green (s) 29.0 29.0 27.0 60.0 24.0 55.0 Actuated g/C Ratio 0.24 0.24 0.22 0.50 0.20 0.46 v/c Ratio 0.95 0.63 1.03 0.56 1.04 0.49 Control Delay 58.9 21.1 100.0 22.5 91.0 25.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.9 21.1 100.0 22.5 91.0 25.7 LOS ECFCFC Approach Delay 47.1 45.1 69.3 Approach LOS D D E Queue Length 50th (ft) 330 96 ~338 271 ~306 187 Lanes, Volumes, Timings Salem MBTA 1: Bridge Street & Washington Street 12/1/2011 2016 Build p.m. - with widening HSH Associates Page 2 Lane Group EBT EBR WBL WBT NBL NBR ø9 Queue Length 95th (ft) #276 129 #441 334 #363 203 Internal Link Dist (ft) 209 301 197 Turn Bay Length (ft) 95 Base Capacity (vph) 835 566 393 1745 687 719 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.95 0.63 1.03 0.56 1.04 0.49 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 19 (16%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 52.9 Intersection LOS: D Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bridge Street & Washington Street Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 12/1/2011 2016 Build p.m. - with widening HSH Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 10 11 13 13 Storage Length (ft) 0 0 0 100 Storage Lanes 0 1 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0000 Turning Speed (mph) 9 15 15 9 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.983 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3422 0 1652 3490 1865 1652 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3422 0 1650 3490 1865 1652 Right Turn on Red Yes Yes Satd. Flow (RTOR) 28 101 Headway Factor 1.04 1.04 1.09 1.04 0.96 0.96 Link Speed (mph) 35 35 30 Link Distance (ft) 294 383 298 Travel Time (s) 5.7 7.5 6.8 Volume (vph) 646 65 231 862 117 227 Confl. Peds. (#/hr) 2 2 2 Peak Hour Factor 0.87 0.70 0.87 0.83 0.74 0.86 Heavy Vehicles (%) 0% 0% 2% 0% 0% 1% Adj. Flow (vph) 743 93 266 1039 158 264 Lane Group Flow (vph) 836 0 266 1039 158 264 Turn Type Prot pt+ov Protected Phases 2 1 6 8 1 8 Permitted Phases Detector Phases 2 1 6 8 1 8 Minimum Initial (s) 10.0 5.0 10.0 5.0 Minimum Split (s) 28.0 10.0 16.0 11.0 Total Split (s) 29.0 0.0 18.0 47.0 13.0 31.0 Total Split (%) 48.3% 0.0% 30.0% 78.3% 21.7% 51.7% Yellow Time (s) 4.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lead/Lag Lag Lead Lead-Lag Optimize? Recall Mode C-Min None C-Min None Act Effct Green (s) 26.5 12.8 43.3 8.7 25.5 Actuated g/C Ratio 0.44 0.21 0.72 0.14 0.42 v/c Ratio 0.55 0.76 0.41 0.58 0.35 Control Delay 14.0 28.5 4.6 33.5 8.0 Queue Delay 0.0 0.0 0.2 0.0 0.0 Total Delay 14.0 28.5 4.8 33.5 8.0 LOS B C A C A Approach Delay 14.0 9.6 17.5 Lanes, Volumes, Timings Salem MBTA 2: Bridge Street & Route 114 (North Street) Ramp 12/1/2011 2016 Build p.m. - with widening HSH Associates Page 4 Lane Group EBT EBR WBL WBT NBL NBR Approach LOS B A B Queue Length 50th (ft) 112 103 169 54 34 Queue Length 95th (ft) 155 99 20 84 70 Internal Link Dist (ft) 214 303 218 Turn Bay Length (ft) 100 Base Capacity (vph) 1529 385 2518 280 778 Starvation Cap Reductn 0 0 688 0 0 Spillback Cap Reductn 0 0000 Storage Cap Reductn 0 0000 Reduced v/c Ratio 0.55 0.69 0.57 0.56 0.34 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 5 (8%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 12.4 Intersection LOS: B Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Bridge Street & Route 114 (North Street) Ramp Lanes, Volumes, Timings Salem MBTA 3: Federal Street & Washington Street 12/1/2011 2016 Build p.m. - with widening HSH Associates Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 16 9 13 12 12 12 12 Storage Length (ft) 0 0 0 0 60 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor Frt 0.865 0.999 Flt Protected 0.950 Satd. Flow (prot)000001644 1533 1732 0 0 3571 0 Flt Permitted 0.950 Satd. Flow (perm)000001644 1533 1732 0 0 3571 0 Headway Factor 1.00 1.00 1.00 1.00 1.00 0.97 1.14 1.10 1.00 1.00 1.00 1.00 Link Speed (mph) 20 20 30 30 Link Distance (ft) 313 244 280 277 Travel Time (s) 10.7 8.3 6.4 6.3 Volume (vph)0000014916689006071 Confl. Peds. (#/hr) 4 92 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.70 0.67 0.84 0.92 0.92 0.90 0.25 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 6% 2% 2% 2% 1% 0% Parking (#/hr) 0 0 0 Adj. Flow (vph)0000021324820006744 Lane Group Flow (vph)0000021324820006780 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 4: Bridge Street & Residential Driveway 12/1/2011 2016 Build p.m. - with widening HSH Associates Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 12 12 12 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.999 0.966 0.865 Flt Protected 0.950 0.964 Satd. Flow (prot) 0 3452 0 1745 3486 0 0 1710 0 0 0 1644 Flt Permitted 0.950 0.964 Satd. Flow (perm) 0 3452 0 1745 3486 0 0 1710 0 0 0 1644 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 1.00 1.00 Link Speed (mph) 35 35 15 15 Link Distance (ft) 381 137 205 180 Travel Time (s) 7.4 2.7 9.3 8.2 Volume (vph) 0 884 6 3 1203 32010016 Confl. Peds. (#/hr) 23 23 35 Peak Hour Factor 0.25 0.94 0.69 0.25 0.93 0.42 0.33 0.92 0.50 0.92 0.92 0.56 Heavy Vehicles (%) 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 0 940 9 12 1294 76020029 Lane Group Flow (vph) 0 949 0 12 1301 00800029 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Parking Lot Driveway 12/1/2011 2016 Build p.m. - with widening HSH Associates Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 11 12 12 12 12 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.991 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1685 3490 3549 0 1805 1583 Flt Permitted 0.154 0.950 Satd. Flow (perm) 273 3490 3549 0 1803 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 12 42 Headway Factor 1.09 1.04 1.00 1.00 1.00 1.00 Link Speed (mph) 35 35 15 Link Distance (ft) 383 323 369 Travel Time (s) 7.5 6.3 16.8 Volume (vph) 60 813 812 49 106 281 Confl. Peds. (#/hr) 3 3 1 Peak Hour Factor 0.87 0.88 0.92 0.90 0.72 0.80 Heavy Vehicles (%) 0% 0% 0% 11% 0% 2% Adj. Flow (vph) 69 924 883 54 147 351 Lane Group Flow (vph) 69 924 937 0 147 351 Turn Type pm+pt pm+ov Protected Phases 3 8 4 6 3 Permitted Phases 8 6 Detector Phases 3 8 4 6 3 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 22.0 22.0 10.0 Total Split (s) 12.0 38.0 26.0 0.0 22.0 12.0 Total Split (%) 20.0% 63.3% 43.3% 0.0% 36.7% 20.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None C-Max None None Act Effct Green (s) 42.6 43.4 29.2 11.8 22.8 Actuated g/C Ratio 0.71 0.72 0.49 0.20 0.38 v/c Ratio 0.17 0.37 0.54 0.42 0.56 Control Delay 2.6 3.8 11.0 23.9 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 2.6 3.8 11.0 23.9 14.9 LOS A A B C B Approach Delay 3.7 11.0 17.5 Approach LOS A B B Queue Length 50th (ft) 2 13 194 47 77 Lanes, Volumes, Timings Salem MBTA 5: Bridge Street & MBTA Parking Lot Driveway 12/1/2011 2016 Build p.m. - with widening HSH Associates Page 8 Lane Group EBL EBT WBT WBR SBL SBR Queue Length 95th (ft) m7 112 m225 66 100 Internal Link Dist (ft) 303 243 289 Turn Bay Length (ft) Base Capacity (vph) 415 2523 1732 542 628 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.17 0.37 0.54 0.27 0.56 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 34 (57%), Referenced to phase 4:WBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay: 9.4 Intersection LOS: A Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Bridge Street & MBTA Parking Lot Driveway 38 Chauncy Street, 9th Floor Boston, Massachusetts 02111 617.482.7080 www.hshassoc.com Howard/Stein-Hudson Associates, Inc. CREATIVE SOLUTIONS • EFFECTIVE PARTNERING ®