Traffic Impact Studytransportation.baltimorecity.gov/sites/default/files/1190...Average Daily Traffic volume on Northern Parkway is 42,660 vehicles per day according to the Maryland

Traffic Impact Study

June 13, 2017 Prepared For:

Prepared By:

1190 W. Northern Parkway Traffic Impact Study

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Table of Contents I. INTRODUCTION .......................................................................................................................................... 3 II. EXISTING CONDITIONS ............................................................................................................................ 5

Roadway Characteristics ............................................................................................................................ 5 Pedestrian and Bicycle Facilities ............................................................................................................... 7 Existing Transit Conditions ..................................................................................................................... 12 Observations ............................................................................................................................................ 15 Growth Projections and Background Traffic ........................................................................................... 22 Background Traffic Analysis ................................................................................................................... 26

IV. FUTURE CONDITIONS ........................................................................................................................... 27 Trip Generation ........................................................................................................................................ 27 The total daily trips generated by the site would be 935 vehicles. .......................................................... 27 Trip Distribution and Assignment ........................................................................................................... 28 Future Build Traffic Volumes and Analysis ............................................................................................ 33

V. SUMMARY ................................................................................................................................................ 34

Index of Figures Figure 1: Area Map and Study Area intersections .............................................................................................. 4 Figure 2: Existing Lane Configurations and Traffic Control ............................................................................. 6 Figure 3: AM Peak Hour Intersection Bicycle Volumes .................................................................................... 8 Figure 4: PM Peak Hour Intersection Bicycle Volumes .................................................................................... 9 Figure 5: Bicycle Infrastructure ........................................................................................................................ 10 Figure 6: Existing Pedestrian Infrastructure ..................................................................................................... 11 Figure 7: Available Public Transit Services ..................................................................................................... 13 Figure 8: Public Transit Stop Amenities .......................................................................................................... 14 Figure 9: 1190 Northern Parkway Proposed Site Plan ..................................................................................... 18 Figure 10: Existing AM Peak Hour Intersection Traffic Volumes .................................................................. 20 Figure 11: Existing PM Peak Hour Intersection Traffic Volumes ................................................................... 21 Figure 14: Total AM Background Conditions Intersection Traffic Volumes .................................................. 24 Figure 15: Total PM Background Conditions Intersection Traffic Volumes ................................................... 25 Figure 18: Trip Distribution Rates .................................................................................................................... 28 Figure 16: AM Site Vehicle Trip generation from 1190 Northern Pkwy ......................................................... 29 Figure 17: PM Vehicle Site Trip generation from 1190 Northern Pkwy ......................................................... 30 Figure 18: Total Future AM Peak Hour Intersection Traffic Volumes ............................................................ 31 Figure 19: Total Future PM Peak Hour Intersection Traffic Volumes ............................................................ 32


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Index of Tables Table 1: Pedestrian Volumes .............................................................................................................................. 7 Table 2: Bus Ridership from 2015 ................................................................................................................... 12 Table 3: Intersection Sight Distance Calculations ............................................................................................ 17 Table 4: Summary of Intersection Capacity Analysis- Existing Conditions - AM (PM) ................................ 19 Table 5: Trip generation estimation for Sinai Hospital expansion .................................................................. 22 Table 6: Summary of Intersection Capacity Analysis – Background Conditions ............................................ 26 Table 7: Site Generated Trips .......................................................................................................................... 27 Table 8: Summary of Intersection Capacity Analysis – Future Conditions ..................................................... 33

Appendices Appendix A: Traffic Counts Appendix B: HCM Reports Appendix C: Intersection Sight Distance Time Gap Calculations


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I. INTRODUCTION The proposed 1190 Northern Parkway development is a four-story 209,000 SF multi-family building with 148 dwelling units and a 297 space parking garage located on the northeast corner of Northern Parkway and Falls Road. The area is currently improved with multiple gas stations, retail lots, single family houses, and an existing Belvedere Towers multi-family apartment building which will remain unchanged and is not part of the proposed development. The anticipated build-out year of 1190 Northern Parkway is 2019. The proposed development is a Planned Unit Development (PUD) located behind the existing Belvedere Towers development. With no access to Falls Road or Northern Parkway, the owner is proposing to establish a shared access agreement with the owner of the existing Belvedere Towers. The agreement will allow the proposed development use of the established access points on Falls Road and the right-in/right-out on Northern Parkway. The Department of Transportation has received the access agreement and has conferred with the Law Department that the access agreement provides the new development with access to the existing access points on Northern Parkway and Falls Road. The existing access for ingress and egress are not included in the PUD. The TIS panel met on February, 4th, 2016 and through continued coordination a scope was developed which identified the following study intersections:

1. Falls Road at Smith Avenue 2. Falls Road at Kelly Avenue 3. Falls Road at Mattfeldt Avenue/ North Entrance - Existing 4. Falls Road at Shell Station/ South Entrance - Existing 5. Northern Parkway at Access Drive - Existing 6. Northern Parkway at Falls Road 7. Northern Parkway at I-83 NB ramps 8. Northern Parkway at I-83 SB ramps

A map of the study area, including the study intersections, is shown in Figure 1 The purpose of this study is to assess the impacts on traffic operations in the surrounding transportation network due to the proposed development. The traffic analysis evaluated the following scenarios based on the submission to the Department of Planning as of May 31, 2017:

1. Existing Conditions • Existing Conditions evaluated and documented existing roadway network facilities and

traffic volumes under existing year 2017. 2. Year 2019 Background Conditions

• Background Conditions incorporated regional growth in existing traffic volumes, and traffic from other nearby planned, approved, or current development activity by the build-out year 2019.

3. Year 2019 Build-Out Conditions • Build-Out Conditions evaluated the total future traffic volumes, which included the 2019

Background Conditions in addition to the trips generated by the proposed 1190 Northern Parkway Development.

Each of the three scenarios evaluated Measures of Effectiveness (MOE) of Level of Service (LOS), delay, and capacity.


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Figure 1: Area Map and Study Area intersections


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II. EXISTING CONDITIONS

Roadway Characteristics The following roadways were included in the analysis: Falls Road is a four-lane undivided minor arterial roadway that connects Northern Parkway in the south to points northward. The posted speed limit varies between 25 and 30 miles per hour. Intersections evaluated along Falls Road include Smith Avenue, Kelly Avenue, Mattfeldt Avenue/Existing Belvedere Towers North Entrance, Existing Belvedere Towers/ Shell Gas Station South Entrance and Northern Parkway. On-street parking is permitted on Falls Road north of Mattfeldt and south of Kelly Avenue. The existing Average Daily Traffic volume on Falls Road is 14,875 vehicles per day according to the Maryland State Highway Administration 2016 Traffic Volume Map. https://www.roads.maryland.gov/index.aspx?PageId=792 Northern Parkway is a six-lane primary arterial roadway that connects I-83 and Falls Road to points west and east. The posted speed limit is 35 miles per hour. Intersections evaluated along Northern Parkway include Falls Road, Access Drive, I-83 northbound ramps, and I-83 southbound ramps. The existing Average Daily Traffic volume on Northern Parkway is 42,660 vehicles per day according to the Maryland State Highway 2016 Traffic Volume Map. Smith Avenue is a two-lane local roadway that provides access to Mount Washington Retail Park west of Falls Road. Metered parking is allowed on the northern side of the roadway. The posted speed limit is 25 miles per hour. Kelly Avenue is a two-way four-lane minor arterial road in the study area that connects Falls Road in the east to Cross Country Blvd to the west. The posted speed limit is 30 miles per hour. Parking is not allowed on the bridge over I-83. Mattfeldt Ave is a two-way two-lane local road that connects to Falls Road in the north to Northern Parkway to the south. Parking is permitted along the both sides of the road, except on the northbound and southbound approaches to Falls Road and Northern Parkway, respectively. The posted speed limit is 20 miles per hour. Southbound right-turns from Falls Road onto Mattfeldt Avenue are prohibited Monday through Friday from 7AM – 9AM. The Belvedere Towers North Entrance (Falls Road at Mettfeldt Avenue) is a two-way, two-lane access that intersects with Falls Road. The Belvedere Towers South Entrance (Falls Road at the Shell Gas Station) is a wide, two-way, two-lane, shared access with the Shell gas station that intersects with Falls Road. The entrance is located approximately 60-ft north of the Falls Road at Northern Parkway intersection. The Belvedere Towers Northern Parkway Entrance (Access Drive) is a two-way, two-lane, right-in/right-out access that intersects with Northern Parkway.

Figure 2 shows the existing lane configuration and traffic controls at the study intersections.

https://www.roads.maryland.gov/index.aspx?PageId=792


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Figure 2: Existing Lane Configurations and Traffic Control (note intersection #9 Falls Road and the I-83 NB Ramp not shown has yield control)


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Pedestrian and Bicycle Facilities Bicycle facilities in the study area are marked sharrows and “Share the Road” signs along both the northbound and southbound directions of Falls Road. Ultimately, Baltimore’s Bike Master Plan calls for bicycle accommodations in the form of new sharrows along Kelly Avenue and dedicated bike lanes along Northern Parkway. Morning and evening bicycle turning movements are shown in Figure 3 and Figure 4, respectively. Pedestrian infrastructure is complete along Falls Road in the study area. Due to right-of-way constraints, portions of Falls Road on the eastside between Mattfeldt and Kelly Avenue have incomplete pedestrian infrastructure. Marked crosswalks, curb ramps, and pedestrian signals are located at most signalized intersections within the study area. All sidewalks widths meet the 5ft required for ADA compliance with the exception of a few segments along the western edge of Falls Road. No pedestrian crossings in the study area are equipped with Accessible Pedestrian Signals (APS). Table 1 shows the pedestrian volumes at the study intersections during the morning and evening peak hours. Existing bicycle and pedestrian infrastructure in the study area are shown in Figure 5 and Figure 6, respectively. Pedestrian crossings and bicycle turning movement counts for all study intersections can be found in Appendix A.

Table 1: Pedestrian Volumes

AM PM AM PM AM PM AM PM AM PM1 Falls Road at Smith Avenue 2 0 0 0 0 0 3 2 5 22 Falls Road at Kelly Avenue 0 0 0 0 9 5 3 2 12 73 Falls Road at Mattfeldt Ave/North Ent 0 0 0 0 0 2 3 2 3 44 Falls Road at South Ent 0 0 0 4 0 0 0 0 0 45 Falls Road at Northern Parkway 10 6 1 7 1 1 3 1 15 156 Northern Parkway at Entrance to Belvedere Towers 0 3 0 0 0 0 0 0 0 37 Northern Parkway at I-83 SB Ramps 0 2 0 0 0 0 0 1 0 38 Northern Parkway at I-83 NB Ramps 0 0 0 0 0 0 0 0 0 0

Intersection East LegNorth Leg West LegSouth Leg Total


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Figure 3: AM Peak Hour Intersection Bicycle Volumes


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Figure 4: PM Peak Hour Intersection Bicycle Volumes


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Figure 5: Bicycle Infrastructure


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Figure 6: Existing Pedestrian Infrastructure


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Existing Transit Conditions The study area is served by the Maryland Transit Administration’s (MTA) bus line number 27 along Falls Road and Northern Parkway west of Falls Rd, the number 44 line along Northern Pkwy, the number 58 line along Falls Road and Northern Parkway west of Falls Rd, and the number 60 line along Kelly Ave and Falls Road north of Kelly Ave. The light rail parallels I-83 and Falls Road in the study area with the Mount Washington station located off of Kelly Ave. Table 2 represents the ridership for winter 2015 weekdays. The data was provided by MTA staff.

Table 2: Bus Ridership from 2015

Bus Stop Location Routes Stop # Boardings Alightings NB Falls Rd at South Entrance 027, 58 5046 13 12

SB Falls Rd at Northern Pkwy 027, 94 4857 37 8

WB Northern Pkwy at Falls Rd 30, 44, 58 5990 25 57

NB Falls Rd at Mattfeldt Ave 027, 33, 58, 94 5047 1 1

SB Falls Rd at Mattfeldt Ave 027, 33, 58, 94 4856 2 3

Figure 6 shows the existing transit service in the surrounding area. Figure 7 includes the transit stop amenities currently in place.


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Figure 7: Available Public Transit Services


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Figure 8: Public Transit Stop Amenities


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Observations Traffic Signal Operations Five of the eight study intersections are signalized with the remaining three intersections at the site access points stop controlled on the side street approaches only. Signalized intersections along Northern Parkway include the I-83 NB Ramps, I-83 SB Ramps, and Falls Road. These signals operate in coordinated system with 150-second cycle lengths during both the AM and PM peak hours. Signalized intersections along Falls Road include Smith Avenue and Kelly Avenue which operate in coordination with each other but are not part of a larger coordinated signal system. The cycle lengths in the AM and PM peak hours are 205 seconds. Field Observations The following is a summary of field observations and approximate queue lengths noted in May 2017 at the study intersections during both the morning and evening peak hours:

1. Falls Road at Smith Avenue • During the morning peak period, the northbound, southbound, and eastbound queue lengths

reached 125ft (5 vehicles), 375ft (15 vehicles), and 125ft (5 vehicles), respectively. • During the evening peak period, the northbound, southbound, and eastbound queue lengths

reached 125ft (5 vehicles), 1125ft (45 vehicles), and 250ft (10 vehicles), respectively. • Some residual queuing, where all queued vehicles at the beginning of a green interval were

not able to clear the intersection during the green interval during each signal cycle, was observed southbound and eastbound during the evening peak hour.

2. Falls Road at Kelly Avenue • During the morning peak period, the northbound, southbound, and eastbound queue lengths

reached 375ft (15 vehicles), 125ft (5 vehicles), and 375ft (15 vehicles), respectively. • During the evening peak period, the northbound, southbound, and eastbound queue lengths

reached 500ft (20 vehicles), 125ft (5 vehicles), and 625ft (25 vehicles), respectively. • Residual queues were observed eastbound during the evening peak hour.

3. Falls Road at Mattfeldt Avenue / Northern Belvedere Driveway • During the morning and evening peak periods, the eastbound and westbound queue lengths

were minimal, with maximum queue lengths less than 125ft (5 vehicles) on each approach. • The minor street approaches are offset by approximately 30ft which results in some

difficulty when conflicting left turns on Falls Road arrive at the same time. • A combination of the skewed approach alignment and 24% up-grade on the Mattfeldt

Avenue approach make it difficult to make eastbound turning movements. • Sight distance is limited on both of the side street approaches.

4. Falls Road at Southern Belvedere Driveway • During the morning and evening peak periods, westbound queue lengths reached 125ft (5

vehicles) • Southbound queues regularly spilled back past the driveway from the signal at Northern

Parkway during both peaks which created additional delays for westbound left turns from the driveway.

5. Falls Road at Northern Parkway • During the morning peak period, the northbound, southbound, eastbound, and westbound

queue lengths reached 250ft (10 vehicles), 500ft (20 vehicles), 875ft (35 vehicles), and 1000ft (40 vehicles), respectively.


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• During the evening peak period, the northbound, southbound, eastbound, and westbound queue lengths reached 250ft (10 vehicles), 375ft (15 vehicles), 875ft,( 35 vehicles) and 500ft (20 vehicles), respectively.

• Residual queuing was observed during both peak hours for the southbound left, eastbound left, eastbound through, and westbound through movements.

• Uneven lane utilization was observed throughout both peaks on the westbound approach with heavier use of the right hand (outer) lane, due to downstream demand for the I-83 ramp.

• The southbound left turn queue was observed spilling out of the turnbay during the evening peak hour.

• The eastbound left turn queue was observed spilling out of the turnbay during both the morning and evening peak hours.

6. Northern Parkway at Belvedere Driveway • During the morning and evening peak periods, the southbound queues were minimal with a

maximum queue length less than 25ft (1 vehicle). • Westbound queues regularly spilled back past the Belvedere Driveway from the signal at

Falls Road. Stopped westbound traffic was observed leaving gaps for southbound right turns.

7. Northern Parkway at the I-83 Northbound Ramps • During the morning and evening peak periods, the northbound, eastbound, and westbound

queue lengths reached 250ft (10 vehicles), 500ft (20 vehicles) and 500ft (20 vehicles), respectively.

• Eastbound and westbound queues occasionally spilled back to the upstream signals at the I-83 southbound ramp and Falls Road during both peaks.

• As the eastbound though movement is free, eastbound queues are a result of spillbacks from the Falls Road signal.

• Westbound lane utilization is heaviest in the right turn lane onto the I-83 ramps. • The weaving movement from the northbound ramp to the eastbound left turn lane at Falls

Road is difficult due to persistent congestion throughout both peaks compounded by the short intersection spacing. The friction from the weaving maneuver reduces throughput at the Falls Road signal, increasing congestion.

8. Northern Parkway at the I-83 Southbound Ramps • During the morning peak period, the southbound, eastbound, and westbound queue lengths

reached 500ft vehicles on each approach, respectively. • During the morning peak period, the southbound, eastbound, and westbound queue lengths

reached 500ft (20 vehicles), 250ft (10 vehicles), and 625ft (25 vehicles), respectively. • Eastbound queues occasionally spilled back to the intersection from the downstream

intersections at the northern ramps and Falls Road. • The southbound left turn was occasionally metered by eastbound congestion, particularly

during the evening peak, resulting in occasional residual queuing.

In general, congestion was present along both directions of Northern Parkway throughout the morning and evening peak hours. Congestion was heaviest on Falls Road northbound during the evening peak and southbound during the morning peak. Pedestrian and bicycle traffic was light throughout the study area during both the AM and PM peaks.


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Sight Distance Sight distance was evaluated at the unsignalized Mattfeldt Avenue/Northern Site Driveway intersection with Falls Road. The proposed site plan for 1190 Northern Parkway is shown in Figure 9. Stopping Sight Distance (SSD) along Falls Road approaching the intersection is more than adequate as horizontal curvature approaching the intersection is minimal both northbound and southbound. Furthermore, the intersection is located near the top of a hill, so the vertical curvature of the roadway does not impede sight distance either. Intersection Site Distance (ISD) was also evaluated for the stop controlled Mattfeldt Avenue and Northern Site Driveway approaches. ISD is provided at intersections to allow drivers entering or crossing a roadway sufficient site distance to anticipate and avoid collisions. ISD was measured from the location where vehicles were observed stopping, as sight distance was severely limited at the American Association of State Highway and Transportation Officials (AASHTO) recommended 14.5ft from the edge of the major roadway. Table 3 shows the measured ISD compared to the AASHTO recommended minimums. Results from the ISD analysis indicate the available ISD for left turn movements from the side streets are not adequate as they do not meet the AASHTO minimum on both the Mattfeldt Avenue and Northern Driveway approaches. Less than adequate ISD may increase the likelihood of drivers from the minor street approaches accepting less than adequate gaps in traffic along Falls Road.

Table 3: Intersection Sight Distance Calculations

The available sight distance on Mattfeldt Avenue looking right is 405ft, 135ft less than the AASHTO minimum, due to the vertical curvature on Falls Road. Sight distance looking right from the Northern Site Driveway is restricted by foliage on the northeast corner of the intersection. The westbound left turn is only 45ft less than the AASHTO minimum of 355ft, foliage should be cut 8-10 feet from the face of curb. A detailed breakdown of the time gap calculations utilized in the ISD calculations is provided in Appendix C.

Movement tg (sec)Design Speed

(mph)Minimum ISD

(ft)Results

ISDLeft 705 Met

ISDRight 405 Unmet

Right Turn 8.6 30 380 ISDLeft 705 Met

Movement tg (sec)Design Speed

(mph)Minimum ISD

(ft)Results

ISDLeft 750 Met

ISDRight 310 Unmet

Right Turn 6.5 30 290 ISDLeft 310 Met

Measured ISD (ft)

Intersection Sight Distance - Mattfeldt Approach

Intersection Sight Distance - Northern Site Ent Approach

Measured ISD (ft)

Left Turn 8 30 355

Left Turn 12.2 30 540


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Figure 9: 1190 Northern Parkway Proposed Site Plan


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Existing Traffic Volumes Analysis Data collection was performed on Wednesday April 19, 2017 when public schools and local colleges were in session. Data collected included morning and evening weekday peak hour turning volumes, pedestrian volumes, and bicycle counts. Vehicle turning movement volumes were conservatively balanced and rounded up to the nearest 5. Figure 10 and Error! Reference source not found. show the existing AM and PM peak hour traffic volumes. Traffic counts at each of the study intersections can be found in Appendix A. Highway Capacity Manual (HCM) methodology was used to evaluate capacity at all study intersections during the AM and PM peak hours. A Synchro traffic model was developed for each peak period with the existing conditions data including roadway geometry, traffic volumes, and signal timing and phasing data as inventoried and documented in the field. Performance measures of effectiveness included level of service, delay and volume-to-capacity ratio. The level of service (LOS) is a letter designation that corresponds to a certain range of roadway operating conditions. The levels of service range from A to F, with A indicating the best operating conditions and F indicating the worst, or a failing, operating condition. The volume-to-capacity ratio (v/c ratio) is the ratio of current flow rate to the capacity of the intersection. This ratio is often used to determine how sufficient capacity is on a given roadway. Generally speaking, a ratio of 1.00 indicates that the roadway is operating at capacity. A ratio of greater than 1.00 indicates that the facility is operating above capacity as the number of vehicles exceeds the roadway capacity. The results of the existing conditions intersection capacity analysis, including average delay per vehicle, are summarized in Table 4. HCM reports are provided in Appendix B.

Table 4: Summary of Intersection Capacity Analysis- Existing Conditions - AM (PM)

The results of the Existing Conditions capacity analysis indicate that most intersections are currently operating at a level of service D or better in the AM and PM peak hours, with the exception of:

• Falls Road at Northern Parkway • Falls Road at Mattfeldt Ave/North Entrance

o The stop controlled eastbound and westbound approaches

V/C Delay

Overall 0.55 (0.56) 34.0 (32.0) C (C)

Overall 1.00 (1.02) 42.2 (54.8) D (D)

Overall - (-) - (-) - (-)EB 0.27 (0.13) 132.1 (59.1) F (F)WB >2.00 (1.28) >300 (>300) F (F)NB 0.23 (0.31) 0.0 (0.2) A (A)SB 0.01 (0.02) 0.4 (0.7) A (A)

Overall - (-) - (-) - (-)WB 0.10 (0.16) 14.1 (16.8) B (C)NB 0.29 (0.39) 0.0 (0.0) A (A)SB 0.24 (0.22) 0.0 (0.1) A (A)

Overall 1.14 (1.14) 124.4 (119.5) F (F)

Overall - (-) - (-) - (-)EB 0.37 (0.46) 0.0 (0.0) A (A)WB 0.35 (0.30) 0.0 (0.0) A (A)SB 0.02 (0.02) 12.7 (11.8) B (B)

Overall 0.83 (0.84) 6.6 (6.8) A (A)

8 Northern Parkway at I-83 SB Ramps Overall 0.89 (0.70) 14.5 (16.3) B (B)

*Intersection is unsignalized.

3* Falls Road at Mattfeldt Ave/North Ent

4*

Intersection

Falls Road at Smith Avenue1

Falls Road at Northern Parkway

Falls Road at Kelly Avenue2

Falls Road at South Ent

2017 (Existing)

7 Northern Parkway at I-83 NB Ramps

5

Northern Parkway at Access Drive(Stop Controlled Approach)

6*

LOS


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Figure 10: Existing AM Peak Hour Intersection Traffic Volumes


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Figure 11: Existing PM Peak Hour Intersection Traffic Volumes


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II. BACKGROUND CONDITIONS

Growth Projections and Background Traffic Background conditions refer to factors that will affect the performance of the transportation network but are not directly related to the proposed development, including: Planned improvements to the transportation network by the City in the study area Growth in regional traffic volumes through the study area during the study period Other planned, approved but un-built developments in the study area

Planned Transportation Network Improvements No known planned transportation improvements are expected between now and the build-out year 2019. Regional Growth Annual growth in regional traffic through the study area was estimated using the Baltimore Metropolitan Council (BMC) regional travel forecasting model. As growth along Northern Parkway and Falls Road was generally 0.5%, the annual increase in regional through-traffic was assumed to be a conservative rate of 1.0% per year from now until the build-out year 2019. Background Developments Based on conversations with the City’s Department of Planning, the only known planned development affecting the study area that is expected to be completed prior to full build out of 1190 Northern Parkway is the Sinai Hospital Expansion project.

The Sinai Hospital is planning to expand the emergency room and construct the Rymland Ambulatory Services Building (ASB).

The Institute of Transportation Engineer (ITE) Trip Generation Manual, 9th Edition, was utilized to estimate the vehicle trips generated by the development, using code 610 for “hospital” land use. Based on the existing transportation infrastructure serving the area a 7% reduction in vehicle trips was applied to account for pedestrian/bus/shuttle bus trips. The approved project is anticipated to generate 224 AM peak hour trips and 264 PM peak hour trips, as detailed in the following table.

Table 5: Trip generation estimation for Sinai Hospital expansion

Entry Exit Entry Exit610 - Hospital 142 99 119 165

Transit/Walk Reduction 10 7 8 12Non-pass-by 132 92 111 153

132 92 111 153Total New Non-pass-by Trips

Land Use Size Traffic Impact AM Traffic Impact PM

125,000 Sq. Feet

Trip distribution for the trips generated by the Sinai Hospital Expansion were distributed based on the directional distribution assumptions from the prior 2008 PUD, where distribution of site trips was based on existing employee home zip code information provided by Sinai Hospital, existing traffic patterns, land uses within the site, and future parking locations, and summarized below1. The fifty zip codes with the highest number of employees were mapped and analyzed to determine where employees travel to and from. 35% to/from the north via I-83; 15% to/from the south via I-83; 10% to/from the north via Greenspring Avenue/ Pimlico Road; 7% to/from the south via Greenspring Avenue;

1 2008 TIS in support of Sinai Hospital PUD


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5% to/from the north via Falls Road; 15% to from the east via Northern Parkway; 10% to/from the west via Northern Parkway; 3% to/ from the west via Belvedere Avenue.

Figures 12 and 13 show the future year 2019 AM and PM peak hour intersection traffic volumes.


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Figure 12: Total AM Background Conditions Intersection Traffic Volumes


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Figure 13: Total PM Background Conditions Intersection Traffic Volumes


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Background Traffic Analysis A capacity analysis was performed for the background condition, where regional growth and Sinai hospital background trips were added to existing trips to determine the future background congestion levels. The results of this background conditions capacity analysis are summarized in Table 6 with the Existing Conditions results for comparison. HCM reports are provided in Appendix B.

Table 6: Summary of Intersection Capacity Analysis – Background Conditions

The results of the Background Conditions capacity analysis indicates that the only degradations in overall intersection LOS at any study intersections were the intersections of Falls Road at Smith Avenue and Falls Road at Kelly Avenue in the AM and PM peak hours, respectively. A 1 second increase in average vehicle delay at Smith Avenue resulted in an LOS degradation from C to D and a 6 second increase at Kelly Avenue resulted in an LOS degradation from D to E.

V/C Delay V/C Delay

Overall 0.55 (0.56) 34.0 (32.0) C (C) 0.57 (0.58) 35.2 (33.0) D (C)

Overall 1.00 (1.02) 42.2 (54.8) D (D) 1.05 (1.07) 47.1 (60.6) D (E)

Overall - (-) - (-) - (-) - (-) - (-) - (-)EB 0.27 (0.13) 132.1 (59.1) F (F) 0.31 (0.15) 158.7 (66.7) F (F)WB >2.00 (1.28) >300 (>300) F (F) >2.00 (1.51) >300 (>300) F (F)NB 0.23 (0.31) 0.0 (0.2) A (A) 0.23 (0.32) 0.0 (0.2) A (A)SB 0.01 (0.02) 0.4 (0.7) A (A) 0.01 (0.02) 0.0 (0.8) A (A)

Overall - (-) - (-) - (-) - (-) - (-) - (-)WB 0.10 (0.16) 14.1 (16.8) B (C) 0.10 (0.18) 14.4 (17.0) B (C)NB 0.29 (0.39) 0.0 (0.0) A (A) 0.30 (0.40) 0.0 (0.0) A (A)SB 0.24 (0.22) 0.0 (0.1) A (A) 0.25 (0.22) 0.0 (0.1) A (A)

Overall 1.14 (1.14) 124.4 (119.5) F (F) 1.18 (1.18) 131.7 (131.4) F (F)

Overall - (-) - (-) - (-) - (-) - (-) - (-)EB 0.37 (0.46) 0.0 (0.0) A (A) 0.38 (0.47) 0.0 (0.0) A (A)WB 0.35 (0.30) 0.0 (0.0) A (A) 0.36 (0.31) 0.0 (0.0) A (A)SB 0.02 (0.02) 12.7 (11.8) B (B) 0.02 (0.02) 12.9 (12.0) B (B)

Overall 0.83 (0.84) 6.6 (6.8) A (A) 0.85 (0.86) 7.0 (7.4) A (A)

8 Northern Parkway at I-83 SB Ramps Overall 0.89 (0.70) 14.5 (16.3) B (B) 0.92 (0.75) 16.1 (17.5) B (B)



4*

Intersection





2017 (Existing)


5


6*

LOS2019 (No_Build)

LOS


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IV. FUTURE CONDITIONS

Trip Generation The objective of a trip generation analysis is to forecast the number of new trips that will begin or end at a proposed development. A primary source for data on vehicular trip generation is the Trip Generation Handbook published by the Institute of Transportation Engineers. The Handbook compiles data from numerous studies of trip rates at hundreds of specific types of land uses such as recreational, residential, commercial, office, institutional, and industrial throughout the country. The data is sorted by various time periods such as morning and evening peak hour, and plotted against independent variables for specific land uses such as square feet of commercial space, number of hotel rooms, number of dwelling units, etc. The data is presented in chart format with mean averages, standard deviations, and fitted curve linear regression equations, where enough data is available. Several site-specific factors can reduce the number of new personal vehicular trips generated by a new development or land use. These include 1) the availability of non-vehicular modes of transportation such as sidewalks, bicycle facilities, and public transportation; 2) the effect of pass-by traffic which includes vehicles already on the roadway network making an intermediate stop on the way from an origin to a primary trip destination without a route diversion, and 3) the effect of internally captured trips composed of traffic originating and destined for differing land uses within the same development that do not travel on the external public roadway network. An example of an internal trip would be a trip from an office building to a restaurant or from a hotel to an office building within the same development. Using the ITE Trip Generation Manual, 9th Edition (2012), baseline peak hour trip generation rates were determined based on the future land use of a multi-family development with 148 dwelling units. The average number of vehicle trip ends and percentage of entering and exiting volumes were calculated. Land use category 220 (apartments) was selected. As the proposed land use is singular and residential, no internal trips or pass-by trips were assumed. However, a minor reduction of approximately 5% was used to account for the proximity to transit facilities, which resulted in a decrease of 4 – 5 trips in the morning and evening peak hour, respectively. Table 7 below shows the site generated trips for the proposed development at full build-out.

Table 7: Site Generated Trips

The total daily trips generated by the site would be 935 vehicles, increasing the daily traffic volumes along Falls Road to 15,625 vehicles per day and increasing the daily traffic volumes along Northern Parkway to 43,400.

Land Use SizeEntry Exit Entry Exit

220 - Apartment 15 61 64 35Reduction 1 3 3 2

Total New Site Trips 14 58 72 61 33 94

Total PM

Weekday, Peak Hour of Adjacent Street Traffic

Weekday, Peak Hour of Adjacent Street Traffic

148 Dwelling Units

Total AM


28

Trip Distribution and Assignment The Distribution of site trips to and from the subject development was based on existing traffic patterns and access points to the proposed development. Trip distribution rates and rates at the site access points are shown in below in Figure 14. The following trip distribution rates were used for the trip assignment: 35% to/from the south via I-83; 15% to/from the north via I-83; 20% to/from the east via Northern Parkway; 20% to/from the west via Northern Parkway; 5% to/from the north via Falls Road; 5% to/from the north via Falls Road;

Figure 14: Trip Distribution Rates

The trip assignment was applied to the site generated trips and distributed to the roadway network based on the above rates to determine the net new trips added to the study area by the proposed 1190 Northern Parkway development. The net new site trips during the morning and evening peak hour are shown in Figure 15 and Figure 16, respectively. The AM and PM net new site generated trips were added to the background conditions to determine the 2019 full build-out traffic conditions in the study area. The intersection volumes under total future conditions are shown for the AM and PM peak hours in Figure 17 and Figure 18, respectively.


29

Figure 15: AM Site Vehicle Trip generation from 1190 Northern Pkwy


30

Figure 16: PM Vehicle Site Trip generation from 1190 Northern Pkwy


31

Figure 17: Total Future AM Peak Hour Intersection Traffic Volumes


32

Figure 18: Total Future PM Peak Hour Intersection Traffic Volumes


33

Future Build Traffic Volumes and Analysis A capacity analysis was performed for the total future 2019 conditions. Results for the intersections, in their existing configuration, are summarized in Table 8 with the Existing Conditions and Background Conditions for comparison. HCM reports are provided in Appendix B.

Table 8: Summary of Intersection Capacity Analysis – Future Conditions

The results of the future conditions capacity analysis indicate that no degradations in overall intersection LOS are anticipated due to the proposed 1190 Northern Parkway development.

V/C Delay V/C Delay V/C Delay

Overall 0.55 (0.56) 34.0 (32.0) C (C) 0.57 (0.58) 35.2 (33.0) D (C) 0.57 (0.58) 35.2 (33.1) D (C)

Overall 1.00 (1.02) 42.2 (54.8) D (D) 1.05 (1.07) 47.1 (60.6) D (E) 1.05 (1.07) 47.3 (60.7) D (E)

Overall - (-) - (-) - (-) - (-) - (-) - (-) - (-) - (-) - (-)EB 0.27 (0.13) 132.1 (59.1) F (F) 0.31 (0.15) 158.7 (66.7) F (F) 0.33 (0.15) 171.8 (70.0) F (F)WB >2.00 (1.28) >300 (>300) F (F) >2.00 (1.51) >300 (>300) F (F) >2.00 (>2.00) >300 (>300) F (F)NB 0.23 (0.31) 0.0 (0.2) A (A) 0.23 (0.32) 0.0 (0.2) A (A) 0.24 (0.34) 0.0 (0.2) A (A)SB 0.01 (0.02) 0.4 (0.7) A (A) 0.01 (0.02) 0.0 (0.8) A (A) 0.01 (0.02) 0.6 (1.1) A (A)

Overall - (-) - (-) - (-) - (-) - (-) - (-) - (-) - (-) - (-)WB 0.10 (0.16) 14.1 (16.8) B (C) 0.10 (0.18) 14.4 (17.0) B (C) 0.13 (0.22) 16.1 (19.5) C (C)NB 0.29 (0.39) 0.0 (0.0) A (A) 0.30 (0.40) 0.0 (0.0) A (A) 0.30 (0.42) 0.0 (0.0) A (A)SB 0.24 (0.22) 0.0 (0.1) A (A) 0.25 (0.22) 0.0 (0.1) A (A) 0.25 (0.22) 0.0 (0.1) A (A)

Overall 1.14 (1.14) 124.4 (119.5) F (F) 1.18 (1.18) 131.7 (131.4) F (F) 1.20 (1.21) 135.6 (134.2) F (F)

Overall - (-) - (-) - (-) - (-) - (-) - (-) - (-) - (-) - (-)EB 0.37 (0.46) 0.0 (0.0) A (A) 0.38 (0.47) 0.0 (0.0) A (A) 0.38 (0.47) 0.0 (0.0) A (A)WB 0.35 (0.30) 0.0 (0.0) A (A) 0.36 (0.31) 0.0 (0.0) A (A) 0.36 (0.31) 0.0 (0.0) A (A)SB 0.02 (0.02) 12.7 (11.8) B (B) 0.02 (0.02) 12.9 (12.0) B (B) 0.08 (0.04) 13.3 (12.3) B (B)

Overall 0.83 (0.84) 6.6 (6.8) A (A) 0.85 (0.86) 7.0 (7.4) A (A) 0.87 (0.87) 6.7 (7.2) A (A)

8 Northern Parkway at I-83 SB Ramps Overall 0.89 (0.70) 14.5 (16.3) B (B) 0.92 (0.75) 16.1 (17.5) B (B) 0.92 (0.75) 16.1 (17.6) B (B)



4*

Intersection





2017 (Existing)


5


6*

LOS2019 (Build)

LOS2019 (No_Build)

LOS


34

V. SUMMARY The following summary of findings is based on the analysis and observations presented in the report:

• The proposed 1190 Northern Parkway development is a four-story 209,000 SF multi-family building with 148 dwelling units and a 297 space parking garage located on the northeast corner of Northern Parkway and Falls Road.

• The proposed development has an anticipated build-out year of 2019. • The results of the Existing Conditions capacity analysis indicate that most intersections are currently

operating at a level of service D or better in the AM and PM peak hours, except for the following intersections that operate at or below a level of service E:

o Falls Road at Mattfeldt Ave/North Entrance o Falls Road at Northern Parkway

• The results from the Background Conditions analysis indicate that the only degradation in overall intersection LOS, due to regional traffic growth of 1% and background trips from the Sinai Hospital expansion project, is the intersection of Falls Road at Smith Avenue where a 3 second increase in average intersection delay resulted in a change in LOS from D to E during the PM peak hour.

• The proposed 1190 Northern Parkway development will generate 72 AM peak hour trips and 94 PM peak hour trips.

• The total Future Traffic Conditions analysis indicates that the new trips generated by the proposed development will not result in any degradation of LOS from the 2019 Background Conditions.

• Additional analyses were performed at the Northern Site Driveway intersection with Falls Road: o A sight distance evaluation of the minor street approaches indicated that left turning

movements from both Mattfeldt Avenue and the Northern Site Driveway onto Falls Road do not meet AASHTO minimums for left turning movements. The inadequate sight distance for the westbound left turn from the Northern Site Entrance may be improved to an acceptable level by trimming back foliage on the northeast corner of the intersection.

Appendix A:

Traffic Counts

File Name : Falls Rd at Kelly AveSite Code : 00000000Start Date : 4/19/2017Page No : 1

Weather: ClearCounted By: HabibTown: BaltimoreCounty: Baltimore City

Groups Printed- VEHS&PEDSFALLS RDFrom North

BUSINESS DRIVEWAYFrom East

FALLS RD From South

KELLY AVE From West

Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total

06:00 AM 0 17 4 0 21 0 0 0 0 0 13 20 0 0 33 11 0 28 0 39 9306:15 AM 0 31 9 0 40 0 0 0 0 0 24 29 0 0 53 11 0 38 0 49 14206:30 AM 0 37 11 0 48 0 0 0 0 0 29 27 0 0 56 16 0 59 1 76 18006:45 AM 0 58 12 0 70 0 0 0 0 0 38 40 0 0 78 18 0 60 0 78 226

Total 0 143 36 0 179 0 0 0 0 0 104 116 0 0 220 56 0 185 1 242 641

07:00 AM 0 88 12 0 100 0 0 0 0 0 35 34 0 0 69 29 0 102 0 131 30007:15 AM 0 104 31 0 135 0 0 0 0 0 37 53 0 3 93 37 0 135 0 172 40007:30 AM 0 123 40 0 163 0 0 0 0 0 58 87 0 3 148 54 0 203 0 257 56807:45 AM 0 139 46 0 185 0 0 0 0 0 86 96 0 2 184 79 0 186 1 266 635

Total 0 454 129 0 583 0 0 0 0 0 216 270 0 8 494 199 0 626 1 826 1903

08:00 AM 1 154 81 0 236 0 0 0 0 0 81 115 0 2 198 70 0 164 1 235 66908:15 AM 0 128 62 0 190 0 0 0 0 0 76 106 0 2 184 67 0 177 1 245 61908:30 AM 0 130 57 0 187 0 0 0 0 0 70 102 0 1 173 47 0 150 1 198 55808:45 AM 0 122 51 1 174 0 0 0 0 0 77 106 0 0 183 50 0 91 0 141 498

Total 1 534 251 1 787 0 0 0 0 0 304 429 0 5 738 234 0 582 3 819 2344

*** BREAK ***

03:00 PM 0 100 49 0 149 0 0 0 0 0 72 96 0 0 168 51 0 107 0 158 47503:15 PM 0 97 51 0 148 0 0 0 0 0 75 109 0 4 188 56 0 113 0 169 50503:30 PM 0 90 59 1 150 0 0 0 0 0 78 112 0 5 195 49 0 99 0 148 49303:45 PM 0 95 57 0 152 0 0 0 0 0 81 106 0 0 187 53 0 103 1 157 496

Total 0 382 216 1 599 0 0 0 0 0 306 423 0 9 738 209 0 422 1 632 1969

04:00 PM 0 105 69 0 174 0 0 0 0 0 69 107 0 2 178 70 0 108 0 178 53004:15 PM 0 100 59 0 159 0 0 0 0 0 77 136 0 3 216 56 0 105 0 161 53604:30 PM 0 113 66 0 179 0 0 0 0 0 75 132 0 0 207 70 0 124 2 196 58204:45 PM 0 100 74 0 174 0 0 0 0 0 75 132 0 1 208 73 0 112 0 185 567

Total 0 418 268 0 686 0 0 0 0 0 296 507 0 6 809 269 0 449 2 720 2215

05:00 PM 0 125 76 0 201 0 0 0 0 0 88 131 0 1 220 77 0 129 1 207 62805:15 PM 0 128 83 0 211 0 0 0 0 0 81 125 6 0 212 82 0 153 0 235 65805:30 PM 0 139 76 0 215 0 0 0 0 0 88 122 0 1 211 73 0 131 0 204 63005:45 PM 0 119 77 0 196 0 0 0 0 0 93 135 0 3 231 56 0 115 1 172 599

Total 0 511 312 0 823 0 0 0 0 0 350 513 6 5 874 288 0 528 2 818 2515

06:00 PM 0 111 70 0 181 0 0 0 0 0 100 126 0 0 226 54 0 94 0 148 55506:15 PM 0 101 77 0 178 0 0 0 0 0 90 115 0 1 206 58 0 81 1 140 52406:30 PM 0 97 57 0 154 0 0 0 0 0 91 109 0 0 200 43 0 75 0 118 47206:45 PM 0 87 64 0 151 0 0 0 0 0 83 87 0 0 170 48 0 77 1 126 447

Total 0 396 268 0 664 0 0 0 0 0 364 437 0 1 802 203 0 327 2 532 1998

Grand Total 1 2838 1480 2 4321 0 0 0 0 0 1940 2695 6 34 4675 1458 0 3119 12 4589 13585Apprch % 0 65.7 34.3 0 0 0 0 0 41.5 57.6 0.1 0.7 31.8 0 68 0.3

Total % 0 20.9 10.9 0 31.8 0 0 0 0 0 14.3 19.8 0 0.3 34.4 10.7 0 23 0.1 33.8

Sabra, Wang, & Associates, Inc7055 Samuel Morse Dr, Suite 100

Columbia, MD 21046443-741-3500



FALLS RD

KE

LL

Y A

VE

BU

SIN

ES

S D

RIV

EW

AY

FALLS RD

Right1480

Thru2838

Left1

Peds2

InOut Total4153 4321 8474

Rig

ht0

Th

ru0

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

7

0

7

Left1940

Thru2695

Right6

Peds34

Out TotalIn5957 4675 10632

Le

ft1

45

8

Th

ru0

R

igh

t3

11

9

Pe

ds12

To

tal

Ou

tIn

34

20

4

58

9

80

09

4/19/2017 06:00 AM4/19/2017 06:45 PM VEHS&PEDS

North


Columbia, MD 21046443-741-3500



FALLS RDFrom North


FALLS RD From South

KELLY AVE From West


Peak Hour Analysis From 06:00 AM to 11:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 07:30 AM

07:30 AM 0 123 40 0 163 0 0 0 0 0 58 87 0 3 148 54 0 203 0 257 56807:45 AM 0 139 46 0 185 0 0 0 0 0 86 96 0 2 184 79 0 186 1 266 63508:00 AM 1 154 81 0 236 0 0 0 0 0 81 115 0 2 198 70 0 164 1 235 66908:15 AM 0 128 62 0 190 0 0 0 0 0 76 106 0 2 184 67 0 177 1 245 619

Total Volume 1 544 229 0 774 0 0 0 0 0 301 404 0 9 714 270 0 730 3 1003 2491% App. Total 0.1 70.3 29.6 0 0 0 0 0 42.2 56.6 0 1.3 26.9 0 72.8 0.3

PHF .250 .883 .707 .000 .820 .000 .000 .000 .000 .000 .875 .878 .000 .750 .902 .854 .000 .899 .750 .943 .931

FALLS RD

KE

LLY

AV

E

BU

SIN

ES

S D

RIV

EW

AY

FALLS RD

Right229

Thru544

Left1

Peds0


Rig

ht0

Thru0

Left0

P

eds0

Out

Tota

lIn

1

0

1

Left301

Thru404

Right0

Peds9

Out TotalIn1274 714 1988

Left

270

Thru

0

Rig

ht

730

Peds3

Tota

lO

ut

In530

1003

1533

Peak Hour Begins at 07:30 AM VEHS&PEDS

Peak Hour Data

North


Columbia, MD 21046443-741-3500



FALLS RDFrom North


FALLS RD From South

KELLY AVE From West

Start Time LeftThr

uRig

htPed

sApp. Total Left

Thru

Right

Peds

App. Total LeftThr

uRight Peds App. Total Left

Thru

Right Peds App. Total Int. Total

Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 05:00 PM

05:00 PM 0 125 76 0 201 0 0 0 0 0 88 131 0 1 220 77 0 129 1 207 62805:15 PM 0 128 83 0 211 0 0 0 0 0 81 125 6 0 212 82 0 153 0 235 65805:30 PM 0 139 76 0 215 0 0 0 0 0 88 122 0 1 211 73 0 131 0 204 63005:45 PM 0 119 77 0 196 0 0 0 0 0 93 135 0 3 231 56 0 115 1 172 599

Total Volume 0 511 312 0 823 0 0 0 0 0 350 513 6 5 874 288 0 528 2 818 2515% App. Total 0 62.1 37.9 0 0 0 0 0 40 58.7 0.7 0.6 35.2 0 64.5 0.2

PHF .000 .919 .940 .000 .957 .000 .000 .000 .000 .000 .941 .950 .250 .417 .946 .878 .000 .863 .500 .870 .956

FALLS RD

KE

LLY

AV

E

BU

SIN

ES

S D

RIV

EW

AY

FALLS RD

Right312

Thru511

Left0

Peds0


Rig

ht0

Thru0

Left0

P

eds0

Out

Tota

lIn

6

0

6

Left350

Thru513

Right6

Peds5


Left

288

Thru

0

Rig

ht

528

Peds2

Tota

lO

ut

In662

818

1480

Peak Hour Begins at 05:00 PM VEHS&PEDS

Peak Hour Data

North


Columbia, MD 21046443-741-3500



Groups Printed- BICYCLESFALLS RDFrom North


FALLS RD From South

KELLY AVE From West


06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 106:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 106:30 AM 0 0 1 0 1 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 206:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

Total 0 0 1 0 1 0 0 0 0 0 1 0 0 0 1 3 0 0 0 3 5

*** BREAK ***07:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 2

*** BREAK ***Total 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 2

08:00 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1*** BREAK ***

08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1*** BREAK ***

Total 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2

*** BREAK ***

04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 104:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

*** BREAK ***04:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 2

Total 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2 0 1 0 3 4

05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 105:15 PM 0 0 2 0 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 305:30 PM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2

*** BREAK ***Total 0 2 2 0 4 0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 6

06:00 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 106:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 2 3

*** BREAK ***06:45 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 2

Total 0 0 2 0 2 0 0 0 0 0 0 0 0 1 1 3 0 0 0 3 6

Grand Total 0 4 5 0 9 0 0 0 0 0 1 2 0 1 4 8 0 3 1 12 25Apprch % 0 44.4 55.6 0 0 0 0 0 25 50 0 25 66.7 0 25 8.3

Total % 0 16 20 0 36 0 0 0 0 0 4 8 0 4 16 32 0 12 4 48


Columbia, MD 21046443-741-3500



FALLS RD

KE

LL

Y A

VE

BU

SIN

ES

S D

RIV

EW

AY

FALLS RD

Right5

Thru4

Left0

Peds0

InOut Total10 9 19

Rig

ht0

Th

ru0

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

0

0

0

Left1

Thru2

Right0

Peds1

Out TotalIn7 4 11

Le

ft8

T

hru

0

Rig

ht3

Pe

ds1

To

tal

Ou

tIn

6

12

1

8

4/19/2017 06:00 AM4/19/2017 06:45 PM BICYCLES

North


Columbia, MD 21046443-741-3500



Groups Printed- U TURNSFALLS RDFrom North


FALLS RD From South

KELLY AVE From West


*** BREAK ***

04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1*** BREAK ***

Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

*** BREAK ***

Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1Apprch % 0 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0

Total % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 100

FALLS RD

KE

LL

Y A

VE

BU

SIN

ES

S D

RIV

EW

AY

FALLS RD

Right0

Thru0

Left0

Peds0

InOut Total1 0 1

Rig

ht0

Th

ru0

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

0

0

0

Left0

Thru0

Right0

Peds0

Out TotalIn0 0 0

Le

ft1

T

hru

0

Rig

ht0

Pe

ds0

To

tal

Ou

tIn

0

1

1

4/19/2017 06:00 AM4/19/2017 06:45 PM U TURNS

North


Columbia, MD 21046443-741-3500

File Name : Falls Rd at N Ent to Belvedere Towers2Site Code : 00000000Start Date : 4/19/2017Page No : 1

Weather: Pt CloudyCounted By: GaryTown: BaltimoreCounty: Baltimore City

Groups Printed- BICYCLES

FALLS RDFrom North

N ENTRANCE TOBELVEDERE TOWERS

From East

FALLS RD From South

MATTFELD AVE From West


**BREAK**

07:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

07:30 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

Total 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2

08:00 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

Total 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

10:45 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

Total 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

11:15 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1

**BREAK**

11:45 AM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2

Total 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 3

**BREAK**

12:15 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

12:45 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

Total 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2

**BREAK**

02:00 PM 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

Total 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

04:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1

Total 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1


Columbia, MD 21046443-741-3500


Groups Printed- BICYCLES

FALLS RDFrom North


From East

FALLS RD From South



05:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

05:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1

05:30 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

Total 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 3

**BREAK**

06:15 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

06:30 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

Total 1 1 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2

Grand Total 1 11 0 0 12 0 0 0 1 1 0 3 0 0 3 0 0 0 0 0 16

Apprch % 8.3 91.7 0 0 0 0 0 100 0 100 0 0 0 0 0 0

Total % 6.2 68.8 0 0 75 0 0 0 6.2 6.2 0 18.8 0 0 18.8 0 0 0 0 0

FALLS RD

MA

TT

FE

LD

AV

E

N E

NT

RA

NC

E T

O B

EL

VE

DE

RE

TO

WE

RS

FALLS RD

Right0

Thru11

Left1

Peds0

InOut Total3 12 15

Rig

ht0

Th

ru0

Le

ft0

Pe

ds1

Ou

tT

ota

lIn

1

1

2

Left0

Thru3

Right0

Peds0

Out TotalIn11 3 14

Le

ft0

T

hru

0

Rig

ht0

Pe

ds0

To

tal

Ou

tIn

0

0

0

4/19/2017 06:00 AM4/19/2017 06:45 PM BICYCLES

North


Columbia, MD 21046443-741-3500



Groups Printed- SCHOOL CHILDREN&U TURNS

FALLS RDFrom North


From East

FALLS RD From South



**BREAK**

08:15 AM 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2

**BREAK**

Total 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2

09:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1

**BREAK**

Total 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1

10:00 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

10:45 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

Total 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2

**BREAK**

11:15 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

Total 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

04:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1

Total 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1

05:00 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

05:45 PM 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2

Total 3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3

**BREAK**

Grand Total 6 0 0 2 8 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 10

Apprch % 75 0 0 25 0 0 0 0 100 0 0 0 0 0 0 0

Total % 60 0 0 20 80 0 0 0 0 0 20 0 0 0 20 0 0 0 0 0


Columbia, MD 21046443-741-3500


FALLS RD

MA

TT

FE

LD

AV

E

N E

NT

RA

NC

E T

O B

EL

VE

DE

RE

TO

WE

RS

FALLS RD

Right0

Thru0

Left6

Peds2

InOut Total0 8 8

Rig

ht0

Th

ru0

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

6

0

6

Left2

Thru0

Right0

Peds0

Out TotalIn0 2 2

Le

ft0

T

hru

0

Rig

ht0

Pe

ds0

To

tal

Ou

tIn

2

0

2

4/19/2017 06:00 AM4/19/2017 06:45 PM SCHOOL CHILDREN&U TURNS

North


Columbia, MD 21046443-741-3500



Groups Printed- VEHS&PEDS

FALLS RDFrom North


From East

FALLS RD From South



06:00 AM 0 0 0 0 0 2 0 0 0 2 0 0 0 1 1 0 0 0 0 0 3

06:15 AM 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 1 0 0 0 1 4

06:30 AM 0 0 1 0 1 3 0 2 0 5 0 0 0 0 0 0 0 0 1 1 7

06:45 AM 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 1 0 0 0 1 5

Total 0 0 1 0 1 12 0 2 0 14 0 0 0 1 1 2 0 0 1 3 19

07:00 AM 0 0 1 1 2 4 0 1 0 5 0 0 0 0 0 1 0 2 0 3 10

07:15 AM 2 0 0 0 2 11 0 1 0 12 0 0 0 1 1 1 0 2 1 4 19

07:30 AM 0 0 1 0 1 8 0 3 0 11 0 0 0 0 0 2 0 0 0 2 14

07:45 AM 2 0 0 0 2 11 0 10 0 21 0 0 1 0 1 0 0 0 2 2 26

Total 4 0 2 1 7 34 0 15 0 49 0 0 1 1 2 4 0 4 3 11 69

08:00 AM 0 0 2 0 2 9 0 6 0 15 0 0 1 0 1 1 0 0 0 1 19

08:15 AM 2 0 1 0 3 4 0 3 0 7 0 0 0 0 0 2 0 1 1 4 14

08:30 AM 1 0 1 1 3 3 0 5 0 8 3 0 0 0 3 0 0 1 1 2 16

08:45 AM 0 0 0 2 2 4 0 0 0 4 2 0 1 0 3 1 0 1 0 2 11

Total 3 0 4 3 10 20 0 14 0 34 5 0 2 0 7 4 0 3 2 9 60

09:00 AM 1 0 0 0 1 4 0 1 0 5 1 0 1 0 2 1 0 0 0 1 9

09:15 AM 2 0 0 0 2 1 0 2 0 3 1 0 0 0 1 0 0 0 0 0 6

09:30 AM 1 0 1 2 4 7 0 2 0 9 0 0 0 0 0 0 0 0 3 3 16

09:45 AM 1 0 1 0 2 5 0 0 1 6 0 0 1 0 1 2 0 0 0 2 11

Total 5 0 2 2 9 17 0 5 1 23 2 0 2 0 4 3 0 0 3 6 42

10:00 AM 1 0 0 0 1 1 0 2 0 3 0 0 0 0 0 2 0 0 0 2 6

10:15 AM 1 0 1 0 2 5 0 4 0 9 0 0 0 0 0 0 0 1 0 1 12

10:30 AM 1 0 3 0 4 0 0 3 0 3 0 0 0 0 0 0 0 1 0 1 8

10:45 AM 1 0 2 0 3 1 0 3 1 5 0 0 0 0 0 3 0 0 0 3 11

Total 4 0 6 0 10 7 0 12 1 20 0 0 0 0 0 5 0 2 0 7 37

11:00 AM 1 0 1 0 2 2 0 2 0 4 0 0 1 0 1 0 0 0 0 0 7

11:15 AM 2 0 1 0 3 3 1 1 0 5 1 0 0 0 1 1 0 0 0 1 10

11:30 AM 2 0 0 0 2 5 0 3 1 9 0 0 0 0 0 0 0 1 1 2 13

11:45 AM 0 0 1 1 2 2 0 3 0 5 0 0 0 0 0 0 0 0 0 0 7

Total 5 0 3 1 9 12 1 9 1 23 1 0 1 0 2 1 0 1 1 3 37


Columbia, MD 21046443-741-3500



FALLS RDFrom North


From East

FALLS RD From South



12:00 PM 1 0 1 0 2 1 0 4 0 5 0 0 0 0 0 1 0 0 2 3 10

12:15 PM 1 0 2 0 3 4 0 3 0 7 0 0 0 1 1 1 0 0 1 2 13

12:30 PM 1 0 1 0 2 5 0 2 0 7 0 0 0 0 0 2 0 0 1 3 12

12:45 PM 2 0 0 0 2 1 0 6 0 7 3 0 0 0 3 0 0 0 1 1 13

Total 5 0 4 0 9 11 0 15 0 26 3 0 0 1 4 4 0 0 5 9 48

01:00 PM 1 0 1 0 2 6 0 4 0 10 1 0 0 0 1 0 0 0 0 0 13

01:15 PM 0 0 0 1 1 6 0 4 0 10 1 0 0 0 1 0 0 1 2 3 15

01:30 PM 1 0 1 0 2 5 0 2 0 7 0 0 1 0 1 1 0 1 1 3 13

01:45 PM 3 0 1 1 5 4 0 3 0 7 0 0 0 0 0 0 0 2 0 2 14

Total 5 0 3 2 10 21 0 13 0 34 2 0 1 0 3 1 0 4 3 8 55

02:00 PM 2 0 2 0 4 0 0 3 0 3 0 0 0 0 0 1 0 1 0 2 9

02:15 PM 2 0 0 0 2 1 0 4 0 5 1 0 0 0 1 0 0 1 0 1 9

02:30 PM 0 0 1 0 1 2 0 3 0 5 1 0 2 0 3 2 0 0 0 2 11

02:45 PM 5 0 0 0 5 6 0 5 0 11 2 0 0 0 2 0 0 0 0 0 18

Total 9 0 3 0 12 9 0 15 0 24 4 0 2 0 6 3 0 2 0 5 47

03:00 PM 1 0 0 0 1 5 0 3 0 8 1 0 0 1 2 0 0 0 1 1 12

03:15 PM 3 0 2 0 5 8 0 5 0 13 4 0 0 0 4 1 0 1 1 3 25

03:30 PM 2 0 1 0 3 6 0 4 0 10 3 0 0 0 3 1 0 2 2 5 21

03:45 PM 2 0 0 0 2 6 0 13 0 19 1 0 0 1 2 2 0 0 0 2 25

Total 8 0 3 0 11 25 0 25 0 50 9 0 0 2 11 4 0 3 4 11 83

04:00 PM 6 0 1 0 7 7 0 8 0 15 1 0 0 1 2 0 0 2 3 5 29

04:15 PM 2 0 3 0 5 4 0 8 0 12 0 0 0 0 0 1 0 0 0 1 18

04:30 PM 3 0 2 0 5 3 0 6 0 9 1 0 1 0 2 0 0 1 2 3 19

04:45 PM 1 0 1 0 2 5 0 8 0 13 1 0 0 0 1 0 0 0 1 1 17

Total 12 0 7 0 19 19 0 30 0 49 3 0 1 1 5 1 0 3 6 10 83

05:00 PM 1 0 0 0 1 3 0 6 0 9 0 0 0 2 2 1 0 1 0 2 14

05:15 PM 1 0 1 0 2 4 0 7 0 11 0 0 2 0 2 0 0 0 2 2 17

05:30 PM 3 0 1 0 4 6 0 8 0 14 0 0 0 0 0 0 0 0 0 0 18

05:45 PM 3 0 2 0 5 3 0 9 0 12 1 0 2 0 3 0 0 0 0 0 20

Total 8 0 4 0 12 16 0 30 0 46 1 0 4 2 7 1 0 1 2 4 69

06:00 PM 0 0 0 0 0 0 0 5 0 5 0 0 0 0 0 2 0 1 0 3 8


Columbia, MD 21046443-741-3500



FALLS RDFrom North


From East

FALLS RD From South



06:15 PM 3 0 2 0 5 3 0 4 0 7 3 0 4 0 7 0 0 1 2 3 22

06:30 PM 1 0 0 0 1 4 0 6 0 10 1 0 1 0 2 0 0 0 1 1 14

06:45 PM 0 0 1 0 1 5 0 3 0 8 1 0 1 3 5 0 0 0 1 1 15

Total 4 0 3 0 7 12 0 18 0 30 5 0 6 3 14 2 0 2 4 8 59

Grand Total 72 0 45 9 126 215 1 203 3 422 35 0 20 11 66 35 0 25 34 94 708

Apprch % 57.1 0 35.7 7.1 50.9 0.2 48.1 0.7 53 0 30.3 16.7 37.2 0 26.6 36.2

Total % 10.2 0 6.4 1.3 17.8 30.4 0.1 28.7 0.4 59.6 4.9 0 2.8 1.6 9.3 4.9 0 3.5 4.8 13.3

FALLS RD

MA

TT

FE

LD

AV

E

N E

NT

RA

NC

E T

O B

EL

VE

DE

RE

TO

WE

RS

FALLS RD

Right45

Thru0

Left72

Peds9


Rig

ht

20

3

Th

ru1

Le

ft2

15

P

ed

s3

Ou

tT

ota

lIn

92

4

22

5

14

Left35

Thru0

Right20

Peds11


Le

ft35

T

hru

0

Rig

ht

25

P

ed

s34

To

tal

Ou

tIn

81

9

4

17

5

4/19/2017 06:00 AM4/19/2017 06:45 PM VEHS&PEDS

North


Columbia, MD 21046443-741-3500


FALLS RD

From North

N ENTRANCE TO

BELVEDERE TOWERS

From East

FALLS RD

From South

MATTFELD AVE

From West

Start

TimeLeft Thru Right Peds App. Total

Left Thru Right Peds App. TotalLeft Thru Right Peds App. Total

Left Thru Right Peds App. Total Int. Total

Peak Hour Analysis From 06:00 AM to 11:45 AM - Peak 1 of 1

Peak Hour for Entire Intersection Begins at 07:15 AM

07:15 AM 2 0 0 0 2 11 0 1 0 12 0 0 0 1 1 1 0 2 1 4 19

07:30 AM 0 0 1 0 1 8 0 3 0 11 0 0 0 0 0 2 0 0 0 2 14

07:45 AM 2 0 0 0 2 11 0 10 0 21 0 0 1 0 1 0 0 0 2 2 2608:00 AM 0 0 2 0 2 9 0 6 0 15 0 0 1 0 1 1 0 0 0 1 19

Total Volume 4 0 3 0 7 39 0 20 0 59 0 0 2 1 3 4 0 2 3 9 78

% App. Total 57.1 0 42.9 0 66.1 0 33.9 0 0 0 66.7 33.3 44.4 0 22.2 33.3

PHF .500 .000 .375 .000 .875 .886 .000 .500 .000 .702 .000 .000 .500 .250 .750 .500 .000 .250 .375 .563 .750

FALLS RD

MA

TT

FE

LD

AV

E

N E

NT

RA

NC

E T

O B

ELV

ED

ER

E T

OW

ER

S

FALLS RD

Right3

Thru0

Left4

Peds0

InOut Total24 7 31

Rig

ht

20

Thru0

Left39

Peds0

Out

Tota

lIn

6

59

65

Left0

Thru0

Right2

Peds1

Out TotalIn41 3 44

Left

4

Thru

0

Rig

ht2

Peds3

Tota

lO

ut

In3

9

12


Peak Hour Data

North


Columbia, MD 21046443-741-3500


FALLS RD

From North

N ENTRANCE TO

BELVEDERE TOWERS

From East

FALLS RD

From South

MATTFELD AVE

From West

Start




Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1

Peak Hour for Entire Intersection Begins at 03:15 PM

03:15 PM 3 0 2 0 5 8 0 5 0 13 4 0 0 0 4 1 0 1 1 3 25

03:30 PM 2 0 1 0 3 6 0 4 0 10 3 0 0 0 3 1 0 2 2 5 21

03:45 PM 2 0 0 0 2 6 0 13 0 19 1 0 0 1 2 2 0 0 0 2 25

04:00 PM 6 0 1 0 7 7 0 8 0 15 1 0 0 1 2 0 0 2 3 5 29

Total Volume 13 0 4 0 17 27 0 30 0 57 9 0 0 2 11 4 0 5 6 15 100

% App. Total 76.5 0 23.5 0 47.4 0 52.6 0 81.8 0 0 18.2 26.7 0 33.3 40

PHF .542 .000 .500 .000 .607 .844 .000 .577 .000 .750 .563 .000 .000 .500 .688 .500 .000 .625 .500 .750 .862

FALLS RD

MA

TT

FE

LD

AV

E

N E

NT

RA

NC

E T

O B

EL

VE

DE

RE

TO

WE

RS

FALLS RD

Right4

Thru0

Left13

Peds0

InOut Total34 17 51

Rig

ht

30

T

hru0

L

eft27

P

ed

s0

Ou

tT

ota

lIn

13

5

7

70

Left9

Thru0

Right0

Peds2

Out TotalIn32 11 43

Le

ft4

T

hru

0

Rig

ht5

Pe

ds6

To

tal

Ou

tIn

13

1

5

28


Peak Hour Data

North


Columbia, MD 21046443-741-3500

File Name : Falls Rd at Northern ParkwaySite Code : 00000000Start Date : 4/19/2017Page No : 1

Weather: ClearCounted By: DonTown: BaltimoreCounty: Baltimore City

Groups Printed- VEHS&PEDSFALLS

From NorthNORTHERN PKY

From EastFALLS

From SouthNORTHERN PKY

From WestStart Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total

06:00 AM 12 8 32 2 54 2 175 11 1 189 10 13 2 0 25 15 78 14 0 107 375

06:15 AM 8 16 44 1 69 5 280 9 1 295 16 12 3 0 31 34 140 12 0 186 581

06:30 AM 11 21 78 3 113 9 336 14 1 360 13 20 9 0 42 28 181 25 1 235 750

06:45 AM 19 32 78 0 129 10 361 19 0 390 23 14 6 0 43 40 229 31 0 300 862

Total 50 77 232 6 365 26 1152 53 3 1234 62 59 20 0 141 117 628 82 1 828 2568

07:00 AM 29 49 97 5 180 22 426 14 0 462 31 21 11 0 63 43 323 40 0 406 1111

07:15 AM 50 76 104 6 236 25 452 24 1 502 49 40 19 0 108 56 415 65 0 536 1382

07:30 AM 65 140 93 5 303 26 411 31 0 468 53 53 21 1 128 65 402 88 0 555 1454

07:45 AM 71 159 126 1 357 43 432 26 0 501 61 69 25 0 155 77 329 115 2 523 1536

Total 215 424 420 17 1076 116 1721 95 1 1933 194 183 76 1 454 241 1469 308 2 2020 5483

08:00 AM 60 142 141 3 346 50 414 24 0 488 64 84 37 0 185 73 318 107 0 498 1517

08:15 AM 57 150 140 1 348 38 459 28 1 526 66 77 33 0 176 82 322 95 1 500 1550

08:30 AM 55 123 130 2 310 30 431 31 2 494 53 58 22 0 133 85 336 83 0 504 1441

08:45 AM 41 101 119 0 261 36 422 34 0 492 44 60 16 0 120 86 345 85 0 516 1389

Total 213 516 530 6 1265 154 1726 117 3 2000 227 279 108 0 614 326 1321 370 1 2018 5897

**BREAK**

03:00 PM 47 77 130 2 256 19 330 34 1 384 59 58 29 0 146 63 389 72 0 524 1310

03:15 PM 55 76 131 0 262 25 323 33 2 383 72 82 34 2 190 75 459 53 1 588 1423

03:30 PM 55 63 134 0 252 28 329 24 0 381 61 90 30 0 181 74 476 59 2 611 1425

03:45 PM 61 60 140 1 262 29 344 30 1 404 66 92 25 0 183 82 453 62 1 598 1447

Total 218 276 535 3 1032 101 1326 121 4 1552 258 322 118 2 700 294 1777 246 4 2321 5605

04:00 PM 72 75 122 2 271 23 361 25 2 411 61 101 23 0 185 65 434 65 2 566 1433

04:15 PM 57 65 125 1 248 19 349 28 0 396 83 114 28 0 225 69 427 48 4 548 1417

04:30 PM 62 86 135 0 283 21 371 32 0 424 72 117 22 0 211 63 456 39 1 559 1477

04:45 PM 52 75 159 1 287 20 365 33 0 418 77 117 33 1 228 71 441 42 1 555 1488

Total 243 301 541 4 1089 83 1446 118 2 1649 293 449 106 1 849 268 1758 194 8 2228 5815

05:00 PM 61 77 171 1 310 17 366 39 0 422 86 115 40 0 241 83 490 36 1 610 1583

05:15 PM 74 88 160 0 322 17 374 35 1 427 77 121 36 0 234 88 443 46 0 577 1560

05:30 PM 77 88 146 2 313 27 396 29 4 456 70 110 34 1 215 85 457 48 0 590 1574

05:45 PM 63 81 130 3 277 25 385 38 2 450 61 116 27 0 204 84 466 50 0 600 1531

Total 275 334 607 6 1222 86 1521 141 7 1755 294 462 137 1 894 340 1856 180 1 2377 6248


Columbia, MD 21046443-741-3500


Groups Printed- VEHS&PEDSFALLS


From EastFALLS



06:00 PM 52 67 122 2 243 20 375 34 0 429 71 111 36 0 218 91 459 55 0 605 1495

06:15 PM 47 59 112 1 219 25 354 31 3 413 65 104 33 0 202 89 423 58 2 572 1406

06:30 PM 41 53 115 1 210 21 314 33 7 375 56 82 28 0 166 86 422 51 1 560 1311

06:45 PM 46 49 108 1 204 27 290 37 2 356 53 63 28 0 144 76 392 47 0 515 1219

Total 186 228 457 5 876 93 1333 135 12 1573 245 360 125 0 730 342 1696 211 3 2252 5431

Grand Total 1400 2156 3322 47 6925 659 10225 780 32 11696 1573 2114 690 5 4382 1928 10505 1591 20 14044 37047Apprch % 20.2 31.1 48 0.7 5.6 87.4 6.7 0.3 35.9 48.2 15.7 0.1 13.7 74.8 11.3 0.1

Total % 3.8 5.8 9 0.1 18.7 1.8 27.6 2.1 0.1 31.6 4.2 5.7 1.9 0 11.8 5.2 28.4 4.3 0.1 37.9

FALLS

NO

RT

HE

RN

PK

Y

N

OR

TH

ER

N P

KY

FALLS

Right3322

Thru2156

Left1400

Peds47

InOut Total4822 6925 11747

Rig

ht

78

0

Th

ru1

02

25

L

eft

65

9

Pe

ds32

Ou

tT

ota

lIn

12

59

5

11

69

6

24

29

1

Left1573

Thru2114

Right690

Peds5


Le

ft1

92

8

Th

ru1

05

05

R

igh

t1

59

1

Pe

ds20

To

tal

Ou

tIn

15

12

0

14

04

4

29

16

4

4/19/2017 06:00 AM4/19/2017 06:45 PM VEHS&PEDS

North


Columbia, MD 21046443-741-3500


FALLS

From North

NORTHERN PKY

From East

FALLS

From South

NORTHERN PKY

From West

Start






07:30 AM 65 140 93 5 303 26 411 31 0 468 53 53 21 1 128 65 402 88 0 555 1454

07:45 AM 71 159 126 1 357 43 432 26 0 501 61 69 25 0 155 77 329 115 2 523 1536

08:00 AM 60 142 141 3 346 50 414 24 0 488 64 84 37 0 185 73 318 107 0 498 1517

08:15 AM 57 150 140 1 348 38 459 28 1 526 66 77 33 0 176 82 322 95 1 500 1550

Total Volume 253 591 500 10 1354 157 1716 109 1 1983 244 283 116 1 644 297 1371 405 3 2076 6057

% App. Total 18.7 43.6 36.9 0.7 7.9 86.5 5.5 0.1 37.9 43.9 18 0.2 14.3 66 19.5 0.1

PHF .891 .929 .887 .500 .948 .785 .935 .879 .250 .942 .924 .842 .784 .250 .870 .905 .853 .880 .375 .935 .977

FALLS

NO

RT

HE

RN

PK

Y

N

OR

TH

ER

N P

KY

FALLS

Right500

Thru591

Left253

Peds10


Rig

ht

10

9

Th

ru1

71

6

Le

ft1

57

P

ed

s1

Ou

tT

ota

lIn

17

40

1

98

3

37

23

Left244

Thru283

Right116

Peds1


Le

ft2

97

T

hru

13

71

R

igh

t4

05

P

ed

s3

To

tal

Ou

tIn

24

60

2

07

6

45

36


Peak Hour Data

North


Columbia, MD 21046443-741-3500


FALLS

From North

NORTHERN PKY

From East

FALLS

From South

NORTHERN PKY

From West

Start






05:00 PM 61 77 171 1 310 17 366 39 0 422 86 115 40 0 241 83 490 36 1 610 158305:15 PM 74 88 160 0 322 17 374 35 1 427 77 121 36 0 234 88 443 46 0 577 1560

05:30 PM 77 88 146 2 313 27 396 29 4 456 70 110 34 1 215 85 457 48 0 590 1574

05:45 PM 63 81 130 3 277 25 385 38 2 450 61 116 27 0 204 84 466 50 0 600 1531

Total Volume 275 334 607 6 1222 86 1521 141 7 1755 294 462 137 1 894 340 1856 180 1 2377 6248

% App. Total 22.5 27.3 49.7 0.5 4.9 86.7 8 0.4 32.9 51.7 15.3 0.1 14.3 78.1 7.6 0

PHF .893 .949 .887 .500 .949 .796 .960 .904 .438 .962 .855 .955 .856 .250 .927 .966 .947 .900 .250 .974 .987

FALLS

NO

RT

HE

RN

PK

Y

N

OR

TH

ER

N P

KY

FALLS

Right607

Thru334

Left275

Peds6


Rig

ht

14

1

Th

ru1

52

1

Le

ft86

P

ed

s7

Ou

tT

ota

lIn

22

68

1

75

5

40

23

Left294

Thru462

Right137

Peds1


Le

ft3

40

T

hru

18

56

R

igh

t1

80

P

ed

s1

To

tal

Ou

tIn

24

22

2

37

7

47

99


Peak Hour Data

North


Columbia, MD 21046443-741-3500



Groups Printed- BICYCLESFALLS


From EastFALLS



**BREAK**

08:00 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

Total 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

04:30 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

04:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1

Total 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2

**BREAK**

05:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1

05:30 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

Total 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2

**BREAK**

06:15 PM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1

06:30 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

Total 0 1 0 0 1 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 2

Grand Total 0 4 0 0 4 1 0 0 0 1 0 2 0 0 2 0 0 0 0 0 7

Apprch % 0 100 0 0 100 0 0 0 0 100 0 0 0 0 0 0

Total % 0 57.1 0 0 57.1 14.3 0 0 0 14.3 0 28.6 0 0 28.6 0 0 0 0 0


Columbia, MD 21046443-741-3500


FALLS

NO

RT

HE

RN

PK

Y

N

OR

TH

ER

N P

KY

FALLS

Right0

Thru4

Left0

Peds0

InOut Total2 4 6

Rig

ht0

Th

ru0

Le

ft1

Pe

ds0

Ou

tT

ota

lIn

0

1

1

Left0

Thru2

Right0

Peds0

Out TotalIn5 2 7

Le

ft0

T

hru

0

Rig

ht0

Pe

ds0

To

tal

Ou

tIn

0

0

0

4/19/2017 06:00 AM4/19/2017 06:45 PM BICYCLES

North


Columbia, MD 21046443-741-3500



Groups Printed- U TURNSFALLS


From EastFALLS



**BREAK**

06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

07:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 2

07:30 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 5

07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2

Total 1 1 0 0 2 0 0 0 0 0 0 0 0 0 0 8 0 0 0 8 10

**BREAK**

08:15 AM 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 1 0 0 0 1 3

08:30 AM 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2

08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2

Total 0 0 0 0 0 3 0 1 0 4 0 0 0 0 0 3 0 0 0 3 7

**BREAK**

03:00 PM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 2 0 0 0 2 3

03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2

Total 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 6 0 0 0 6 7

04:00 PM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 5 0 0 0 5 6

04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2

04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2

04:45 PM 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 1 0 0 0 1 3

Total 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 10 0 0 0 10 13

05:00 PM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 2

05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

05:30 PM 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 2 0 0 0 2 4

05:45 PM 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 2 0 0 0 2 4

Total 0 0 0 0 0 5 0 0 0 5 0 0 0 0 0 6 0 0 0 6 11

06:00 PM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 2 0 0 0 2 3


Columbia, MD 21046443-741-3500


Groups Printed- U TURNSFALLS


From EastFALLS



**BREAK**

06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2

**BREAK**

Total 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 4 0 0 0 4 5

Grand Total 1 1 0 0 2 13 0 1 0 14 0 0 0 0 0 38 0 0 0 38 54

Apprch % 50 50 0 0 92.9 0 7.1 0 0 0 0 0 100 0 0 0

Total % 1.9 1.9 0 0 3.7 24.1 0 1.9 0 25.9 0 0 0 0 0 70.4 0 0 0 70.4

FALLS

NO

RT

HE

RN

PK

Y

N

OR

TH

ER

N P

KY

FALLS

Right0

Thru1

Left1

Peds0

InOut Total39 2 41

Rig

ht1

Th

ru0

Le

ft13

P

ed

s0

Ou

tT

ota

lIn

1

14

1

5

Left0

Thru0

Right0

Peds0

Out TotalIn14 0 14

Le

ft38

T

hru

0

Rig

ht0

Pe

ds0

To

tal

Ou

tIn

0

38

3

8

4/19/2017 06:00 AM4/19/2017 06:45 PM U TURNS

North


Columbia, MD 21046443-741-3500

File Name : Falls Rd at S Ent to Belvedere TowersSite Code : 00000000Start Date : 4/19/2017Page No : 1

Weather: CloudyCounted By: ChrisTown: BaltimoreCounty: Baltimore City

Groups Printed- BICYLES

FALLS RDFrom North

S ENT TO BELVEDERETOWERSFrom East

FALLS RD From South From West


**BREAK**

05:00 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2

05:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1

05:30 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

Total 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 4

**BREAK**

Grand Total 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 4

Apprch % 0 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0

Total % 0 50 0 0 50 0 0 0 0 0 0 50 0 0 50 0 0 0 0 0

FALLS RD

S

EN

T T

O B

EL

VE

DE

RE

TO

WE

RS

FALLS RD

Right0

Thru2

Left0

Peds0

InOut Total2 2 4

Rig

ht0

Th

ru0

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

0

0

0

Left0

Thru2

Right0

Peds0

Out TotalIn2 2 4

Le

ft0

T

hru

0

Rig

ht0

Pe

ds0

To

tal

Ou

tIn

0

0

0

4/19/2017 06:00 AM4/19/2017 06:45 PM BICYLES

North


Columbia, MD 21046443-741-3500




FALLS RDFrom North




06:00 AM 0 0 0 0 0 6 0 0 0 6 0 0 1 0 1 0 0 0 0 0 7

06:15 AM 1 0 0 0 1 3 0 1 0 4 0 0 2 0 2 0 0 0 0 0 7

06:30 AM 0 0 0 0 0 10 0 1 0 11 0 0 0 0 0 0 0 0 0 0 11

06:45 AM 0 0 0 0 0 8 0 4 0 12 0 0 1 0 1 0 0 0 0 0 13

Total 1 0 0 0 1 27 0 6 0 33 0 0 4 0 4 0 0 0 0 0 38

07:00 AM 0 0 0 0 0 5 0 1 0 6 0 0 2 0 2 0 0 0 0 0 8

07:15 AM 0 0 0 0 0 5 0 4 0 9 0 0 4 0 4 0 0 0 0 0 13

07:30 AM 0 0 0 0 0 8 0 6 0 14 0 0 3 0 3 0 0 0 0 0 17

07:45 AM 1 0 0 0 1 1 0 5 0 6 0 0 2 0 2 0 0 0 0 0 9

Total 1 0 0 0 1 19 0 16 0 35 0 0 11 0 11 0 0 0 0 0 47

08:00 AM 0 0 0 0 0 4 0 7 0 11 0 0 5 0 5 0 0 0 0 0 16

08:15 AM 1 0 0 0 1 2 0 3 0 5 0 0 1 0 1 0 0 0 0 0 7

08:30 AM 0 0 0 0 0 6 0 9 0 15 0 0 3 0 3 0 0 0 0 0 18

08:45 AM 0 0 0 0 0 9 0 4 0 13 0 0 4 0 4 0 0 0 0 0 17

Total 1 0 0 0 1 21 0 23 0 44 0 0 13 0 13 0 0 0 0 0 58

**BREAK**

03:00 PM 0 0 0 0 0 7 0 7 0 14 0 0 5 0 5 0 0 0 0 0 19

03:15 PM 1 0 0 0 1 2 0 12 0 14 0 0 7 0 7 0 0 0 0 0 22

03:30 PM 1 0 0 0 1 3 0 9 1 13 0 0 7 0 7 0 0 0 0 0 21

03:45 PM 2 0 0 0 2 2 0 10 1 13 0 0 3 0 3 0 0 0 0 0 18

Total 4 0 0 0 4 14 0 38 2 54 0 0 22 0 22 0 0 0 0 0 80

04:00 PM 0 0 0 0 0 5 0 9 1 15 0 0 9 0 9 0 0 0 0 0 24

04:15 PM 2 0 0 0 2 7 0 6 1 14 0 0 7 0 7 0 0 0 0 0 23

04:30 PM 0 0 0 0 0 3 0 12 2 17 0 0 5 0 5 0 0 0 0 0 22

04:45 PM 1 0 0 0 1 8 0 5 0 13 0 0 1 0 1 0 0 0 0 0 15

Total 3 0 0 0 3 23 0 32 4 59 0 0 22 0 22 0 0 0 0 0 84

05:00 PM 1 0 0 0 1 6 0 6 0 12 0 0 9 0 9 0 0 0 0 0 22

05:15 PM 1 0 0 0 1 3 0 10 1 14 0 0 5 0 5 0 0 0 0 0 20

05:30 PM 3 0 0 0 3 3 0 9 3 15 0 0 5 0 5 0 0 0 0 0 23

05:45 PM 3 0 0 0 3 8 0 7 0 15 0 0 5 0 5 0 0 0 0 0 23

Total 8 0 0 0 8 20 0 32 4 56 0 0 24 0 24 0 0 0 0 0 88


Columbia, MD 21046443-741-3500



FALLS RDFrom North




06:00 PM 2 0 0 0 2 6 0 5 0 11 0 0 13 0 13 0 0 0 0 0 26

06:15 PM 1 0 0 0 1 6 0 5 0 11 0 0 10 0 10 0 0 0 0 0 22

06:30 PM 0 0 0 0 0 11 0 3 5 19 0 0 12 0 12 0 0 0 0 0 31

06:45 PM 0 0 0 0 0 6 0 2 0 8 0 0 12 0 12 0 0 0 0 0 20

Total 3 0 0 0 3 29 0 15 5 49 0 0 47 0 47 0 0 0 0 0 99

Grand Total 21 0 0 0 21 153 0 162 15 330 0 0 143 0 143 0 0 0 0 0 494

Apprch % 100 0 0 0 46.4 0 49.1 4.5 0 0 100 0 0 0 0 0

Total % 4.3 0 0 0 4.3 31 0 32.8 3 66.8 0 0 28.9 0 28.9 0 0 0 0 0

FALLS RD

S

EN

T T

O B

EL

VE

DE

RE

TO

WE

RS

FALLS RD

Right0

Thru0

Left21

Peds0


Rig

ht

16

2

Th

ru0

Le

ft1

53

P

ed

s15

Ou

tT

ota

lIn

16

4

33

0

49

4

Left0

Thru0

Right143

Peds0


Le

ft0

T

hru

0

Rig

ht0

Pe

ds0

To

tal

Ou

tIn

0

0

0

4/19/2017 06:00 AM4/19/2017 06:45 PM VEHS&PEDS

North


Columbia, MD 21046443-741-3500


FALLS RD

From North

S ENT TO BELVEDERE

TOWERS

From East

FALLS RD

From South From West

Start






08:00 AM 0 0 0 0 0 4 0 7 0 11 0 0 5 0 5 0 0 0 0 0 16

08:15 AM 1 0 0 0 1 2 0 3 0 5 0 0 1 0 1 0 0 0 0 0 7

08:30 AM 0 0 0 0 0 6 0 9 0 15 0 0 3 0 3 0 0 0 0 0 1808:45 AM 0 0 0 0 0 9 0 4 0 13 0 0 4 0 4 0 0 0 0 0 17

Total Volume 1 0 0 0 1 21 0 23 0 44 0 0 13 0 13 0 0 0 0 0 58

% App. Total 100 0 0 0 47.7 0 52.3 0 0 0 100 0 0 0 0 0

PHF .250 .000 .000 .000 .250 .583 .000 .639 .000 .733 .000 .000 .650 .000 .650 .000 .000 .000 .000 .000 .806

FALLS RD

S

EN

T T

O B

ELV

ED

ER

E T

OW

ER

S

FALLS RD

Right0

Thru0

Left1

Peds0

InOut Total23 1 24

Rig

ht

23

Thru0

Left21

Peds0

Out

Tota

lIn

14

44

58

Left0

Thru0

Right13

Peds0

Out TotalIn21 13 34

Left

0

Thru

0

Rig

ht0

Peds0

Tota

lO

ut

In0

0

0


Peak Hour Data

North


Columbia, MD 21046443-741-3500


FALLS RD

From North

S ENT TO BELVEDERE

TOWERS

From East

FALLS RD

From South From West

Start






05:45 PM 3 0 0 0 3 8 0 7 0 15 0 0 5 0 5 0 0 0 0 0 23

06:00 PM 2 0 0 0 2 6 0 5 0 11 0 0 13 0 13 0 0 0 0 0 26

06:15 PM 1 0 0 0 1 6 0 5 0 11 0 0 10 0 10 0 0 0 0 0 22

06:30 PM 0 0 0 0 0 11 0 3 5 19 0 0 12 0 12 0 0 0 0 0 31

Total Volume 6 0 0 0 6 31 0 20 5 56 0 0 40 0 40 0 0 0 0 0 102

% App. Total 100 0 0 0 55.4 0 35.7 8.9 0 0 100 0 0 0 0 0

PHF .500 .000 .000 .000 .500 .705 .000 .714 .250 .737 .000 .000 .769 .000 .769 .000 .000 .000 .000 .000 .823

FALLS RD

S

EN

T T

O B

EL

VE

DE

RE

TO

WE

RS

FALLS RD

Right0

Thru0

Left6

Peds0

InOut Total20 6 26

Rig

ht

20

T

hru0

L

eft31

P

ed

s5

Ou

tT

ota

lIn

46

5

6

10

2

Left0

Thru0

Right40

Peds0

Out TotalIn31 40 71

Le

ft0

T

hru

0

Rig

ht0

Pe

ds0

To

tal

Ou

tIn

0

0

0


Peak Hour Data

North


Columbia, MD 21046443-741-3500

File Name : falls rd at smith aveSite Code : 00000000Start Date : 4/19/2017Page No : 1

Weather: Pt CloudyCounted By: MikeTown: BaltimoreCounty: Baltimore City

Groups Printed- VEHS&PEDSFALLS RDFrom North From East

FALLS RD From South

SMITH AVE From West


06:00 AM 0 22 4 0 26 0 0 0 0 0 16 16 0 0 32 1 0 7 0 8 66

06:15 AM 0 34 6 0 40 0 0 0 0 0 13 27 0 0 40 2 0 11 2 15 95

06:30 AM 0 49 0 0 49 0 0 0 0 0 11 32 0 0 43 2 0 13 2 17 109

06:45 AM 0 63 8 0 71 0 0 0 0 0 15 43 0 0 58 9 0 18 0 27 156

Total 0 168 18 0 186 0 0 0 0 0 55 118 0 0 173 14 0 49 4 67 426

07:00 AM 0 85 9 0 94 0 0 0 0 0 15 66 0 0 81 5 0 14 0 19 194

07:15 AM 0 97 8 0 105 0 0 0 0 0 22 89 0 0 111 7 0 20 2 29 245

07:30 AM 0 138 16 1 155 0 0 0 0 0 24 117 0 0 141 5 0 19 0 24 320

07:45 AM 0 154 16 1 171 0 0 0 0 0 34 146 0 0 180 9 0 18 0 27 378

Total 0 474 49 2 525 0 0 0 0 0 95 418 0 0 513 26 0 71 2 99 1137

08:00 AM 0 195 28 0 223 0 0 0 0 0 48 129 0 0 177 12 0 23 1 36 436

08:15 AM 0 178 32 0 210 0 0 0 0 0 32 119 0 0 151 12 0 25 2 39 400

08:30 AM 0 146 27 0 173 0 0 0 0 0 36 108 0 0 144 13 0 32 2 47 364

08:45 AM 0 138 20 1 159 0 0 0 0 0 39 114 0 0 153 11 0 39 0 50 362

Total 0 657 107 1 765 0 0 0 0 0 155 470 0 0 625 48 0 119 5 172 1562

**BREAK**

03:00 PM 0 115 22 4 141 0 0 0 0 0 44 96 0 0 140 20 0 44 2 66 347

03:15 PM 0 110 33 0 143 0 0 0 0 0 53 105 0 0 158 20 0 41 1 62 363

03:30 PM 0 101 37 1 139 0 0 0 0 0 50 113 0 0 163 23 0 50 0 73 375

03:45 PM 0 111 34 2 147 0 0 0 0 0 48 115 0 0 163 29 1 53 0 83 393

Total 0 437 126 7 570 0 0 0 0 0 195 429 0 0 624 92 1 188 3 284 1478

04:00 PM 0 109 26 4 139 0 0 0 0 0 52 119 0 0 171 24 0 49 0 73 383

04:15 PM 0 106 24 0 130 0 0 0 0 0 53 135 0 1 189 25 1 47 0 73 392

04:30 PM 0 124 26 2 152 0 0 0 0 0 57 142 0 0 199 27 0 55 1 83 434

04:45 PM 0 128 35 2 165 0 0 0 0 0 61 145 0 0 206 36 0 63 0 99 470

Total 0 467 111 8 586 0 0 0 0 0 223 541 0 1 765 112 1 214 1 328 1679

05:00 PM 0 141 34 0 175 0 0 0 0 0 69 140 0 0 209 30 0 74 1 105 489

05:15 PM 0 134 31 0 165 0 0 0 0 0 66 151 0 0 217 35 0 68 0 103 485

05:30 PM 0 138 35 0 173 0 0 0 0 0 68 139 0 0 207 24 0 66 0 90 470

05:45 PM 0 127 31 0 158 0 0 0 0 0 76 122 0 0 198 24 0 69 1 94 450

Total 0 540 131 0 671 0 0 0 0 0 279 552 0 0 831 113 0 277 2 392 1894


Columbia, MD 21046443-741-3500


Groups Printed- VEHS&PEDSFALLS RDFrom North From East

FALLS RD From South

SMITH AVE From West


06:00 PM 0 122 24 0 146 0 0 0 0 0 59 126 0 0 185 26 0 65 0 91 422

06:15 PM 0 116 26 0 142 0 0 0 0 0 61 113 0 0 174 28 0 62 2 92 408

06:30 PM 0 96 23 0 119 0 0 0 0 0 56 97 0 0 153 32 0 63 0 95 367

06:45 PM 0 86 26 0 112 0 0 0 0 0 47 98 0 0 145 22 0 74 1 97 354

Total 0 420 99 0 519 0 0 0 0 0 223 434 0 0 657 108 0 264 3 375 1551

Grand Total 0 3163 641 18 3822 0 0 0 0 0 1225 2962 0 1 4188 513 2 1182 20 1717 9727

Apprch % 0 82.8 16.8 0.5 0 0 0 0 29.3 70.7 0 0 29.9 0.1 68.8 1.2

Total % 0 32.5 6.6 0.2 39.3 0 0 0 0 0 12.6 30.5 0 0 43.1 5.3 0 12.2 0.2 17.7

FALLS RD

SM

ITH

AV

E

FALLS RD

Right641

Thru3163

Left0

Peds18


Rig

ht0

Th

ru0

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

2

0

2

Left1225

Thru2962

Right0

Peds1


Le

ft5

13

T

hru

2

Rig

ht

11

82

P

ed

s20

To

tal

Ou

tIn

18

66

1

71

7

35

83

4/19/2017 06:00 AM4/19/2017 06:45 PM VEHS&PEDS

North


Columbia, MD 21046443-741-3500


FALLS RD

From North From East

FALLS RD

From South

SMITH AVE

From West

Start






07:45 AM 0 154 16 1 171 0 0 0 0 0 34 146 0 0 180 9 0 18 0 27 378

08:00 AM 0 195 28 0 223 0 0 0 0 0 48 129 0 0 177 12 0 23 1 36 43608:15 AM 0 178 32 0 210 0 0 0 0 0 32 119 0 0 151 12 0 25 2 39 400

08:30 AM 0 146 27 0 173 0 0 0 0 0 36 108 0 0 144 13 0 32 2 47 364

Total Volume 0 673 103 1 777 0 0 0 0 0 150 502 0 0 652 46 0 98 5 149 1578

% App. Total 0 86.6 13.3 0.1 0 0 0 0 23 77 0 0 30.9 0 65.8 3.4

PHF .000 .863 .805 .250 .871 .000 .000 .000 .000 .000 .781 .860 .000 .000 .906 .885 .000 .766 .625 .793 .905

FALLS RD

SM

ITH

AV

E

FALLS RD

Right103

Thru673

Left0

Peds1


Rig

ht0

Th

ru0

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

0

0

0

Left150

Thru502

Right0

Peds0


Le

ft46

T

hru

0

Rig

ht

98

P

ed

s5

To

tal

Ou

tIn

25

3

14

9

40

2


Peak Hour Data

North


Columbia, MD 21046443-741-3500


FALLS RD

From North From East

FALLS RD

From South

SMITH AVE

From West

Start






04:45 PM 0 128 35 2 165 0 0 0 0 0 61 145 0 0 206 36 0 63 0 99 470

05:00 PM 0 141 34 0 175 0 0 0 0 0 69 140 0 0 209 30 0 74 1 105 48905:15 PM 0 134 31 0 165 0 0 0 0 0 66 151 0 0 217 35 0 68 0 103 485

05:30 PM 0 138 35 0 173 0 0 0 0 0 68 139 0 0 207 24 0 66 0 90 470

Total Volume 0 541 135 2 678 0 0 0 0 0 264 575 0 0 839 125 0 271 1 397 1914

% App. Total 0 79.8 19.9 0.3 0 0 0 0 31.5 68.5 0 0 31.5 0 68.3 0.3

PHF .000 .959 .964 .250 .969 .000 .000 .000 .000 .000 .957 .952 .000 .000 .967 .868 .000 .916 .250 .945 .979

FALLS RD

SM

ITH

AV

E

FALLS RD

Right135

Thru541

Left0

Peds2


Rig

ht0

Th

ru0

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

0

0

0

Left264

Thru575

Right0

Peds0


Le

ft1

25

T

hru

0

Rig

ht

27

1

Pe

ds1

To

tal

Ou

tIn

39

9

39

7

79

6


Peak Hour Data

North


Columbia, MD 21046443-741-3500


Weather: Pt CloudyCounted By: MikeTown: BaltimoreCounty: Baltimore City

Groups Printed- BICYCLESFALLS RDFrom North From East

FALLS RD From South

SMITH AVE From West


**BREAK**

06:15 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1

06:30 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 2

06:45 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1

Total 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 1 0 0 0 1 4

**BREAK**

07:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

Total 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

08:00 AM 0 1 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2

**BREAK**

08:30 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

**BREAK**

Total 0 2 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3

**BREAK**

04:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 2 2 3

**BREAK**

04:45 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 2

Total 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 2 2 5

**BREAK**

05:15 PM 0 2 0 0 2 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 3

05:30 PM 0 2 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3

**BREAK**

Total 0 4 1 0 5 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 6

06:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

06:15 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 2

**BREAK**

06:45 PM 0 1 0 0 1 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 2

Total 0 2 0 0 2 0 0 0 0 0 1 2 0 0 3 0 0 0 0 0 5

Grand Total 0 10 2 0 12 0 0 0 0 0 2 7 0 0 9 1 0 0 2 3 24

Apprch % 0 83.3 16.7 0 0 0 0 0 22.2 77.8 0 0 33.3 0 0 66.7

Total % 0 41.7 8.3 0 50 0 0 0 0 0 8.3 29.2 0 0 37.5 4.2 0 0 8.3 12.5


Columbia, MD 21046443-741-3500


FALLS RD

SM

ITH

AV

E

FALLS RD

Right2

Thru10

Left0

Peds0

InOut Total8 12 20

Rig

ht0

Th

ru0

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

0

0

0

Left2

Thru7

Right0

Peds0

Out TotalIn10 9 19

Le

ft1

T

hru

0

Rig

ht0

Pe

ds2

To

tal

Ou

tIn

4

3

7

4/19/2017 06:00 AM4/19/2017 06:45 PM BICYCLES

North


Columbia, MD 21046443-741-3500

Page 1 BALTIMOREBALTIMORE

Site Code: 000000000000Station ID: 000000000000

I-83 NB TO NORTHERN PARKWAY EB RAMP

Latitude: 0' 0.0000 Undefined

Sabra, Wang & Associates, Inc.7055 Samuel Morse Drive Suite 100

Columbia, MD 21045443-741-3500

Start Tue 4/18/2017 Wed 4/19/2017 Thu 4/20/2017 Daily AverageTime A.M. P.M. A.M. P.M. A.M. P.M. A.M. P.M.

12:00 18 106 22 139 * * 20 12212:15 20 109 18 122 * * 19 11612:30 16 111 13 118 * * 14 11412:45 15 126 18 122 * * 16 12401:00 8 108 12 133 * * 10 12001:15 21 136 10 132 * * 16 13401:30 11 123 14 126 * * 12 12401:45 7 130 8 133 * * 8 13202:00 10 146 12 140 * * 11 14302:15 9 149 8 186 * * 8 16802:30 7 172 9 194 * * 8 18302:45 8 174 7 174 * * 8 17403:00 9 205 4 224 * * 6 21403:15 8 195 8 218 * * 8 20603:30 6 188 9 209 * * 8 19803:45 5 186 4 180 * * 4 18304:00 14 198 8 128 * * 11 16304:15 16 181 8 114 * * 12 14804:30 12 178 8 162 * * 10 17004:45 18 196 16 162 * * 17 17905:00 12 185 20 205 * * 16 19505:15 27 213 25 203 * * 26 20805:30 37 215 49 192 * * 43 20405:45 60 249 63 224 * * 62 23606:00 64 205 66 254 * * 65 23006:15 107 201 90 205 * * 98 20306:30 106 206 98 221 * * 102 21406:45 151 167 109 189 * * 130 17807:00 191 154 194 163 * * 192 15807:15 183 139 190 145 * * 186 14207:30 178 140 182 148 * * 180 14407:45 182 118 162 133 * * 172 12608:00 162 115 184 108 * * 173 11208:15 157 106 223 114 * * 190 11008:30 158 108 210 111 * * 184 11008:45 134 113 166 99 * * 150 10609:00 104 102 104 100 * * 104 10109:15 124 83 157 98 * * 140 9009:30 81 72 101 76 * * 91 7409:45 100 91 108 80 * * 104 8610:00 108 54 83 79 * * 96 6610:15 124 60 97 68 * * 110 6410:30 113 68 111 65 * * 112 6610:45 79 77 112 67 * * 96 7211:00 92 48 105 57 * * 98 5211:15 127 38 114 47 * * 120 4211:30 115 33 100 39 * * 108 3611:45 122 21 92 25 * * 107 23Total 3436 6498 3531 6631 0 0 3481 6563

CombinedTotal

9934 10162 0 10044

Peak 07:00 05:15 - 08:00 05:45 - - - - 07:00 05:45Vol. 734 882 - 783 904 - - - - 730 883

P.H.F. 0.961 0.886 0.878 0.890 0.951 0.935ADT ADT 10,048 AADT 10,048

File Name : Northern Parkway at Blevedere Towers EntSite Code : 00000000Start Date : 4/19/2017Page No : 1

Weather: ClearCounted By: DevrinTown: BaltimoreCounty: Baltimore City

Groups Printed- VEHS&PEDSTOWERS


From EastTOWERS



**BREAK**

06:15 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 2

06:30 AM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1

06:45 AM 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 3

Total 0 0 1 0 1 0 0 5 0 5 0 0 0 0 0 0 0 0 0 0 6

07:00 AM 0 0 1 0 1 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 3

07:15 AM 0 0 2 0 2 0 0 4 0 4 0 0 0 0 0 0 0 0 0 0 6

07:30 AM 0 0 1 0 1 0 0 8 0 8 0 0 0 0 0 0 0 0 0 0 9

07:45 AM 0 0 3 0 3 0 0 12 0 12 0 0 0 0 0 0 0 0 0 0 15

Total 0 0 7 0 7 0 0 26 0 26 0 0 0 0 0 0 0 0 0 0 33

08:00 AM 0 0 3 0 3 0 0 11 0 11 0 0 0 0 0 0 0 0 0 0 14

08:15 AM 0 0 2 0 2 0 0 6 0 6 0 0 0 0 0 0 0 0 0 0 8

08:30 AM 0 0 4 0 4 0 0 11 0 11 0 0 0 0 0 0 0 0 0 0 15

08:45 AM 0 0 3 0 3 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 6

Total 0 0 12 0 12 0 0 31 0 31 0 0 0 0 0 0 0 0 0 0 43

**BREAK**

03:15 PM 0 0 0 0 0 0 0 9 0 9 0 0 0 0 0 0 0 0 0 0 9

03:30 PM 0 0 1 0 1 0 0 9 0 9 0 0 0 0 0 0 0 0 0 0 10

03:45 PM 0 0 0 0 0 0 0 17 0 17 0 0 0 0 0 0 0 0 0 0 17

Total 0 0 1 0 1 0 0 35 0 35 0 0 0 0 0 0 0 0 0 0 36

04:00 PM 0 0 0 2 2 0 0 8 0 8 0 0 0 0 0 0 0 0 0 0 10

04:15 PM 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 2

04:30 PM 0 0 2 0 2 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 5

04:45 PM 0 0 1 0 1 0 0 7 0 7 0 0 0 0 0 0 0 0 0 0 8

Total 0 0 3 2 5 0 0 20 0 20 0 0 0 0 0 0 0 0 0 0 25

05:00 PM 0 0 3 0 3 0 0 8 0 8 0 0 0 0 0 0 0 0 0 0 11

05:15 PM 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 3

05:30 PM 0 0 2 3 5 0 0 12 0 12 0 0 0 0 0 0 0 0 0 0 17

05:45 PM 0 0 2 0 2 0 0 11 0 11 0 0 0 0 0 0 0 0 0 0 13

Total 0 0 7 3 10 0 0 34 0 34 0 0 0 0 0 0 0 0 0 0 44


Columbia, MD 21046443-741-3500


Groups Printed- VEHS&PEDSTOWERS


From EastTOWERS



06:00 PM 0 0 0 0 0 0 0 11 0 11 0 0 0 0 0 0 0 0 0 0 11

06:15 PM 0 0 3 0 3 0 0 8 0 8 0 0 0 0 0 0 0 0 0 0 11

06:30 PM 0 0 1 0 1 0 0 6 0 6 0 0 0 0 0 0 0 0 0 0 7

06:45 PM 0 0 1 0 1 0 0 6 0 6 0 0 0 0 0 0 0 0 0 0 7

Total 0 0 5 0 5 0 0 31 0 31 0 0 0 0 0 0 0 0 0 0 36

Grand Total 0 0 36 5 41 0 0 182 0 182 0 0 0 0 0 0 0 0 0 0 223

Apprch % 0 0 87.8 12.2 0 0 100 0 0 0 0 0 0 0 0 0

Total % 0 0 16.1 2.2 18.4 0 0 81.6 0 81.6 0 0 0 0 0 0 0 0 0 0

TOWERS

NO

RT

HE

RN

PK

Y

N

OR

TH

ER

N P

KY

TOWERS

Right36

Thru0

Left0

Peds5


Rig

ht

18

2

Th

ru0

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

0

18

2

18

2

Left0

Thru0

Right0

Peds0

Out TotalIn0 0 0

Le

ft0

T

hru

0

Rig

ht0

Pe

ds0

To

tal

Ou

tIn

36

0

3

6

4/19/2017 06:00 AM4/19/2017 06:45 PM VEHS&PEDS

North


Columbia, MD 21046443-741-3500


TOWERS

From North

NORTHERN PKY

From East

TOWERS

From South

NORTHERN PKY

From West

Start






07:45 AM 0 0 3 0 3 0 0 12 0 12 0 0 0 0 0 0 0 0 0 0 1508:00 AM 0 0 3 0 3 0 0 11 0 11 0 0 0 0 0 0 0 0 0 0 14

08:15 AM 0 0 2 0 2 0 0 6 0 6 0 0 0 0 0 0 0 0 0 0 8

08:30 AM 0 0 4 0 4 0 0 11 0 11 0 0 0 0 0 0 0 0 0 0 15

Total Volume 0 0 12 0 12 0 0 40 0 40 0 0 0 0 0 0 0 0 0 0 52

% App. Total 0 0 100 0 0 0 100 0 0 0 0 0 0 0 0 0

PHF .000 .000 .750 .000 .750 .000 .000 .833 .000 .833 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .867

TOWERS

NO

RT

HE

RN

PK

Y

N

OR

TH

ER

N P

KY

TOWERS

Right12

Thru0

Left0

Peds0

InOut Total40 12 52

Rig

ht

40

T

hru0

L

eft0

P

ed

s0

Ou

tT

ota

lIn

0

40

4

0

Left0

Thru0

Right0

Peds0

Out TotalIn0 0 0

Le

ft0

T

hru

0

Rig

ht0

Pe

ds0

To

tal

Ou

tIn

12

0

1

2


Peak Hour Data

North


Columbia, MD 21046443-741-3500


TOWERS

From North

NORTHERN PKY

From East

TOWERS

From South

NORTHERN PKY

From West

Start






05:30 PM 0 0 2 3 5 0 0 12 0 12 0 0 0 0 0 0 0 0 0 0 1705:45 PM 0 0 2 0 2 0 0 11 0 11 0 0 0 0 0 0 0 0 0 0 13

06:00 PM 0 0 0 0 0 0 0 11 0 11 0 0 0 0 0 0 0 0 0 0 11

06:15 PM 0 0 3 0 3 0 0 8 0 8 0 0 0 0 0 0 0 0 0 0 11

Total Volume 0 0 7 3 10 0 0 42 0 42 0 0 0 0 0 0 0 0 0 0 52

% App. Total 0 0 70 30 0 0 100 0 0 0 0 0 0 0 0 0

PHF .000 .000 .583 .250 .500 .000 .000 .875 .000 .875 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .765

TOWERS

NO

RT

HE

RN

PK

Y

N

OR

TH

ER

N P

KY

TOWERS

Right7

Thru0

Left0

Peds3

InOut Total42 10 52

Rig

ht

42

T

hru0

L

eft0

P

ed

s0

Ou

tT

ota

lIn

0

42

4

2

Left0

Thru0

Right0

Peds0

Out TotalIn0 0 0

Le

ft0

T

hru

0

Rig

ht0

Pe

ds0

To

tal

Ou

tIn

7

0

7


Peak Hour Data

North


Columbia, MD 21046443-741-3500

File Name : Northen Parkway at I83 NB RampsSite Code : 00000000Start Date : 4/19/2017Page No : 1


Groups Printed- VEHS&PEDSI 83

From NorthNORTHEN PKWY

From East From SouthNORTHEN PKWY


06:00 AM 0 0 62 0 62 0 94 125 0 219 0 0 0 0 0 31 138 0 0 169 450

06:15 AM 0 0 68 0 68 0 172 181 0 353 0 0 0 0 0 32 190 0 0 222 643

06:30 AM 0 0 105 0 105 0 195 218 0 413 0 0 0 0 0 37 224 0 0 261 779

06:45 AM 0 0 128 0 128 0 231 223 0 454 0 0 0 0 0 63 309 0 0 372 954

Total 0 0 363 0 363 0 692 747 0 1439 0 0 0 0 0 163 861 0 0 1024 2826

07:00 AM 0 0 141 0 141 0 252 294 0 546 0 0 0 0 0 70 390 0 0 460 1147

07:15 AM 0 0 165 0 165 0 263 320 0 583 0 0 0 0 0 76 520 0 0 596 1344

07:30 AM 0 0 181 0 181 0 259 308 0 567 0 0 0 0 0 89 502 0 0 591 1339

07:45 AM 0 0 241 0 241 0 289 306 0 595 0 0 0 0 0 110 489 0 0 599 1435

Total 0 0 728 0 728 0 1063 1228 0 2291 0 0 0 0 0 345 1901 0 0 2246 5265

08:00 AM 0 0 203 0 203 0 330 267 0 597 0 0 0 0 0 93 443 0 0 536 1336

08:15 AM 0 0 210 0 210 0 371 248 0 619 0 0 0 0 0 97 444 0 0 541 1370

08:30 AM 0 0 196 0 196 0 342 246 0 588 0 0 0 0 0 89 451 0 0 540 1324

08:45 AM 0 0 174 1 175 0 309 250 0 559 0 0 0 0 0 87 460 0 0 547 1281

Total 0 0 783 1 784 0 1352 1011 0 2363 0 0 0 0 0 366 1798 0 0 2164 5311

**BREAK**

03:00 PM 0 0 199 0 199 0 221 245 0 466 0 0 0 0 0 115 532 0 0 647 1312

03:15 PM 0 0 220 0 220 0 232 251 0 483 0 0 0 0 0 142 547 0 0 689 1392

03:30 PM 0 0 209 3 212 0 225 243 0 468 0 0 0 0 0 132 586 0 1 719 1399

03:45 PM 0 0 203 0 203 0 242 243 0 485 0 0 0 0 0 130 545 0 0 675 1363

Total 0 0 831 3 834 0 920 982 0 1902 0 0 0 0 0 519 2210 0 1 2730 5466

04:00 PM 0 0 129 0 129 0 264 268 0 532 0 0 0 0 0 141 529 0 0 670 1331

04:15 PM 0 0 121 0 121 0 267 251 0 518 0 0 0 0 0 133 510 0 0 643 1282

04:30 PM 0 0 132 0 132 0 261 268 0 529 0 0 0 0 0 146 524 0 0 670 1331

04:45 PM 0 0 184 0 184 0 271 260 0 531 0 0 0 0 0 136 547 0 0 683 1398

Total 0 0 566 0 566 0 1063 1047 0 2110 0 0 0 0 0 556 2110 0 0 2666 5342

05:00 PM 0 0 189 0 189 0 283 277 0 560 0 0 0 0 0 120 534 0 0 654 1403

05:15 PM 0 0 207 2 209 0 276 279 0 555 0 0 0 0 0 109 536 0 1 646 1410

05:30 PM 0 0 203 0 203 0 291 268 0 559 0 0 0 0 0 97 585 0 0 682 1444

05:45 PM 0 0 225 0 225 0 278 268 0 546 0 0 0 0 0 86 573 0 0 659 1430

Total 0 0 824 2 826 0 1128 1092 0 2220 0 0 0 0 0 412 2228 0 1 2641 5687


Columbia, MD 21046443-741-3500


Groups Printed- VEHS&PEDSI 83




06:00 PM 0 0 227 2 229 0 260 289 0 549 0 0 0 0 0 88 550 0 0 638 1416

06:15 PM 0 0 241 1 242 0 229 271 0 500 0 0 0 0 0 81 566 0 0 647 1389

06:30 PM 0 0 215 0 215 0 212 246 0 458 0 0 0 0 0 90 549 0 0 639 1312

06:45 PM 0 0 186 0 186 0 183 239 0 422 0 0 0 0 0 83 512 0 0 595 1203

Total 0 0 869 3 872 0 884 1045 0 1929 0 0 0 0 0 342 2177 0 0 2519 5320

Grand Total 0 0 4964 9 4973 0 7102 7152 0 14254 0 0 0 0 0 2703 13285 0 2 15990 35217Apprch % 0 0 99.8 0.2 0 49.8 50.2 0 0 0 0 0 16.9 83.1 0 0

Total % 0 0 14.1 0 14.1 0 20.2 20.3 0 40.5 0 0 0 0 0 7.7 37.7 0 0 45.4

I 83

NO

RT

HE

N P

KW

Y

N

OR

TH

EN

PK

WY

Right4964

Thru0

Left0

Peds9

InOut Total9855 4973 14828

Rig

ht

71

52

T

hru

71

02

L

eft0

P

ed

s0

Ou

tT

ota

lIn

13

28

5

14

25

4

27

53

9

Left0

Thru0

Right0

Peds0

Out TotalIn0 0 0

Le

ft2

70

3

Th

ru1

32

85

R

igh

t0

Pe

ds2

To

tal

Ou

tIn

12

06

6

15

99

0

28

05

6

4/19/2017 06:00 AM4/19/2017 06:45 PM VEHS&PEDS

North


Columbia, MD 21046443-741-3500


I 83

From North

NORTHEN PKWY

From East From South

NORTHEN PKWY

From West

Start






07:30 AM 0 0 181 0 181 0 259 308 0 567 0 0 0 0 0 89 502 0 0 591 1339

07:45 AM 0 0 241 0 241 0 289 306 0 595 0 0 0 0 0 110 489 0 0 599 143508:00 AM 0 0 203 0 203 0 330 267 0 597 0 0 0 0 0 93 443 0 0 536 1336

08:15 AM 0 0 210 0 210 0 371 248 0 619 0 0 0 0 0 97 444 0 0 541 1370

Total Volume 0 0 835 0 835 0 1249 1129 0 2378 0 0 0 0 0 389 1878 0 0 2267 5480

% App. Total 0 0 100 0 0 52.5 47.5 0 0 0 0 0 17.2 82.8 0 0

PHF .000 .000 .866 .000 .866 .000 .842 .916 .000 .960 .000 .000 .000 .000 .000 .884 .935 .000 .000 .946 .955

I 83

NO

RT

HE

N P

KW

Y

N

OR

TH

EN

PK

WY

Right835

Thru0

Left0

Peds0


Rig

ht

11

29

T

hru

12

49

L

eft0

P

ed

s0

Ou

tT

ota

lIn

18

78

2

37

8

42

56

Left0

Thru0

Right0

Peds0

Out TotalIn0 0 0

Le

ft3

89

T

hru

18

78

R

igh

t0

Pe

ds0

To

tal

Ou

tIn

20

84

2

26

7

43

51


Peak Hour Data

North


Columbia, MD 21046443-741-3500


I 83

From North

NORTHEN PKWY


NORTHEN PKWY

From West

Start






05:15 PM 0 0 207 2 209 0 276 279 0 555 0 0 0 0 0 109 536 0 1 646 1410

05:30 PM 0 0 203 0 203 0 291 268 0 559 0 0 0 0 0 97 585 0 0 682 144405:45 PM 0 0 225 0 225 0 278 268 0 546 0 0 0 0 0 86 573 0 0 659 1430

06:00 PM 0 0 227 2 229 0 260 289 0 549 0 0 0 0 0 88 550 0 0 638 1416

Total Volume 0 0 862 4 866 0 1105 1104 0 2209 0 0 0 0 0 380 2244 0 1 2625 5700

% App. Total 0 0 99.5 0.5 0 50 50 0 0 0 0 0 14.5 85.5 0 0

PHF .000 .000 .949 .500 .945 .000 .949 .955 .000 .988 .000 .000 .000 .000 .000 .872 .959 .000 .250 .962 .987

I 83

NO

RT

HE

N P

KW

Y

N

OR

TH

EN

PK

WY

Right862

Thru0

Left0

Peds4


Rig

ht

11

04

T

hru

11

05

L

eft0

P

ed

s0

Ou

tT

ota

lIn

22

44

2

20

9

44

53

Left0

Thru0

Right0

Peds0

Out TotalIn0 0 0

Le

ft3

80

T

hru

22

44

R

igh

t0

Pe

ds1

To

tal

Ou

tIn

19

67

2

62

5

45

92


Peak Hour Data

North


Columbia, MD 21046443-741-3500



Groups Printed- U TURNSI 83




**BREAK**

06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

**BREAK**

08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

**BREAK**

03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2

**BREAK**

Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2

**BREAK**

05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

**BREAK**

Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1

**BREAK**

Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 3

Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 0 0 8 8

Apprch % 0 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0

Total % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 100


Columbia, MD 21046443-741-3500


I 83

NO

RT

HE

N P

KW

Y

N

OR

TH

EN

PK

WY

Right0

Thru0

Left0

Peds0

InOut Total8 0 8

Rig

ht0

Th

ru0

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

0

0

0

Left0

Thru0

Right0

Peds0

Out TotalIn0 0 0

Le

ft8

T

hru

0

Rig

ht0

Pe

ds0

To

tal

Ou

tIn

0

8

8

4/19/2017 06:00 AM4/19/2017 06:45 PM U TURNS

North


Columbia, MD 21046443-741-3500


Weather: ClearCounted By: DevrinTown: BaltimoreCounty: Baltimore City

Groups Printed- BICYCLESTOWERS


From EastTOWERS



**BREAK**

08:00 AM 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 18 0 0 18 24

**BREAK**

Total 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 18 0 0 18 24

**BREAK**

Grand Total 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 18 0 0 18 24

Apprch % 0 0 0 0 0 100 0 0 0 0 0 0 0 100 0 0

Total % 0 0 0 0 0 0 25 0 0 25 0 0 0 0 0 0 75 0 0 75

TOWERS

NO

RT

HE

RN

PK

Y

NO

RT

HE

RN

PK

Y

TOWERS

Right0

Thru0

Left0

Peds0

InOut Total0 0 0

Rig

ht0

Thru6

Left0

P

eds0

Out

Tota

lIn

18

6

24

Left0

Thru0

Right0

Peds0

Out TotalIn0 0 0

Left0

Thru1

8

Rig

ht0

Peds0

Tota

lO

ut

In6

18

24

4/19/2017 06:00 AM4/19/2017 06:45 PM BICYCLES

North


Columbia, MD 21046443-741-3500

File Name : Northen Parkway at I83 SB RampsSite Code : 00000000Start Date : 4/19/2017Page No : 1

Weather: CloudyCounted By: DebTown: BaltimoreCounty: Baltimore City

Groups Printed- VEHS&PEDSI 83 SB RAMPS

From NorthNORTHERN PARKWAY

From East From SouthNORTHERN PARKWAY


06:00 AM 20 0 70 0 90 0 164 0 0 164 0 0 0 0 0 0 74 0 0 74 328

06:15 AM 31 0 124 0 155 0 247 0 0 247 0 0 0 0 0 0 129 0 0 129 531

06:30 AM 53 0 195 0 248 0 297 0 0 297 0 0 0 0 0 0 153 0 0 153 698

06:45 AM 68 0 174 0 242 0 345 0 0 345 0 0 0 0 0 0 172 0 0 172 759

Total 172 0 563 0 735 0 1053 0 0 1053 0 0 0 0 0 0 528 0 0 528 2316

07:00 AM 101 0 129 0 230 0 388 0 0 388 0 0 0 0 0 0 261 0 0 261 879

07:15 AM 175 0 133 0 308 0 408 0 0 408 0 0 0 0 0 0 289 0 1 290 1006

07:30 AM 122 0 102 0 224 0 434 0 0 434 0 0 0 0 0 0 369 0 0 369 1027

07:45 AM 92 0 97 0 189 0 504 0 0 504 0 0 0 0 0 0 353 0 0 353 1046

Total 490 0 461 0 951 0 1734 0 0 1734 0 0 0 0 0 0 1272 0 1 1273 3958

08:00 AM 82 0 105 0 187 0 539 0 0 539 0 0 0 0 0 0 350 0 0 350 1076

08:15 AM 86 0 116 0 202 0 572 0 0 572 0 0 0 0 0 0 313 0 0 313 1087

08:30 AM 98 0 123 1 222 0 612 0 0 612 0 0 0 0 0 0 294 0 0 294 1128

08:45 AM 87 0 120 0 207 0 532 0 0 532 0 0 0 0 0 0 300 0 0 300 1039

Total 353 0 464 1 818 0 2255 0 0 2255 0 0 0 0 0 0 1257 0 0 1257 4330

**BREAK**

03:00 PM 113 0 100 1 214 0 429 0 0 429 0 0 0 0 0 0 391 0 0 391 1034

03:15 PM 120 0 96 0 216 0 461 0 0 461 0 0 0 0 0 0 423 0 0 423 1100

03:30 PM 108 0 90 1 199 0 433 0 0 433 0 0 0 0 0 0 405 0 0 405 1037

03:45 PM 115 0 93 0 208 0 411 0 0 411 0 0 0 0 0 0 433 0 0 433 1052

Total 456 0 379 2 837 0 1734 0 0 1734 0 0 0 0 0 0 1652 0 0 1652 4223

04:00 PM 99 0 64 0 163 0 399 0 0 399 0 0 0 0 0 0 479 0 0 479 1041

04:15 PM 89 0 91 0 180 0 409 0 0 409 0 0 0 0 0 0 460 0 1 461 1050

04:30 PM 95 0 80 0 175 0 422 0 0 422 0 0 0 0 0 0 468 0 0 468 1065

04:45 PM 101 0 91 1 193 0 467 0 0 467 0 0 0 0 0 0 427 0 0 427 1087

Total 384 0 326 1 711 0 1697 0 0 1697 0 0 0 0 0 0 1834 0 1 1835 4243

05:00 PM 107 0 100 0 207 0 481 0 0 481 0 0 0 0 0 0 399 0 0 399 1087

05:15 PM 117 0 109 0 226 0 521 0 0 521 0 0 0 0 0 0 381 0 0 381 1128

05:30 PM 130 0 115 0 245 0 491 0 0 491 0 0 0 0 0 0 346 0 0 346 1082

05:45 PM 108 0 119 0 227 0 501 0 0 501 0 0 0 0 0 0 359 0 0 359 1087

Total 462 0 443 0 905 0 1994 0 0 1994 0 0 0 0 0 0 1485 0 0 1485 4384


Columbia, MD 21046443-741-3500


Groups Printed- VEHS&PEDSI 83 SB RAMPS

From NorthNORTHERN PARKWAY

From East From SouthNORTHERN PARKWAY


06:00 PM 99 0 108 0 207 0 476 0 0 476 0 0 0 0 0 0 323 0 0 323 1006

06:15 PM 106 0 111 0 217 0 468 0 0 468 0 0 0 0 0 0 313 0 0 313 998

06:30 PM 103 0 122 0 225 0 421 0 0 421 0 0 0 0 0 0 294 0 0 294 940

06:45 PM 92 0 113 0 205 0 348 0 0 348 0 0 0 0 0 0 284 0 0 284 837

Total 400 0 454 0 854 0 1713 0 0 1713 0 0 0 0 0 0 1214 0 0 1214 3781

Grand Total 2717 0 3090 4 5811 0 12180 0 0 12180 0 0 0 0 0 0 9242 0 2 9244 27235Apprch % 46.8 0 53.2 0.1 0 100 0 0 0 0 0 0 0 100 0 0

Total % 10 0 11.3 0 21.3 0 44.7 0 0 44.7 0 0 0 0 0 0 33.9 0 0 33.9

I 83 SB RAMPS

NO

RT

HE

RN

PA

RK

WA

Y N

OR

TH

ER

N P

AR

KW

AY

Right3090

Thru0

Left2717

Peds4


Rig

ht0

Th

ru1

21

80

L

eft0

P

ed

s0

Ou

tT

ota

lIn

11

95

9

12

18

0

24

13

9

Left0

Thru0

Right0

Peds0

Out TotalIn0 0 0

Le

ft0

T

hru

92

42

R

igh

t0

Pe

ds2

To

tal

Ou

tIn

15

27

0

92

44

2

45

14

4/19/2017 06:00 AM4/19/2017 06:45 PM VEHS&PEDS

North


Columbia, MD 21046443-741-3500


I 83 SB RAMPS

From North

NORTHERN PARKWAY


NORTHERN PARKWAY

From West

Start






07:45 AM 92 0 97 0 189 0 504 0 0 504 0 0 0 0 0 0 353 0 0 353 1046

08:00 AM 82 0 105 0 187 0 539 0 0 539 0 0 0 0 0 0 350 0 0 350 1076

08:15 AM 86 0 116 0 202 0 572 0 0 572 0 0 0 0 0 0 313 0 0 313 1087

08:30 AM 98 0 123 1 222 0 612 0 0 612 0 0 0 0 0 0 294 0 0 294 1128

Total Volume 358 0 441 1 800 0 2227 0 0 2227 0 0 0 0 0 0 1310 0 0 1310 4337

% App. Total 44.8 0 55.1 0.1 0 100 0 0 0 0 0 0 0 100 0 0

PHF .913 .000 .896 .250 .901 .000 .910 .000 .000 .910 .000 .000 .000 .000 .000 .000 .928 .000 .000 .928 .961

I 83 SB RAMPS

NO

RT

HE

RN

PA

RK

WA

Y N

OR

TH

ER

N P

AR

KW

AY

Right441

Thru0

Left358

Peds1


Rig

ht0

Th

ru2

22

7

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

16

68

2

22

7

38

95

Left0

Thru0

Right0

Peds0

Out TotalIn0 0 0

Le

ft0

T

hru

13

10

R

igh

t0

Pe

ds0

To

tal

Ou

tIn

26

68

1

31

0

39

78


Peak Hour Data

North


Columbia, MD 21046443-741-3500


I 83 SB RAMPS

From North

NORTHERN PARKWAY


NORTHERN PARKWAY

From West

Start






04:45 PM 101 0 91 1 193 0 467 0 0 467 0 0 0 0 0 0 427 0 0 427 1087

05:00 PM 107 0 100 0 207 0 481 0 0 481 0 0 0 0 0 0 399 0 0 399 1087

05:15 PM 117 0 109 0 226 0 521 0 0 521 0 0 0 0 0 0 381 0 0 381 112805:30 PM 130 0 115 0 245 0 491 0 0 491 0 0 0 0 0 0 346 0 0 346 1082

Total Volume 455 0 415 1 871 0 1960 0 0 1960 0 0 0 0 0 0 1553 0 0 1553 4384

% App. Total 52.2 0 47.6 0.1 0 100 0 0 0 0 0 0 0 100 0 0

PHF .875 .000 .902 .250 .889 .000 .940 .000 .000 .940 .000 .000 .000 .000 .000 .000 .909 .000 .000 .909 .972

I 83 SB RAMPS

NO

RT

HE

RN

PA

RK

WA

Y N

OR

TH

ER

N P

AR

KW

AY

Right415

Thru0

Left455

Peds1


Rig

ht0

Th

ru1

96

0

Le

ft0

Pe

ds0

Ou

tT

ota

lIn

20

08

1

96

0

39

68

Left0

Thru0

Right0

Peds0

Out TotalIn0 0 0

Le

ft0

T

hru

15

53

R

igh

t0

Pe

ds0

To

tal

Ou

tIn

23

75

1

55

3

39

28


Peak Hour Data

North


Columbia, MD 21046443-741-3500

Appendix B:

Synchro HCM Reports

Existing Conditions

HCM Signalized Intersection Capacity Analysis1: Falls Road & Smith Avenue 05/26/2017

1190 W Northern Pkwy - TIS Existing Conditions - AM Synchro 9 ReportSWA Page 1

Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 40 85 145 555 710 95Future Volume (vph) 40 85 145 555 710 95Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 4.0 4.0 5.0Lane Util. Factor 1.00 1.00 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 0.98Flt Protected 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1770 1583 1770 1863 3465Flt Permitted 0.95 1.00 0.10 1.00 1.00Satd. Flow (perm) 1770 1583 182 1863 3465Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88Adj. Flow (vph) 45 97 165 631 807 108RTOR Reduction (vph) 0 0 0 0 5 0Lane Group Flow (vph) 45 97 165 631 910 0Confl. Peds. (#/hr) 5 5 5Turn Type Prot pt+ov custom NA NAProtected Phases 3 5 7 5 7 2 7 6Permitted Phases 2 6Actuated Green, G (s) 15.8 90.0 152.8 152.8 57.8Effective Green, g (s) 15.8 90.0 153.8 153.8 57.8Actuated g/C Ratio 0.09 0.50 0.86 0.86 0.32Clearance Time (s) 5.0 5.0Vehicle Extension (s) 3.0 3.0Lane Grp Cap (vph) 156 797 965 1604 1121v/s Ratio Prot c0.03 0.06 0.09 c0.34 c0.26v/s Ratio Perm 0.06v/c Ratio 0.29 0.12 0.17 0.39 0.81Uniform Delay, d1 76.1 23.4 9.2 2.6 55.4Progression Factor 1.00 1.00 1.18 0.20 1.00Incremental Delay, d2 1.0 0.2 0.2 0.4 4.6Delay (s) 77.2 23.6 11.1 0.9 60.0Level of Service E C B A EApproach Delay (s) 40.6 3.0 60.0Approach LOS D A E

Intersection SummaryHCM 2000 Control Delay 34.0 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.55Actuated Cycle Length (s) 178.6 Sum of lost time (s) 20.0Intersection Capacity Utilization 55.2% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis2: Falls Road & Kelly Ave 05/26/2017


Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 270 755 305 430 565 230Future Volume (vph) 270 755 305 430 565 230Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 4.0 4.0 5.0 5.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 1770 1583 1770 1863 1863 1561Flt Permitted 0.95 1.00 0.09 1.00 1.00 1.00Satd. Flow (perm) 1770 1583 165 1863 1863 1561Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 290 812 328 462 608 247RTOR Reduction (vph) 0 112 0 0 0 64Lane Group Flow (vph) 290 700 328 462 608 183Confl. Peds. (#/hr) 10 5 5Turn Type Prot pt+ov pm+pt NA NA customProtected Phases 7 7 5 5 2 3 6 7Permitted Phases 2 6Actuated Green, G (s) 60.0 90.0 87.8 87.8 78.6 117.8Effective Green, g (s) 60.0 90.0 88.8 88.8 78.6 117.8Actuated g/C Ratio 0.34 0.50 0.50 0.50 0.44 0.66Clearance Time (s) 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 6.0 6.0 3.0Lane Grp Cap (vph) 594 797 315 926 819 1029v/s Ratio Prot 0.16 c0.44 c0.15 0.25 c0.33 0.06v/s Ratio Perm c0.37 0.06v/c Ratio 0.49 0.88 1.04 0.50 0.74 0.18Uniform Delay, d1 47.1 39.4 56.2 30.0 41.6 11.7Progression Factor 1.00 1.00 1.00 1.00 0.25 0.07Incremental Delay, d2 0.6 10.8 61.9 1.2 2.5 0.1Delay (s) 47.7 50.2 118.0 31.2 12.9 0.9Level of Service D D F C B AApproach Delay (s) 49.5 67.3 9.5Approach LOS D E A

Intersection SummaryHCM 2000 Control Delay 42.2 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 1.00Actuated Cycle Length (s) 178.6 Sum of lost time (s) 20.0Intersection Capacity Utilization 85.9% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis3: Falls Road & Mattfeldt Ave/North Ent 05/26/2017


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 5 0 5 35 0 25 0 705 5 5 1315 5Future Volume (Veh/h) 5 0 5 35 0 25 0 705 5 5 1315 5Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 5 0 5 38 0 27 0 766 5 5 1429 5Pedestrians 5Lane Width (ft) 12.0Walking Speed (ft/s) 4.0Percent Blockage 0Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 1233 963pX, platoon unblocked 0.71 0.71 0.71 0.71 0.71 0.71vC, conflicting volume 1856 2218 1436 2215 2218 386 1439 771vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 2000 2507 1411 2503 2507 386 1414 771tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 79 100 94 0 100 96 100 99cM capacity (veh/h) 24 20 91 10 20 613 339 840

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1Volume Total 10 65 383 388 1439Volume Left 5 38 0 0 5Volume Right 5 27 0 5 5cSH 38 16 339 1700 840Volume to Capacity 0.27 3.97 0.00 0.23 0.01Queue Length 95th (ft) 22 Err 0 0 0Control Delay (s) 132.1 Err 0.0 0.0 0.4Lane LOS F F AApproach Delay (s) 132.1 Err 0.0 0.4Approach LOS F F

Intersection SummaryAverage Delay 285.3Intersection Capacity Utilization 84.8% ICU Level of Service EAnalysis Period (min) 15

HCM Unsignalized Intersection Capacity Analysis4: Falls Road & South Ent 05/26/2017


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 15 25 685 15 5 1350Future Volume (Veh/h) 15 25 685 15 5 1350Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93Hourly flow rate (vph) 16 27 737 16 5 1452PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 174pX, platoon unblocked 0.90 0.90 0.90vC, conflicting volume 1118 376 753vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 920 101 517tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 93 97 99cM capacity (veh/h) 243 846 946

Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 SB 4Volume Total 43 491 262 212 415 415 415Volume Left 16 0 0 5 0 0 0Volume Right 27 0 16 0 0 0 0cSH 440 1700 1700 946 1700 1700 1700Volume to Capacity 0.10 0.29 0.15 0.01 0.24 0.24 0.24Queue Length 95th (ft) 8 0 0 0 0 0 0Control Delay (s) 14.1 0.0 0.0 0.3 0.0 0.0 0.0Lane LOS B AApproach Delay (s) 14.1 0.0 0.0Approach LOS B

Intersection SummaryAverage Delay 0.3Intersection Capacity Utilization 32.9% ICU Level of Service AAnalysis Period (min) 15

HCM Signalized Intersection Capacity Analysis5: Falls Road & Northern Parkway 05/26/2017


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 305 1385 405 160 1720 110 245 285 120 255 605 505Future Volume (vph) 305 1385 405 160 1720 110 245 285 120 255 605 505Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6Lane Util. Factor 1.00 0.91 1.00 *0.66 1.00 0.95 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.97 1.00 0.99 1.00 0.96 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1770 5483 1770 3649 1770 3363 1770 3539 1569Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 1770 5483 1770 3649 1770 3363 1770 3539 1569Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Adj. Flow (vph) 311 1413 413 163 1755 112 250 291 122 260 617 515RTOR Reduction (vph) 0 0 0 0 0 0 0 31 0 0 0 33Lane Group Flow (vph) 311 1826 0 163 1867 0 250 382 0 260 617 482Confl. Peds. (#/hr) 10 5 5 10 5 5 5 5Turn Type Prot NA Prot NA Prot NA Prot NA pm+ovProtected Phases 5 2 1 6 3 4 7 8 5Permitted Phases 8Actuated Green, G (s) 31.3 66.1 15.2 50.0 20.4 30.5 18.4 28.5 59.8Effective Green, g (s) 31.3 68.1 15.2 52.0 20.4 30.5 18.4 28.5 59.8Actuated g/C Ratio 0.21 0.45 0.10 0.35 0.14 0.20 0.12 0.19 0.40Clearance Time (s) 4.6 6.0 4.6 6.0 4.6 4.6 4.6 4.6 4.6Vehicle Extension (s) 4.0 6.0 2.0 3.0 2.0 2.5 2.5 2.5 4.0Lane Grp Cap (vph) 369 2489 179 1264 240 683 217 672 673v/s Ratio Prot c0.18 0.33 0.09 c0.51 0.14 0.11 c0.15 c0.17 0.15v/s Ratio Perm 0.16v/c Ratio 0.84 0.73 0.91 1.48 1.04 0.56 1.20 0.92 0.72Uniform Delay, d1 57.0 33.5 66.7 49.0 64.8 53.7 65.8 59.6 38.0Progression Factor 1.03 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 18.9 1.8 42.0 219.0 69.4 0.8 125.0 17.5 3.4Delay (s) 77.8 29.7 108.7 268.0 134.2 54.5 190.8 77.1 41.3Level of Service E C F F F D F E DApproach Delay (s) 36.7 255.2 84.6 85.1Approach LOS D F F F

Intersection SummaryHCM 2000 Control Delay 123.9 HCM 2000 Level of Service FHCM 2000 Volume to Capacity ratio 1.14Actuated Cycle Length (s) 150.0 Sum of lost time (s) 17.8Intersection Capacity Utilization 98.9% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis6: Northern Parkway 05/26/2017


Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 1760 1980 40 0 10Future Volume (Veh/h) 0 1760 1980 40 0 10Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Hourly flow rate (vph) 0 1872 2106 43 0 11PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 337pX, platoon unblocked 0.74vC, conflicting volume 2149 2752 548vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 2149 2127 548tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 98cM capacity (veh/h) 247 31 480

Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 SB 1Volume Total 624 624 624 602 602 602 344 11Volume Left 0 0 0 0 0 0 0 0Volume Right 0 0 0 0 0 0 43 11cSH 1700 1700 1700 1700 1700 1700 1700 480Volume to Capacity 0.37 0.37 0.37 0.35 0.35 0.35 0.20 0.02Queue Length 95th (ft) 0 0 0 0 0 0 0 2Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.7Lane LOS BApproach Delay (s) 0.0 0.0 12.7Approach LOS B


HCM Signalized Intersection Capacity Analysis7: Northern Parkway & I-83 Ramp GC 05/26/2017


Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 390 2095 1295 1175 0 835Future Volume (vph) 390 2095 1295 1175 0 835Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0 4.0Lane Util. Factor 1.00 0.91 0.95 1.00 1.00Frt 1.00 1.00 1.00 0.85 0.86Flt Protected 0.95 1.00 1.00 1.00 1.00Satd. Flow (prot) 1770 5085 3568 1583 1611Flt Permitted 0.95 1.00 1.00 1.00 1.00Satd. Flow (perm) 1770 5085 3568 1583 1611Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 411 2205 1363 1237 0 879RTOR Reduction (vph) 0 0 0 0 0 0Lane Group Flow (vph) 411 2205 1363 1237 0 879Turn Type Prot NA NA Free FreeProtected Phases 1 Free 2Permitted Phases Free FreeActuated Green, G (s) 43.4 150.0 95.4 150.0 150.0Effective Green, g (s) 44.4 150.0 96.4 150.0 150.0Actuated g/C Ratio 0.30 1.00 0.64 1.00 1.00Clearance Time (s) 5.6 5.6Vehicle Extension (s) 5.0 0.2Lane Grp Cap (vph) 523 5085 2293 1583 1611v/s Ratio Prot 0.23 0.43 0.38v/s Ratio Perm c0.78 0.55v/c Ratio 0.79 0.43 0.59 0.78 0.55Uniform Delay, d1 48.4 0.0 15.5 0.0 0.0Progression Factor 1.12 1.00 0.52 1.00 1.00Incremental Delay, d2 8.3 0.3 0.1 0.4 1.3Delay (s) 62.7 0.3 8.2 0.4 1.3Level of Service E A A A AApproach Delay (s) 10.1 4.5 1.3Approach LOS B A A

Intersection SummaryHCM 2000 Control Delay 6.4 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.83Actuated Cycle Length (s) 150.0 Sum of lost time (s) 9.2Intersection Capacity Utilization 65.1% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis8: Northern Parkway & I-83 Ramp F 05/26/2017


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 1385 1280 0 2130 0 0 0 0 385 0 420Future Volume (vph) 0 1385 1280 0 2130 0 0 0 0 385 0 420Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.6 5.6Lane Util. Factor 0.91 1.00 0.91 0.97 1.00Frt 1.00 0.85 1.00 1.00 0.85Flt Protected 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 5499 1583 5352 3433 1583Flt Permitted 1.00 1.00 1.00 0.95 1.00Satd. Flow (perm) 5499 1583 5352 3433 1583Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Adj. Flow (vph) 0 1428 1320 0 2196 0 0 0 0 397 0 433RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 155Lane Group Flow (vph) 0 1428 1320 0 2196 0 0 0 0 397 0 278Turn Type NA Free NA Prot PermProtected Phases 2 2 4Permitted Phases Free 4Actuated Green, G (s) 104.8 150.0 104.8 34.0 34.0Effective Green, g (s) 105.8 150.0 105.8 35.0 34.0Actuated g/C Ratio 0.71 1.00 0.71 0.23 0.23Clearance Time (s) 5.6 5.6 5.6 5.6Vehicle Extension (s) 5.0 5.0 6.0 6.0Lane Grp Cap (vph) 3878 1583 3774 801 358v/s Ratio Prot 0.26 0.41 0.12v/s Ratio Perm c0.83 0.18v/c Ratio 0.37 0.83 0.58 0.50 0.78Uniform Delay, d1 8.8 0.0 11.0 49.8 54.4Progression Factor 1.00 1.00 0.55 1.00 1.00Incremental Delay, d2 0.3 5.3 0.5 1.4 12.7Delay (s) 9.1 5.3 6.6 51.2 67.1Level of Service A A A D EApproach Delay (s) 7.3 6.6 0.0 59.5Approach LOS A A A E

Intersection SummaryHCM 2000 Control Delay 14.5 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.89Actuated Cycle Length (s) 150.0 Sum of lost time (s) 9.2Intersection Capacity Utilization 85.1% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group



Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 1770 0 0 2130 0 715Future Volume (Veh/h) 1770 0 0 2130 0 715Sign Control Free Free YieldGrade 0% 0% 0%Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 1863 0 0 2242 0 753PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 363 249pX, platoon unblocked 0.89 0.85 0.89vC, conflicting volume 1863 2610 621vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1551 1435 162tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 1cM capacity (veh/h) 378 106 764

Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1Volume Total 621 621 621 747 747 747 753Volume Left 0 0 0 0 0 0 0Volume Right 0 0 0 0 0 0 753cSH 1700 1700 1700 1700 1700 1700 764Volume to Capacity 0.37 0.37 0.37 0.44 0.44 0.44 0.99Queue Length 95th (ft) 0 0 0 0 0 0 403Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 52.3Lane LOS FApproach Delay (s) 0.0 0.0 52.3Approach LOS F


HCM Unsignalized Intersection Capacity Analysis10: Falls Road & Cliffhurst Road 05/26/2017


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 5 0 735 0 0 1320Future Volume (Veh/h) 5 0 735 0 0 1320Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 5 0 799 0 0 1435PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 853pX, platoon unblocked 0.71vC, conflicting volume 2234 400 799vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 2527 400 799tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 69 100 100cM capacity (veh/h) 16 600 819

Direction, Lane # WB 1 NB 1 NB 2 SB 1Volume Total 5 533 266 1435Volume Left 5 0 0 0Volume Right 0 0 0 0cSH 16 1700 1700 819Volume to Capacity 0.31 0.31 0.16 0.00Queue Length 95th (ft) 21 0 0 0Control Delay (s) 306.4 0.0 0.0 0.0Lane LOS FApproach Delay (s) 306.4 0.0 0.0Approach LOS F

Intersection SummaryAverage Delay 0.7Intersection Capacity Utilization 79.5% ICU Level of Service DAnalysis Period (min) 15


1190 W Northern Pkwy - TIS 05/12/2017 Existing Conditions - PM Synchro 9 ReportSWA Page 1

Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 115 310 295 635 595 135Future Volume (vph) 115 310 295 635 595 135Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 4.0 4.0 5.0Lane Util. Factor 1.00 1.00 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 0.97Flt Protected 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1770 1583 1769 1863 3423Flt Permitted 0.95 1.00 0.16 1.00 1.00Satd. Flow (perm) 1770 1583 304 1863 3423Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97Adj. Flow (vph) 119 320 304 655 613 139RTOR Reduction (vph) 0 0 0 0 9 0Lane Group Flow (vph) 119 320 304 655 743 0Confl. Peds. (#/hr) 5 5Turn Type Prot pt+ov custom NA NAProtected Phases 3 5 7 5 7 2 7 6Permitted Phases 2 6Actuated Green, G (s) 20.8 89.3 151.1 151.1 56.8Effective Green, g (s) 20.8 89.3 152.1 152.1 56.8Actuated g/C Ratio 0.11 0.49 0.84 0.84 0.31Clearance Time (s) 5.0 5.0Vehicle Extension (s) 3.0 3.0Lane Grp Cap (vph) 202 777 981 1557 1068v/s Ratio Prot c0.07 0.20 0.15 c0.35 c0.22v/s Ratio Perm 0.11v/c Ratio 0.59 0.41 0.31 0.42 0.70Uniform Delay, d1 76.5 29.5 8.8 3.8 55.0Progression Factor 1.00 1.00 2.18 0.15 1.00Incremental Delay, d2 4.3 1.0 0.4 0.4 2.0Delay (s) 80.8 30.5 19.5 1.0 56.9Level of Service F C B A EApproach Delay (s) 44.2 6.8 56.9Approach LOS D A E




Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 290 605 350 640 590 315Future Volume (vph) 290 605 350 640 590 315Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 4.0 4.0 5.0 5.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 1770 1583 1770 1863 1863 1561Flt Permitted 0.95 1.00 0.07 1.00 1.00 1.00Satd. Flow (perm) 1770 1583 136 1863 1863 1561Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 305 637 368 674 621 332RTOR Reduction (vph) 0 111 0 0 0 90Lane Group Flow (vph) 305 526 368 674 621 242Confl. Peds. (#/hr) 5 5 5Turn Type Prot pt+ov pm+pt NA NA customProtected Phases 7 7 5 5 2 3 6 7Permitted Phases 2 6Actuated Green, G (s) 59.2 89.3 86.9 86.9 82.6 116.0Effective Green, g (s) 59.2 89.3 87.9 87.9 82.6 116.0Actuated g/C Ratio 0.33 0.49 0.48 0.48 0.45 0.64Clearance Time (s) 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 6.0 6.0 3.0Lane Grp Cap (vph) 576 777 300 900 845 995v/s Ratio Prot 0.17 c0.33 c0.18 0.36 c0.33 0.08v/s Ratio Perm c0.42 0.08v/c Ratio 0.53 0.68 1.23 0.75 0.73 0.24Uniform Delay, d1 50.0 35.3 60.6 38.1 40.7 14.1Progression Factor 1.00 1.00 1.00 1.00 0.85 0.00Incremental Delay, d2 0.9 2.4 127.9 4.6 2.8 0.1Delay (s) 50.9 37.7 188.5 42.7 37.3 0.1Level of Service D D F D D AApproach Delay (s) 41.9 94.2 24.3Approach LOS D F C

Intersection SummaryHCM 2000 Control Delay 54.8 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 1.02Actuated Cycle Length (s) 181.9 Sum of lost time (s) 20.0Intersection Capacity Utilization 78.2% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 5 0 5 20 0 30 5 960 5 10 1185 5Future Volume (Veh/h) 5 0 5 20 0 30 5 960 5 10 1185 5Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 5 0 5 22 0 33 5 1043 5 11 1288 5Pedestrians 5 5Lane Width (ft) 12.0 12.0Walking Speed (ft/s) 4.0 4.0Percent Blockage 0 0Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 1233 963pX, platoon unblocked 0.76 0.76 0.71 0.76 0.76 0.90 0.71 0.90vC, conflicting volume 1882 2376 1300 2378 2376 524 1298 1048vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1533 2184 1219 2187 2184 263 1216 843tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 91 100 96 0 100 95 99 98cM capacity (veh/h) 56 33 121 18 33 665 403 714

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1Volume Total 10 55 526 526 1304Volume Left 5 22 5 0 11Volume Right 5 33 0 5 5cSH 76 43 403 1700 714Volume to Capacity 0.13 1.28 0.01 0.31 0.02Queue Length 95th (ft) 11 134 1 0 1Control Delay (s) 59.1 378.3 0.4 0.0 0.7Lane LOS F F A AApproach Delay (s) 59.1 378.3 0.2 0.7Approach LOS F F




Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 20 35 935 25 10 1200Future Volume (Veh/h) 20 35 935 25 10 1200Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93Hourly flow rate (vph) 22 38 1005 27 11 1290Pedestrians 5Lane Width (ft) 12.0Walking Speed (ft/s) 4.0Percent Blockage 0Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 174pX, platoon unblocked 0.84 0.84 0.84vC, conflicting volume 1368 521 1037vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1050 38 654tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 88 96 99cM capacity (veh/h) 183 855 774

Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 SB 4Volume Total 60 670 362 195 369 369 369Volume Left 22 0 0 11 0 0 0Volume Right 38 0 27 0 0 0 0cSH 364 1700 1700 774 1700 1700 1700Volume to Capacity 0.16 0.39 0.21 0.01 0.22 0.22 0.22Queue Length 95th (ft) 15 0 0 1 0 0 0Control Delay (s) 16.8 0.0 0.0 0.7 0.0 0.0 0.0Lane LOS C AApproach Delay (s) 16.8 0.0 0.1Approach LOS C




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 350 1860 180 95 1525 145 295 465 140 275 335 610Future Volume (vph) 350 1860 180 95 1525 145 295 465 140 275 335 610Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6Lane Util. Factor 1.00 0.91 1.00 *0.66 1.00 0.95 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.99 1.00 0.97 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1770 5483 1770 3632 1770 3395 1770 3539 1570Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 1770 5483 1770 3632 1770 3395 1770 3539 1570Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99Adj. Flow (vph) 354 1879 182 96 1540 146 298 470 141 278 338 616RTOR Reduction (vph) 0 0 0 0 0 0 0 20 0 0 0 32Lane Group Flow (vph) 354 2061 0 96 1686 0 298 591 0 278 338 584Confl. Peds. (#/hr) 10 5 5 10 5 10 10 5Turn Type Prot NA Prot NA Prot NA Prot NA pm+ovProtected Phases 5 2 1 6 3 4 7 8 5Permitted Phases 8Actuated Green, G (s) 36.0 68.9 11.9 44.8 22.4 31.0 18.4 27.0 63.0Effective Green, g (s) 36.0 70.9 11.9 46.8 22.4 31.0 18.4 27.0 63.0Actuated g/C Ratio 0.24 0.47 0.08 0.31 0.15 0.21 0.12 0.18 0.42Clearance Time (s) 4.6 6.0 4.6 6.0 4.6 4.6 4.6 4.6 4.6Vehicle Extension (s) 4.0 6.0 2.0 3.0 2.0 2.5 2.5 2.5 4.0Lane Grp Cap (vph) 424 2591 140 1133 264 701 217 637 707v/s Ratio Prot c0.20 0.38 0.05 c0.46 0.17 c0.17 c0.16 0.10 c0.20v/s Ratio Perm 0.17v/c Ratio 0.83 0.80 0.69 1.49 1.13 0.84 1.28 0.53 0.83Uniform Delay, d1 54.2 33.4 67.2 51.6 63.8 57.2 65.8 55.8 38.6Progression Factor 1.04 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 12.5 2.3 10.5 224.4 94.6 9.0 157.0 0.7 8.2Delay (s) 68.9 29.5 77.8 276.0 158.4 66.1 222.8 56.4 46.8Level of Service E C E F F E F E DApproach Delay (s) 35.3 265.3 96.4 89.2Approach LOS D F F F

Intersection SummaryHCM 2000 Control Delay 119.2 HCM 2000 Level of Service FHCM 2000 Volume to Capacity ratio 1.14Actuated Cycle Length (s) 150.0 Sum of lost time (s) 17.8Intersection Capacity Utilization 101.7% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group



Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 2275 1755 35 0 10Future Volume (Veh/h) 0 2275 1755 35 0 10Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98Hourly flow rate (vph) 0 2321 1791 36 0 10Pedestrians 5Lane Width (ft) 12.0Walking Speed (ft/s) 4.0Percent Blockage 0Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 337pX, platoon unblocked 0.68vC, conflicting volume 1832 2588 471vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1832 1691 471tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 98cM capacity (veh/h) 328 57 537





Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 415 2390 1230 1200 0 825Future Volume (vph) 415 2390 1230 1200 0 825Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0 4.0Lane Util. Factor 1.00 0.91 0.95 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 0.98 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85 0.86Flt Protected 0.95 1.00 1.00 1.00 1.00Satd. Flow (prot) 1770 5085 3568 1548 1590Flt Permitted 0.95 1.00 1.00 1.00 1.00Satd. Flow (perm) 1770 5085 3568 1548 1590Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98Adj. Flow (vph) 423 2439 1255 1224 0 842RTOR Reduction (vph) 0 0 0 0 0 0Lane Group Flow (vph) 423 2439 1255 1224 0 842Confl. Peds. (#/hr) 5 5 5Turn Type Prot NA NA Free FreeProtected Phases 1 Free 2Permitted Phases Free FreeActuated Green, G (s) 44.5 150.0 94.3 150.0 150.0Effective Green, g (s) 45.5 150.0 95.3 150.0 150.0Actuated g/C Ratio 0.30 1.00 0.64 1.00 1.00Clearance Time (s) 5.6 5.6Vehicle Extension (s) 5.0 0.2Lane Grp Cap (vph) 536 5085 2266 1548 1590v/s Ratio Prot 0.24 0.48 0.35v/s Ratio Perm c0.79 0.53v/c Ratio 0.79 0.48 0.55 0.79 0.53Uniform Delay, d1 47.9 0.0 15.4 0.0 0.0Progression Factor 1.15 1.00 0.61 1.00 1.00Incremental Delay, d2 8.1 0.3 0.1 0.4 1.3Delay (s) 63.1 0.3 9.5 0.4 1.3Level of Service E A A A AApproach Delay (s) 9.6 5.0 1.3Approach LOS A A A




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 1495 985 0 2055 0 0 0 0 465 0 445Future Volume (vph) 0 1495 985 0 2055 0 0 0 0 465 0 445Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.6 5.6Lane Util. Factor 0.91 1.00 0.91 0.97 1.00Frt 1.00 0.85 1.00 1.00 0.85Flt Protected 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 5499 1583 5352 3433 1583Flt Permitted 1.00 1.00 1.00 0.95 1.00Satd. Flow (perm) 5499 1583 5352 3433 1583Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Adj. Flow (vph) 0 1541 1015 0 2119 0 0 0 0 479 0 459RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 152Lane Group Flow (vph) 0 1541 1015 0 2119 0 0 0 0 479 0 307Turn Type NA Free NA Prot PermProtected Phases 2 2 4Permitted Phases Free 4Actuated Green, G (s) 102.7 150.0 102.7 36.1 36.1Effective Green, g (s) 103.7 150.0 103.7 37.1 36.1Actuated g/C Ratio 0.69 1.00 0.69 0.25 0.24Clearance Time (s) 5.6 5.6 5.6 5.6Vehicle Extension (s) 5.0 5.0 6.0 6.0Lane Grp Cap (vph) 3801 1583 3700 849 380v/s Ratio Prot 0.28 0.40 0.14v/s Ratio Perm c0.64 c0.19v/c Ratio 0.41 0.64 0.57 0.56 0.81Uniform Delay, d1 9.9 0.0 11.8 49.4 53.7Progression Factor 1.00 1.00 0.67 1.00 1.00Incremental Delay, d2 0.3 2.0 0.6 1.8 14.1Delay (s) 10.3 2.0 8.5 51.2 67.8Level of Service B A A D EApproach Delay (s) 7.0 8.5 0.0 59.3Approach LOS A A A E

Intersection SummaryHCM 2000 Control Delay 16.3 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.70Actuated Cycle Length (s) 150.0 Sum of lost time (s) 9.2Intersection Capacity Utilization 96.9% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group





Intersection SummaryAverage Delay 14.5Intersection Capacity Utilization 96.9% ICU Level of Service FAnalysis Period (min) 15





Intersection SummaryAverage Delay 1.0Intersection Capacity Utilization 72.9% ICU Level of Service CAnalysis Period (min) 15

2019 Background Conditions


1190 W Northern Pkwy - TIS 05/15/2017 2019 No Build - AM Synchro 9 ReportSWA Page 1


Intersection SummaryHCM 2000 Control Delay 35.2 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 0.57Actuated Cycle Length (s) 180.4 Sum of lost time (s) 20.0Intersection Capacity Utilization 55.9% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group



Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 275 770 310 445 585 235Future Volume (vph) 275 770 310 445 585 235Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 4.0 4.0 5.0 5.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 1770 1583 1770 1863 1863 1561Flt Permitted 0.95 1.00 0.07 1.00 1.00 1.00Satd. Flow (perm) 1770 1583 136 1863 1863 1561Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 296 828 333 478 629 253RTOR Reduction (vph) 0 107 0 0 0 64Lane Group Flow (vph) 296 721 333 478 629 189Confl. Peds. (#/hr) 10 5 5Turn Type Prot pt+ov pm+pt NA NA customProtected Phases 7 7 5 5 2 3 6 7Permitted Phases 2 6Actuated Green, G (s) 60.0 90.0 88.6 88.6 80.4 118.6Effective Green, g (s) 60.0 90.0 89.6 89.6 80.4 118.6Actuated g/C Ratio 0.33 0.50 0.50 0.50 0.45 0.66Clearance Time (s) 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 6.0 6.0 3.0Lane Grp Cap (vph) 588 789 303 925 830 1026v/s Ratio Prot 0.17 c0.46 c0.16 0.26 c0.34 0.06v/s Ratio Perm c0.39 0.06v/c Ratio 0.50 0.91 1.10 0.52 0.76 0.18Uniform Delay, d1 48.3 41.6 59.9 30.7 41.9 12.0Progression Factor 1.00 1.00 1.00 1.00 0.26 0.18Incremental Delay, d2 0.7 15.0 80.9 1.3 2.6 0.1Delay (s) 48.9 56.6 140.8 32.0 13.6 2.2Level of Service D E F C B AApproach Delay (s) 54.6 76.7 10.3Approach LOS D E B





Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1Volume Total 10 65 394 399 1477Volume Left 5 38 0 0 5Volume Right 5 27 0 5 5cSH 33 13 318 1700 824Volume to Capacity 0.31 4.89 0.00 0.23 0.01Queue Length 95th (ft) 25 Err 0 0 0Control Delay (s) 158.7 Err 0.0 0.0 0.5Lane LOS F F AApproach Delay (s) 158.7 Err 0.0 0.5Approach LOS F F





Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 SB 4Volume Total 43 505 269 218 425 425 425Volume Left 16 0 0 5 0 0 0Volume Right 27 0 16 0 0 0 0cSH 427 1700 1700 931 1700 1700 1700Volume to Capacity 0.10 0.30 0.16 0.01 0.25 0.25 0.25Queue Length 95th (ft) 8 0 0 0 0 0 0Control Delay (s) 14.4 0.0 0.0 0.3 0.0 0.0 0.0Lane LOS B AApproach Delay (s) 14.4 0.0 0.0Approach LOS B




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 315 1430 415 165 1775 110 250 295 120 260 620 520Future Volume (vph) 315 1430 415 165 1775 110 250 295 120 260 620 520Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6Lane Util. Factor 1.00 0.91 1.00 *0.66 1.00 0.95 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.97 1.00 0.99 1.00 0.96 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1770 5483 1770 3650 1770 3367 1770 3539 1568Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 1770 5483 1770 3650 1770 3367 1770 3539 1568Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Adj. Flow (vph) 321 1459 423 168 1811 112 255 301 122 265 633 531RTOR Reduction (vph) 0 0 0 0 0 0 0 29 0 0 0 33Lane Group Flow (vph) 321 1882 0 168 1923 0 255 394 0 265 633 498Confl. Peds. (#/hr) 10 5 5 10 5 5 5 5Turn Type Prot NA Prot NA Prot NA Prot NA pm+ovProtected Phases 5 2 1 6 3 4 7 8 5Permitted Phases 8Actuated Green, G (s) 31.0 65.7 15.3 50.0 20.4 30.8 18.4 28.8 59.8Effective Green, g (s) 31.0 67.7 15.3 52.0 20.4 30.8 18.4 28.8 59.8Actuated g/C Ratio 0.21 0.45 0.10 0.35 0.14 0.21 0.12 0.19 0.40Clearance Time (s) 4.6 6.0 4.6 6.0 4.6 4.6 4.6 4.6 4.6Vehicle Extension (s) 4.0 6.0 2.0 3.0 2.0 2.5 2.5 2.5 4.0Lane Grp Cap (vph) 365 2474 180 1265 240 691 217 679 673v/s Ratio Prot c0.18 0.34 0.09 c0.53 0.14 0.12 c0.15 c0.18 0.15v/s Ratio Perm 0.16v/c Ratio 0.88 0.76 0.93 1.52 1.06 0.57 1.22 0.93 0.74Uniform Delay, d1 57.7 34.4 66.8 49.0 64.8 53.6 65.8 59.6 38.5Progression Factor 1.03 0.82 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 23.0 2.1 47.4 238.2 75.6 0.9 133.6 19.7 4.0Delay (s) 82.5 30.3 114.3 287.2 140.4 54.5 199.4 79.3 42.5Level of Service F C F F F D F E DApproach Delay (s) 37.9 273.3 86.8 87.9Approach LOS D F F F


HCM Unsignalized Intersection Capacity Analysis6: Northern Parkway & Entrance to Belvedere Towers 05/26/2017







Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 430 2160 1350 1195 0 870Future Volume (vph) 430 2160 1350 1195 0 870Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0 4.0Lane Util. Factor 1.00 0.91 0.95 1.00 1.00Frt 1.00 1.00 1.00 0.85 0.86Flt Protected 0.95 1.00 1.00 1.00 1.00Satd. Flow (prot) 1770 5085 3568 1583 1611Flt Permitted 0.95 1.00 1.00 1.00 1.00Satd. Flow (perm) 1770 5085 3568 1583 1611Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 453 2274 1421 1258 0 916RTOR Reduction (vph) 0 0 0 0 0 0Lane Group Flow (vph) 453 2274 1421 1258 0 916Turn Type Prot NA NA Free FreeProtected Phases 1 Free 2Permitted Phases Free FreeActuated Green, G (s) 47.1 150.0 91.7 150.0 150.0Effective Green, g (s) 48.1 150.0 92.7 150.0 150.0Actuated g/C Ratio 0.32 1.00 0.62 1.00 1.00Clearance Time (s) 5.6 5.6Vehicle Extension (s) 5.0 0.2Lane Grp Cap (vph) 567 5085 2205 1583 1611v/s Ratio Prot 0.26 0.45 0.40v/s Ratio Perm c0.79 0.57v/c Ratio 0.80 0.45 0.64 0.79 0.57Uniform Delay, d1 46.5 0.0 18.2 0.0 0.0Progression Factor 1.08 1.00 0.51 1.00 1.00Incremental Delay, d2 8.3 0.3 0.1 0.4 1.5Delay (s) 58.6 0.3 9.4 0.4 1.5Level of Service E A A A AApproach Delay (s) 10.0 5.1 1.5Approach LOS A A A




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 1465 1320 0 2220 0 0 0 0 395 0 475Future Volume (vph) 0 1465 1320 0 2220 0 0 0 0 395 0 475Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.6 5.6Lane Util. Factor 0.91 1.00 0.91 0.97 1.00Frt 1.00 0.85 1.00 1.00 0.85Flt Protected 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 5499 1583 5352 3433 1583Flt Permitted 1.00 1.00 1.00 0.95 1.00Satd. Flow (perm) 5499 1583 5352 3433 1583Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Adj. Flow (vph) 0 1510 1361 0 2289 0 0 0 0 407 0 490RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 151Lane Group Flow (vph) 0 1510 1361 0 2289 0 0 0 0 407 0 339Turn Type NA Free NA Prot PermProtected Phases 2 2 4Permitted Phases Free 4Actuated Green, G (s) 101.7 150.0 101.7 37.1 37.1Effective Green, g (s) 102.7 150.0 102.7 38.1 37.1Actuated g/C Ratio 0.68 1.00 0.68 0.25 0.25Clearance Time (s) 5.6 5.6 5.6 5.6Vehicle Extension (s) 5.0 5.0 6.0 6.0Lane Grp Cap (vph) 3764 1583 3664 871 391v/s Ratio Prot 0.27 0.43 0.12v/s Ratio Perm c0.86 0.21v/c Ratio 0.40 0.86 0.62 0.47 0.87Uniform Delay, d1 10.3 0.0 13.0 47.4 54.1Progression Factor 1.00 1.00 0.51 1.00 1.00Incremental Delay, d2 0.3 6.3 0.6 1.1 20.2Delay (s) 10.6 6.3 7.3 48.5 74.3Level of Service B A A D EApproach Delay (s) 8.6 7.3 0.0 62.6Approach LOS A A A E


HCM Unsignalized Intersection Capacity Analysis9: EB Ramp & Northern Parkway 05/26/2017



Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1Volume Total 653 653 653 779 779 779 768Volume Left 0 0 0 0 0 0 0Volume Right 0 0 0 0 0 0 768cSH 1700 1700 1700 1700 1700 1700 802Volume to Capacity 0.38 0.38 0.38 0.46 0.46 0.46 0.96Queue Length 95th (ft) 0 0 0 0 0 0 374Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 44.9Lane LOS EApproach Delay (s) 0.0 0.0 44.9Approach LOS E








1190 W Northern Pkwy - TIS 05/12/2017 2019 No Build - PM Synchro 9 ReportSWA Page 1

Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 120 320 305 660 610 140Future Volume (vph) 120 320 305 660 610 140Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 4.0 4.0 5.0Lane Util. Factor 1.00 1.00 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 0.97Flt Protected 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1770 1583 1769 1863 3422Flt Permitted 0.95 1.00 0.15 1.00 1.00Satd. Flow (perm) 1770 1583 285 1863 3422Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97Adj. Flow (vph) 124 330 314 680 629 144RTOR Reduction (vph) 0 0 0 0 10 0Lane Group Flow (vph) 124 330 314 680 763 0Confl. Peds. (#/hr) 5 5Turn Type Prot pt+ov custom NA NAProtected Phases 3 5 7 5 7 2 7 6Permitted Phases 2 6Actuated Green, G (s) 21.5 90.2 153.0 153.0 57.8Effective Green, g (s) 21.5 90.2 154.0 154.0 57.8Actuated g/C Ratio 0.12 0.49 0.83 0.83 0.31Clearance Time (s) 5.0 5.0Vehicle Extension (s) 3.0 3.0Lane Grp Cap (vph) 206 773 971 1555 1072v/s Ratio Prot c0.07 0.21 0.16 c0.37 c0.22v/s Ratio Perm 0.11v/c Ratio 0.60 0.43 0.32 0.44 0.71Uniform Delay, d1 77.4 30.5 10.8 4.0 56.0Progression Factor 1.00 1.00 2.01 0.16 1.00Incremental Delay, d2 4.9 1.1 0.4 0.4 2.3Delay (s) 82.3 31.5 22.1 1.0 58.3Level of Service F C C A EApproach Delay (s) 45.4 7.7 58.3Approach LOS D A E





Intersection SummaryHCM 2000 Control Delay 60.6 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 1.07Actuated Cycle Length (s) 184.5 Sum of lost time (s) 20.0Intersection Capacity Utilization 80.1% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group




Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1Volume Total 10 60 543 543 1337Volume Left 5 22 5 0 11Volume Right 5 38 0 5 5cSH 68 40 382 1700 693Volume to Capacity 0.15 1.51 0.01 0.32 0.02Queue Length 95th (ft) 12 154 1 0 1Control Delay (s) 66.7 482.0 0.4 0.0 0.8Lane LOS F F A AApproach Delay (s) 66.7 482.0 0.2 0.8Approach LOS F F









Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 365 1920 185 100 1575 150 305 475 145 285 340 625Future Volume (vph) 365 1920 185 100 1575 150 305 475 145 285 340 625Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6Lane Util. Factor 1.00 0.91 1.00 *0.66 1.00 0.95 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.99 1.00 0.97 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1770 5483 1770 3631 1770 3394 1770 3539 1570Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 1770 5483 1770 3631 1770 3394 1770 3539 1570Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99Adj. Flow (vph) 369 1939 187 101 1591 152 308 480 146 288 343 631RTOR Reduction (vph) 0 0 0 0 0 0 0 21 0 0 0 32Lane Group Flow (vph) 369 2126 0 101 1743 0 308 605 0 288 343 599Confl. Peds. (#/hr) 10 5 5 10 5 10 10 5Turn Type Prot NA Prot NA Prot NA Prot NA pm+ovProtected Phases 5 2 1 6 3 4 7 8 5Permitted Phases 8Actuated Green, G (s) 36.1 68.0 12.1 44.0 22.4 31.7 18.4 27.7 63.8Effective Green, g (s) 36.1 70.0 12.1 46.0 22.4 31.7 18.4 27.7 63.8Actuated g/C Ratio 0.24 0.47 0.08 0.31 0.15 0.21 0.12 0.18 0.43Clearance Time (s) 4.6 6.0 4.6 6.0 4.6 4.6 4.6 4.6 4.6Vehicle Extension (s) 4.0 6.0 2.0 3.0 2.0 2.5 2.5 2.5 4.0Lane Grp Cap (vph) 425 2558 142 1113 264 717 217 653 715v/s Ratio Prot c0.21 0.39 0.06 c0.48 0.17 c0.18 c0.16 0.10 c0.20v/s Ratio Perm 0.18v/c Ratio 0.87 0.83 0.71 1.57 1.17 0.84 1.33 0.53 0.84Uniform Delay, d1 54.7 34.9 67.2 52.0 63.8 56.8 65.8 55.2 38.5Progression Factor 1.05 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 15.7 2.9 13.1 259.1 108.1 8.9 175.5 0.6 8.9Delay (s) 73.0 31.2 80.3 311.1 171.9 65.6 241.3 55.8 47.4Level of Service E C F F F E F E DApproach Delay (s) 37.4 298.5 100.7 93.9Approach LOS D F F F









Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 480 2470 1280 1225 0 860Future Volume (vph) 480 2470 1280 1225 0 860Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0 4.0Lane Util. Factor 1.00 0.91 0.95 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 0.98 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85 0.86Flt Protected 0.95 1.00 1.00 1.00 1.00Satd. Flow (prot) 1770 5085 3568 1548 1590Flt Permitted 0.95 1.00 1.00 1.00 1.00Satd. Flow (perm) 1770 5085 3568 1548 1590Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98Adj. Flow (vph) 490 2520 1306 1250 0 878RTOR Reduction (vph) 0 0 0 0 0 0Lane Group Flow (vph) 490 2520 1306 1250 0 878Confl. Peds. (#/hr) 5 5 5Turn Type Prot NA NA Free FreeProtected Phases 1 Free 2Permitted Phases Free FreeActuated Green, G (s) 50.2 150.0 88.6 150.0 150.0Effective Green, g (s) 51.2 150.0 89.6 150.0 150.0Actuated g/C Ratio 0.34 1.00 0.60 1.00 1.00Clearance Time (s) 5.6 5.6Vehicle Extension (s) 5.0 0.2Lane Grp Cap (vph) 604 5085 2131 1548 1590v/s Ratio Prot 0.28 0.50 0.37v/s Ratio Perm c0.81 0.55v/c Ratio 0.81 0.50 0.61 0.81 0.55Uniform Delay, d1 45.0 0.0 19.2 0.0 0.0Progression Factor 1.12 1.00 0.60 1.00 1.00Incremental Delay, d2 8.3 0.3 0.1 0.4 1.4Delay (s) 58.5 0.3 11.6 0.4 1.4Level of Service E A B A AApproach Delay (s) 9.8 6.2 1.4Approach LOS A A A

Intersection SummaryHCM 2000 Control Delay 7.2 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.86Actuated Cycle Length (s) 150.0 Sum of lost time (s) 9.2Intersection Capacity Utilization 77.8% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group




Intersection SummaryHCM 2000 Control Delay 17.5 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.75Actuated Cycle Length (s) 150.0 Sum of lost time (s) 9.2Intersection Capacity Utilization 100.5% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group





Intersection SummaryAverage Delay 12.2Intersection Capacity Utilization 100.5% ICU Level of Service GAnalysis Period (min) 15






2019 Build-Out Conditions


1190 W Northern Pkwy - TIS 05/15/2017 2019 Build - AM Synchro 9 ReportSWA Page 1


Intersection SummaryHCM 2000 Control Delay 35.2 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 0.57Actuated Cycle Length (s) 180.4 Sum of lost time (s) 20.0Intersection Capacity Utilization 56.0% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group



Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 275 770 310 448 586 235Future Volume (vph) 275 770 310 448 586 235Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 4.0 4.0 5.0 5.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 1770 1583 1770 1863 1863 1561Flt Permitted 0.95 1.00 0.07 1.00 1.00 1.00Satd. Flow (perm) 1770 1583 134 1863 1863 1561Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 296 828 333 482 630 253RTOR Reduction (vph) 0 107 0 0 0 64Lane Group Flow (vph) 296 721 333 482 630 189Confl. Peds. (#/hr) 10 5 5Turn Type Prot pt+ov pm+pt NA NA customProtected Phases 7 7 5 5 2 3 6 7Permitted Phases 2 6Actuated Green, G (s) 60.0 90.0 88.6 88.6 80.4 118.6Effective Green, g (s) 60.0 90.0 89.6 89.6 80.4 118.6Actuated g/C Ratio 0.33 0.50 0.50 0.50 0.45 0.66Clearance Time (s) 5.0 5.0 5.0 5.0Vehicle Extension (s) 3.0 6.0 6.0 3.0Lane Grp Cap (vph) 588 789 302 925 830 1026v/s Ratio Prot 0.17 c0.46 c0.16 0.26 c0.34 0.06v/s Ratio Perm c0.39 0.06v/c Ratio 0.50 0.91 1.10 0.52 0.76 0.18Uniform Delay, d1 48.3 41.6 60.1 30.8 41.9 12.0Progression Factor 1.00 1.00 1.00 1.00 0.26 0.18Incremental Delay, d2 0.7 15.0 82.2 1.3 2.6 0.1Delay (s) 48.9 56.6 142.3 32.2 13.7 2.2Level of Service D E F C B AApproach Delay (s) 54.6 77.2 10.4Approach LOS D E B





Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1Volume Total 10 65 30 394 410 1479Volume Left 5 64 0 0 0 7Volume Right 5 0 30 0 16 5cSH 31 8 598 318 1700 816Volume to Capacity 0.33 8.46 0.05 0.00 0.24 0.01Queue Length 95th (ft) 26 Err 4 0 0 1Control Delay (s) 171.8 Err 11.3 0.0 0.0 0.6Lane LOS F F B AApproach Delay (s) 171.8 6845.0 0.0 0.6Approach LOS F F









Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 325 1430 415 165 1799 110 250 296 120 272 623 535Future Volume (vph) 325 1430 415 165 1799 110 250 296 120 272 623 535Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6Lane Util. Factor 1.00 0.91 1.00 *0.66 1.00 0.95 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.97 1.00 0.99 1.00 0.96 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1770 5483 1770 3651 1770 3367 1770 3539 1568Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 1770 5483 1770 3651 1770 3367 1770 3539 1568Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Adj. Flow (vph) 332 1459 423 168 1836 112 255 302 122 278 636 546RTOR Reduction (vph) 0 0 0 0 0 0 0 29 0 0 0 33Lane Group Flow (vph) 332 1882 0 168 1948 0 255 395 0 278 636 513Confl. Peds. (#/hr) 10 5 5 10 5 5 5 5Turn Type Prot NA Prot NA Prot NA Prot NA pm+ovProtected Phases 5 2 1 6 3 4 7 8 5Permitted Phases 8Actuated Green, G (s) 31.0 65.7 15.3 50.0 20.4 30.8 18.4 28.8 59.8Effective Green, g (s) 31.0 67.7 15.3 52.0 20.4 30.8 18.4 28.8 59.8Actuated g/C Ratio 0.21 0.45 0.10 0.35 0.14 0.21 0.12 0.19 0.40Clearance Time (s) 4.6 6.0 4.6 6.0 4.6 4.6 4.6 4.6 4.6Vehicle Extension (s) 4.0 6.0 2.0 3.0 2.0 2.5 2.5 2.5 4.0Lane Grp Cap (vph) 365 2474 180 1265 240 691 217 679 673v/s Ratio Prot c0.19 0.34 0.09 c0.53 0.14 0.12 c0.16 c0.18 0.16v/s Ratio Perm 0.17v/c Ratio 0.91 0.76 0.93 1.54 1.06 0.57 1.28 0.94 0.76Uniform Delay, d1 58.1 34.4 66.8 49.0 64.8 53.7 65.8 59.7 39.0Progression Factor 1.03 0.82 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 27.1 2.1 47.4 247.0 75.6 0.9 157.0 20.3 4.9Delay (s) 87.0 30.3 114.3 296.0 140.4 54.6 222.8 80.0 43.8Level of Service F C F F F D F F DApproach Delay (s) 38.8 281.5 86.8 93.7Approach LOS D F F F


HCM Unsignalized Intersection Capacity Analysis6: Northern Parkway & Entrance to Belvedere Towers 05/26/2017







Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 430 2170 1362 1223 0 870Future Volume (vph) 430 2170 1362 1223 0 870Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0 4.0Lane Util. Factor 1.00 0.91 0.95 1.00 1.00Frt 1.00 1.00 1.00 0.85 0.86Flt Protected 0.95 1.00 1.00 1.00 1.00Satd. Flow (prot) 1770 5085 3568 1583 1611Flt Permitted 0.95 1.00 1.00 1.00 1.00Satd. Flow (perm) 1770 5085 3568 1583 1611Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 453 2284 1434 1287 0 916RTOR Reduction (vph) 0 0 0 0 0 0Lane Group Flow (vph) 453 2284 1434 1287 0 916Turn Type Prot NA NA Free FreeProtected Phases 1 Free 2Permitted Phases Free FreeActuated Green, G (s) 47.1 150.0 91.7 150.0 150.0Effective Green, g (s) 48.1 150.0 92.7 150.0 150.0Actuated g/C Ratio 0.32 1.00 0.62 1.00 1.00Clearance Time (s) 5.6 5.6Vehicle Extension (s) 5.0 0.2Lane Grp Cap (vph) 567 5085 2205 1583 1611v/s Ratio Prot 0.26 0.45 0.40v/s Ratio Perm c0.81 0.57v/c Ratio 0.80 0.45 0.65 0.81 0.57Uniform Delay, d1 46.5 0.0 18.3 0.0 0.0Progression Factor 1.08 1.00 0.50 1.00 1.00Incremental Delay, d2 8.3 0.3 0.1 0.4 1.5Delay (s) 58.7 0.3 9.3 0.4 1.5Level of Service E A A A AApproach Delay (s) 9.9 5.1 1.5Approach LOS A A A




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 1468 1320 0 2232 0 0 0 0 397 0 475Future Volume (vph) 0 1468 1320 0 2232 0 0 0 0 397 0 475Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.6 5.6Lane Util. Factor 0.91 1.00 0.91 0.97 1.00Frt 1.00 0.85 1.00 1.00 0.85Flt Protected 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 5499 1583 5352 3433 1583Flt Permitted 1.00 1.00 1.00 0.95 1.00Satd. Flow (perm) 5499 1583 5352 3433 1583Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Adj. Flow (vph) 0 1513 1361 0 2301 0 0 0 0 409 0 490RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 151Lane Group Flow (vph) 0 1513 1361 0 2301 0 0 0 0 409 0 339Turn Type NA Free NA Prot PermProtected Phases 2 2 4Permitted Phases Free 4Actuated Green, G (s) 101.7 150.0 101.7 37.1 37.1Effective Green, g (s) 102.7 150.0 102.7 38.1 37.1Actuated g/C Ratio 0.68 1.00 0.68 0.25 0.25Clearance Time (s) 5.6 5.6 5.6 5.6Vehicle Extension (s) 5.0 5.0 6.0 6.0Lane Grp Cap (vph) 3764 1583 3664 871 391v/s Ratio Prot 0.28 0.43 0.12v/s Ratio Perm c0.86 0.21v/c Ratio 0.40 0.86 0.63 0.47 0.87Uniform Delay, d1 10.3 0.0 13.1 47.4 54.1Progression Factor 1.00 1.00 0.51 1.00 1.00Incremental Delay, d2 0.3 6.3 0.6 1.1 20.2Delay (s) 10.6 6.3 7.3 48.5 74.3Level of Service B A A D EApproach Delay (s) 8.6 7.3 0.0 62.6Approach LOS A A A E


HCM Unsignalized Intersection Capacity Analysis9: EB Ramp & Northern Parkway 05/26/2017



Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1Volume Total 654 654 654 783 783 783 774Volume Left 0 0 0 0 0 0 0Volume Right 0 0 0 0 0 0 774cSH 1700 1700 1700 1700 1700 1700 802Volume to Capacity 0.38 0.38 0.38 0.46 0.46 0.46 0.97Queue Length 95th (ft) 0 0 0 0 0 0 385Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 46.6Lane LOS EApproach Delay (s) 0.0 0.0 46.6Approach LOS E








1190 W Northern Pkwy - TIS 05/12/2017 2019 Build - PM Synchro 9 ReportSWA Page 1

Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 120 320 305 662 613 140Future Volume (vph) 120 320 305 662 613 140Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 4.0 4.0 5.0Lane Util. Factor 1.00 1.00 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 0.97Flt Protected 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1770 1583 1769 1863 3423Flt Permitted 0.95 1.00 0.15 1.00 1.00Satd. Flow (perm) 1770 1583 282 1863 3423Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97Adj. Flow (vph) 124 330 314 682 632 144RTOR Reduction (vph) 0 0 0 0 10 0Lane Group Flow (vph) 124 330 314 682 766 0Confl. Peds. (#/hr) 5 5Turn Type Prot pt+ov custom NA NAProtected Phases 3 5 7 5 7 2 7 6Permitted Phases 2 6Actuated Green, G (s) 21.5 90.2 153.0 153.0 57.8Effective Green, g (s) 21.5 90.2 154.0 154.0 57.8Actuated g/C Ratio 0.12 0.49 0.83 0.83 0.31Clearance Time (s) 5.0 5.0Vehicle Extension (s) 3.0 3.0Lane Grp Cap (vph) 206 773 970 1555 1072v/s Ratio Prot c0.07 0.21 0.16 c0.37 c0.22v/s Ratio Perm 0.11v/c Ratio 0.60 0.43 0.32 0.44 0.71Uniform Delay, d1 77.4 30.5 11.0 4.0 56.1Progression Factor 1.00 1.00 2.00 0.16 1.00Incremental Delay, d2 4.9 1.1 0.4 0.4 2.3Delay (s) 82.3 31.5 22.4 1.0 58.4Level of Service F C C A EApproach Delay (s) 45.4 7.8 58.4Approach LOS D A E





Intersection SummaryHCM 2000 Control Delay 60.7 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 1.07Actuated Cycle Length (s) 184.5 Sum of lost time (s) 20.0Intersection Capacity Utilization 80.2% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group




Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1Volume Total 10 38 40 543 586 1340Volume Left 5 37 0 5 0 14Volume Right 5 0 40 0 48 5cSH 65 14 629 381 1700 665Volume to Capacity 0.15 2.67 0.06 0.01 0.34 0.02Queue Length 95th (ft) 13 139 5 1 0 2Control Delay (s) 70.0 1301.8 11.1 0.4 0.0 1.1Lane LOS F F B A AApproach Delay (s) 70.0 639.9 0.2 1.1Approach LOS F F









Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 407 1920 185 100 1588 150 305 478 145 292 342 633Future Volume (vph) 407 1920 185 100 1588 150 305 478 145 292 342 633Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6Lane Util. Factor 1.00 0.91 1.00 *0.66 1.00 0.95 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.99 1.00 0.97 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1770 5483 1770 3632 1770 3394 1770 3539 1570Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 1770 5483 1770 3632 1770 3394 1770 3539 1570Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99Adj. Flow (vph) 411 1939 187 101 1604 152 308 483 146 295 345 639RTOR Reduction (vph) 0 0 0 0 0 0 0 20 0 0 0 32Lane Group Flow (vph) 411 2126 0 101 1756 0 308 609 0 295 345 607Confl. Peds. (#/hr) 10 5 5 10 5 10 10 5Turn Type Prot NA Prot NA Prot NA Prot NA pm+ovProtected Phases 5 2 1 6 3 4 7 8 5Permitted Phases 8Actuated Green, G (s) 36.0 67.9 12.1 44.0 22.4 31.8 18.4 27.8 63.8Effective Green, g (s) 36.0 69.9 12.1 46.0 22.4 31.8 18.4 27.8 63.8Actuated g/C Ratio 0.24 0.47 0.08 0.31 0.15 0.21 0.12 0.19 0.43Clearance Time (s) 4.6 6.0 4.6 6.0 4.6 4.6 4.6 4.6 4.6Vehicle Extension (s) 4.0 6.0 2.0 3.0 2.0 2.5 2.5 2.5 4.0Lane Grp Cap (vph) 424 2555 142 1113 264 719 217 655 715v/s Ratio Prot c0.23 0.39 0.06 c0.48 0.17 c0.18 c0.17 0.10 c0.20v/s Ratio Perm 0.18v/c Ratio 0.97 0.83 0.71 1.58 1.17 0.85 1.36 0.53 0.85Uniform Delay, d1 56.5 34.9 67.2 52.0 63.8 56.8 65.8 55.2 38.8Progression Factor 1.05 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 32.8 2.9 13.1 264.3 108.1 9.0 188.6 0.6 9.7Delay (s) 91.9 31.3 80.3 316.3 171.9 65.8 254.4 55.7 48.4Level of Service F C F F F E F E DApproach Delay (s) 41.1 303.5 100.7 97.9Approach LOS D F F F









Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 480 2512 1287 1240 0 860Future Volume (vph) 480 2512 1287 1240 0 860Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0 4.0Lane Util. Factor 1.00 0.91 0.95 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 0.98 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85 0.86Flt Protected 0.95 1.00 1.00 1.00 1.00Satd. Flow (prot) 1770 5085 3568 1548 1590Flt Permitted 0.95 1.00 1.00 1.00 1.00Satd. Flow (perm) 1770 5085 3568 1548 1590Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98Adj. Flow (vph) 490 2563 1313 1265 0 878RTOR Reduction (vph) 0 0 0 0 0 0Lane Group Flow (vph) 490 2563 1313 1265 0 878Confl. Peds. (#/hr) 5 5 5Turn Type Prot NA NA Free FreeProtected Phases 1 Free 2Permitted Phases Free FreeActuated Green, G (s) 50.2 150.0 88.6 150.0 150.0Effective Green, g (s) 51.2 150.0 89.6 150.0 150.0Actuated g/C Ratio 0.34 1.00 0.60 1.00 1.00Clearance Time (s) 5.6 5.6Vehicle Extension (s) 5.0 0.2Lane Grp Cap (vph) 604 5085 2131 1548 1590v/s Ratio Prot 0.28 0.50 0.37v/s Ratio Perm c0.82 0.55v/c Ratio 0.81 0.50 0.62 0.82 0.55Uniform Delay, d1 45.0 0.0 19.2 0.0 0.0Progression Factor 1.12 1.00 0.59 1.00 1.00Incremental Delay, d2 8.3 0.3 0.1 0.5 1.4Delay (s) 58.7 0.3 11.6 0.5 1.4Level of Service E A B A AApproach Delay (s) 9.7 6.1 1.4Approach LOS A A A

Intersection SummaryHCM 2000 Control Delay 7.2 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.87Actuated Cycle Length (s) 150.0 Sum of lost time (s) 9.2Intersection Capacity Utilization 78.0% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group




Intersection SummaryHCM 2000 Control Delay 17.6 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.75Actuated Cycle Length (s) 150.0 Sum of lost time (s) 9.2Intersection Capacity Utilization 102.2% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group





Intersection SummaryAverage Delay 14.0Intersection Capacity Utilization 102.2% ICU Level of Service GAnalysis Period (min) 15






2019 Build-Out Conditions

Signal at Falls Road and Northern Site Dwy / Mattfeldt Ave

HCM Signalized Intersection Capacity Analysis3: Falls Road & Mattfeldt Ave/North Ent 6/1/2017


Movement EBL2 EBT EBR WBL WBT WBR NBT NBR2 SBL SBT SBR SWLLane ConfigurationsTraffic Volume (vph) 5 0 5 59 1 28 725 15 6 1345 5 5Future Volume (vph) 5 0 5 59 1 28 725 15 6 1345 5 5Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.93 1.00 0.85 1.00 1.00 1.00Flt Protected 0.98 0.95 1.00 1.00 1.00 0.95Satd. Flow (prot) 1695 1775 1583 3529 1861 1770Flt Permitted 1.00 0.72 1.00 1.00 1.00 0.95Satd. Flow (perm) 1737 1346 1583 3529 1854 1770Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 5 0 5 64 1 30 788 16 7 1462 5 5RTOR Reduction (vph) 0 10 0 0 0 0 29 0 0 0 0 0Lane Group Flow (vph) 0 0 0 0 65 30 775 0 0 1474 0 5Confl. Peds. (#/hr) 5Turn Type Perm NA Perm NA Perm NA Perm NA ProtProtected Phases 3 4 2 6 9Permitted Phases 3 4 4 6Actuated Green, G (s) 1.4 11.6 11.6 102.3 102.3 0.7Effective Green, g (s) 1.4 11.6 11.6 102.3 102.3 0.7Actuated g/C Ratio 0.01 0.08 0.08 0.73 0.73 0.00Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 17 111 131 2578 1354 8v/s Ratio Prot 0.22 c0.00v/s Ratio Perm c0.00 c0.05 0.02 c0.79v/c Ratio 0.01 0.59 0.23 0.30 1.09 0.62Uniform Delay, d1 68.6 61.9 60.0 6.5 18.9 69.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 7.7 0.9 0.3 52.3 97.8Delay (s) 68.7 69.5 60.9 6.8 71.2 167.3Level of Service E E E A E FApproach Delay (s) 68.7 66.8 6.8 71.2 167.3Approach LOS E E A E F

Intersection SummaryHCM 2000 Control Delay 49.5 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 1.02Actuated Cycle Length (s) 140.0 Sum of lost time (s) 24.0Intersection Capacity Utilization 100.0% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group



Movement EBL2 EBT EBR WBL WBT WBR NBL NBT NBR NBR2 SBL SBTLane ConfigurationsTraffic Volume (vph) 5 0 5 34 1 37 5 985 5 44 13 1210Future Volume (vph) 5 0 5 34 1 37 5 985 5 44 13 1210Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 0.95 1.00Frpb, ped/bikes 0.92 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 0.99 1.00 1.00 1.00Frt 0.93 1.00 0.85 0.99 1.00Flt Protected 0.98 0.95 1.00 1.00 1.00Satd. Flow (prot) 1560 1758 1583 3514 1861Flt Permitted 1.00 0.72 1.00 0.95 0.98Satd. Flow (perm) 1599 1337 1583 3336 1829Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 5 0 5 37 1 40 5 1071 5 48 14 1315RTOR Reduction (vph) 0 10 0 0 0 0 0 2 0 0 0 0Lane Group Flow (vph) 0 0 0 0 38 40 0 1127 0 0 0 1334Confl. Peds. (#/hr) 5 5 5Turn Type Perm NA Perm NA Perm Perm NA Perm NAProtected Phases 3 4 2 6Permitted Phases 3 4 4 2 6Actuated Green, G (s) 1.4 10.7 10.7 103.0 103.0Effective Green, g (s) 1.4 10.7 10.7 103.0 103.0Actuated g/C Ratio 0.01 0.08 0.08 0.74 0.74Clearance Time (s) 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 16 102 121 2457 1347v/s Ratio Protv/s Ratio Perm c0.00 c0.03 0.03 0.34 c0.73v/c Ratio 0.01 0.37 0.33 0.46 0.99Uniform Delay, d1 68.5 61.4 61.2 7.3 17.9Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 2.3 1.6 0.6 22.3Delay (s) 68.7 63.6 62.8 7.9 40.2Level of Service E E E A DApproach Delay (s) 68.7 63.2 7.9 40.2Approach LOS E E A D

Intersection SummaryHCM 2000 Control Delay 27.0 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.92Actuated Cycle Length (s) 139.8 Sum of lost time (s) 24.0Intersection Capacity Utilization 98.1% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group



Movement SBR SWLLane ConfigurationsTraffic Volume (vph) 5 5Future Volume (vph) 5 5Ideal Flow (vphpl) 1900 1900Total Lost time (s) 6.0Lane Util. Factor 1.00Frpb, ped/bikes 1.00Flpb, ped/bikes 1.00Frt 1.00Flt Protected 0.95Satd. Flow (prot) 1770Flt Permitted 0.95Satd. Flow (perm) 1770Peak-hour factor, PHF 0.92 0.92Adj. Flow (vph) 5 5RTOR Reduction (vph) 0 0Lane Group Flow (vph) 0 5Confl. Peds. (#/hr) 5Turn Type ProtProtected Phases 9Permitted PhasesActuated Green, G (s) 0.7Effective Green, g (s) 0.7Actuated g/C Ratio 0.01Clearance Time (s) 6.0Vehicle Extension (s) 3.0Lane Grp Cap (vph) 8v/s Ratio Prot c0.00v/s Ratio Permv/c Ratio 0.62Uniform Delay, d1 69.4Progression Factor 1.00Incremental Delay, d2 97.8Delay (s) 167.2Level of Service FApproach Delay (s) 167.2Approach LOS F

Intersection Summary

Appendix C:

Intersection Sight Distance Time Gap Calculations

Intersection Sight Distance Time Gap Calculations

AASHTO Standards:

Mattfeldt Avenue:

Left Turn

o Passenger Car = 7.5 sec

o 1 Additional Lane = 0.5 sec

o 24% Grade on Approach = (24‐3)*0.2 sec = 4.2 sec

o Time Gap = 12.2 sec

Right Turn


o 24% Grade on Approach = (24‐3)*0.1 sec = 2.1 sec


Northern Site Entrance

Left Turn


o 1 Additional Lane = 0.5 sec


Right Turn



Documents

Traffic Impact Studytransportation.baltimorecity.gov/sites/default/files/1190...Average Daily Traffic volume on Northern Parkway is 42,660 vehicles per day according to the Maryland