Freeway LOS (Transportation Engineering)
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This document provides an overview of freeway level of service (LOS) determination. It defines key terms like free-flow speed, flow rate, passenger car equivalents, and LOS criteria. The document outlines the process for calculating LOS, which involves determining the free-flow speed, adjusting it based on lane width and other factors, calculating the flow rate, and using the speed-flow curve to find the average speed and density and assign a LOS grade. An example calculation is shown for SR 520 in Seattle at different times of day. Design traffic volumes are also discussed, defining terms like annual average daily traffic and design hourly volume.
Freeway LOS (Transportation Engineering)
- 1. CEE320 Winter2004 Freeway Level of Service CEE 320 Steve Muench
- 2. CEE320 Winter2004 Outline 1. Definitions 2. Level of Service (LOS) 3. Freeway Segment LOS Determination a. Free-flow speed b. Flow Rate 4. Example 5. Design Traffic Volume
- 3. CEE320 Winter2004 I-5 Average Daily Traffic from the WSDOT 2001 Annual Traffic Report
- 4. CEE320 Winter2004 Freeway Defined • A divided highway with full control of access and two or more lanes for the exclusive use of traffic in each direction. • Assumptions – No interaction with adjacent facilities (streets, other freeways) – Free-flow conditions exist on either side of the facility being analyzed – Outside the influence or ramps and weaving areas
- 5. CEE320 Winter2004 Basic Freeway Segment From Highway Capacity Manual, 2000
- 6. CEE320 Winter2004 Definitions • Freeway Capacity – The maximum sustained 15-min flow rate, expressed in passenger cars per hour per lane, that can be accommodated by a uniform freeway segment under prevailing traffic and roadway conditions in one direction of flow.
- 7. CEE320 Winter2004 Definitions – Flow Characteristics • Undersaturated – Traffic flow that is unaffected by upstream or downstream conditions. • Queue discharge – Traffic flow that has just passed through a bottleneck and is accelerating back to the FFS of the freeway. • Oversaturated – Traffic flow that is influenced by the effects of a downstream bottleneck. From Highway Capacity Manual, 2000
- 8. CEE320 Winter2004 Speed vs. Flow Flow (veh/hr) Speed(mph)Sf Free Flow Speed Optimal flow, capacity, vm Uncongested Flow Congested Flow Sm
- 9. CEE320 Winter2004 Uncongested Flow From Highway Capacity Manual, 2000
- 10. CEE320 Winter2004 Definitions – Free-Flow Speed • Free-Flow Speed (FFS) – The mean speed of passenger cars that can be accommodated under low to moderate flow rates on a uniform freeway segment under prevailing roadway and traffic conditions. • Factors affecting free-flow speed – Lane width – Lateral clearance – Number of lanes – Interchange density – Geometric design
- 11. CEE320 Winter2004 Definitions • Passenger car equivalents – Trucks and RVs behave differently – Baseline is a freeway with all passenger cars – Traffic is expressed in passenger cars per lane per hour (pc/ln/hr or pcplph) • Driver population – Non-commuters suck more at driving – They may affect capacity • Capacity – Corresponds to LOS E and v/c = 1.0
- 12. CEE320 Winter2004 Definitions – Level of Service (LOS) • Chief measure of “quality of service” – Describes operational conditions within a traffic stream. – Does not include safety – Different measures for different facilities • Six measures (A through F) • Freeway LOS – Based on traffic density
- 13. CEE320 Winter2004 Freeway Segment LOS • LOS A – Free-flow operation • LOS B – Reasonably free flow – Ability to maneuver is only slightly restricted – Effects of minor incidents still easily absorbed FromHighwayCapacityManual,2000
- 14. CEE320 Winter2004 Levels of Service • LOS C – Speeds at or near FFS – Freedom to maneuver is noticeably restricted – Queues may form behind any significant blockage. • LOS D – Speeds decline slightly with increasing flows – Density increases more quickly – Freedom to maneuver is more noticeably limited – Minor incidents create queuing FromHighwayCapacityManual,2000
- 15. CEE320 Winter2004 Levels of Service • LOS E – Operation near or at capacity – No usable gaps in the traffic stream – Operations extremely volatile – Any disruption causes queuing • LOS F – Breakdown in flow – Queues form behind breakdown points – Demand > capacity FromHighwayCapacityManual,2000
- 17. CEE320 Winter2004 LOS Calculation • Does not consider – Special lanes reserved for a particular type of vehicle (HOV, truck, climbing, etc.) – Extended bridge and tunnel segments – Segments near a toll plaza – Facilities with FFS < 55 mi/h or > 75 mi/h – Demand conditions in excess of capacity – Influence of downstream blockages or queuing – Posted speed limit – Extent of police enforcement – Intelligent transportation system features – Capacity-enhancing effects of ramp metering
- 18. Input Geometric Data Measured FFS or BFFS Volume BFFS Adjustment Lane width Number of lanes Interchange density Lateral clearance Volume Adjustment PHF Number of lanes Driver population Heavy vehicles Compute FFS Compute flow rate Define speed-flow curve Determine speed using speed-flow curve Compute density using flow rate and speed Determine LOS BFFS Input Measured FFS Input
- 20. CEE320 Winter2004 Determining FFS • Measure FFS in the field – Low to moderate traffic conditions • Use a baseline and adjust it (BFFS) IDNLCLW ffffBFFSFFS −−−−= FFS = free-flow speed (mph) BFFS = base free-flow speed, 70 mph (urban), 75 mph (rural) fLW = adjustment for lane width (mph) fLC = adjustment for right-shoulder lateral clearance (mph) fN = adjustment for number of lanes (mph) fID = adjustment for interchange density (mph)
- 21. CEE320 Winter2004 Lane Width Adjustment (fLW) • Base condition (fLW = 0) – Average width of 12 ft. or wider across all lanes From Highway Capacity Manual, 2000
- 22. CEE320 Winter2004 Lateral Clearance Adjustment (fLC) • Base condition (fLC = 0) – 6 ft. or greater on right side – 2 ft. or greater on the median or left side From Highway Capacity Manual, 2000
- 23. CEE320 Winter2004 Number of Lanes Adjustment (fN) • Base condition (fN = 0) – 5 or more lanes in one direction – Do not include HOV lanes – fN = 0 for all rural freeway segments From Highway Capacity Manual, 2000
- 24. CEE320 Winter2004 Interchange Density Adjustment (fIC) • Base condition (fIC = 0) – 0.5 interchanges per mile (2-mile spacing) – Interchange defined as having at least one on-ramp – Determined over 6-mile segment From Highway Capacity Manual, 2000
- 25. CEE320 Winter2004 Determining Flow Rate • Adjust hourly volumes to get pc/ln/hr pHV p ffNPHF V v ××× = vp = 15-minute passenger-car equivalent flow rate (pcphpl) V = hourly volume (veh/hr) PHF = peak hour factor N = number of lanes in one direction fHV = heavy-vehicle adjustment factor fP = driver population adjustment factor
- 26. CEE320 Winter2004 Peak Hour Factor (PHF) • Typical values – 0.80 to 0.95 – Lower PHF characteristic or rural or off-peak – Higher PHF typical of urban peak-hour 415 × = V V PHF V = hourly volume (veh/hr) for hour of analysis V15 = maxiumum 15-min. flow rate within hour of analysis 4 = Number of 15-min. periods per hour
- 27. CEE320 Winter2004 Heavy Vehicle Adjustment (fHV) • Base condition (fHV = 1.0) – No heavy vehicles – Heavy vehicle = trucks, buses, RVs • Two-step process – Determine passenger-car equivalents (ET) – Determine fHV
- 28. CEE320 Winter2004 Passenger-Car Equivalents (ET) • Extended segments method – Determine the type of terrain and select ET – No one grade of 3% or more is longer than 0.25 miles OR – No one grade of less than 3% is longer than 0.5 miles From Highway Capacity Manual, 2000
- 29. CEE320 Winter2004 Passenger-Car Equivalents (ET) • Specific grades method – Any grade of 3% or more that is longer than 0.25 miles OR – Any grade of less than 3% that is longer than 0.5 miles From Highway Capacity Manual, 2000
- 31. CEE320 Winter2004 Determine Average PC Speed (S) For 70 < FFS ≤ 75 mph AND (3400 – 30FFS) < vp ≤ 2400 For 55 < FFS ≤ 70 mph AND (3400 – 30FFS) < vp ≤ (1700 + 10FFS) For 55 < FFS ≤ 75 mph AND vp < (3400 – 30FFS) − −+ −−= 6.2 100030 340030 3 160 FFS FFSv FFSFFSS p ( ) − −+ −−= 6.2 170040 340030 3407 9 1 FFS FFSv FFSFFSS p FFSS = Freeway LOS
- 33. CEE320 Winter2004 Passenger-Car Equivalents (ET) • Composite grades method – Determines the effect of a series of steep grades in succession – Method OK if… • All subsection grades are less than 4% OR • Total length of composite grade is less than 4000 ft. – Otherwise, use a detailed technique in the Highway Capacity Manual (HCM) From Highway Capacity Manual, 2000
- 34. CEE320 Winter2004 Determine fHV ( ) ( )111 1 −+−+ = RRTT HV EPEP f fHV = Heavy vehicle adjustment factor ET, ER = Passenger-car equivalents for trucks/buses and RVs PT, PR = Proportion of trucks/buses and RVs in traffic stream
- 35. CEE320 Winter2004 Driver Population Adjustment (fP) • Base condition (fP = 1.0) – Most drivers are familiar with the route • Commuter drivers – Typical values between 0.85 and 1.00 • Two-step process – Determine passenger-car equivalents (ET) – Determine fHV
- 36. CEE320 Winter2004 Define Speed-Flow Curve Select a Speed-Flow curve based on FFS From Highway Capacity Manual, 2000
- 37. CEE320 Winter2004 Determine Average PC Speed (S) Use vp and FFS curve to find average passenger car speed (S) From Highway Capacity Manual, 2000
- 38. CEE320 Winter2004 Determine Density • Calculate density using: S v D p = D = density (pc/mi/ln) vp = flow rate (pc/hr/ln) S = average passenger-car speed (mph)
- 39. CEE320 Winter2004 LOSCriteriaforBasicFreewaySegments FromHighwayCapacityManual,2000 Determine LOS
- 40. CEE320 Winter2004 Example Geometry • 11 ft. lane width • Left lateral clearance = 5 ft. • Right lateral clearance = 4 ft. Other • 7 am PHF = 0.95 • 10 pm PHF = 0.99 • 2% trucks • 3% buses Determine the typical LOS for SR 520 eastbound near Microsoft (MP 10.25 – shown in the picture below) at 7 a.m. and 10 p.m. from WSDOT’s SRWeb http://srview.wsdot.wa.gov/
- 43. CEE320 Winter2004 Determine FFS In a 6-mile stretch from I-405 to Redmond there are 5 interchanges from Microsoft MapPoint
- 45. CEE320 Winter2004 At 7am the ½ hour volume is about 4000 veh/hr At 10 pm the ½ hour volume is about 1700 veh/hr Graph from the Puget Sound Regional Council’s Puget Sound Trends, No. T6, July 1997 Determine Flow Rate (vp)
- 50. CEE320 Winter2004 Design Traffic Volumes • Need to select the appropriate hourly traffic volume to get the design LOS
- 51. CEE320 Winter2004 Definitions • Annual average daily traffic (AADT) – Annual traffic averaged on a daily basis • Design hourly volume (DHV) – Traffic volume used for design calculations – Typically between the 10th and 50th highest volume hour of the year (30th highest is most common) • K-factor – Relationship between AADT and DHV AADT DHV K =
- 52. CEE320 Winter2004 Definitions • Directional distribution factor (D) – Factor reflecting the proportion of peak-hour traffic traveling in the peak direction – Often there is much more traffic in one direction than the other • Directional design-hour volume (DDHV) AADTDKDDHV ××=
- 53. CEE320 Winter2004 Typical Graph HourlyvolumeasaproportionofAADT Number of hours (annually) with specified or greater volumes 20 40 10060 800 0.10 0.15 0.14 0.13 0.12 0.11 Highest 100 Hourly Volumes Over a One-Year Period for a Typical Roadway
- 54. WSDOT Graphs
- 55. CEE320 Winter2004 Primary References • Mannering, F.L.; Kilareski, W.P. and Washburn, S.S. (2003). Principles of Highway Engineering and Traffic Analysis, Third Edition (Draft). Chapter 6 • Transportation Research Board. (2000). Highway Capacity Manual 2000. National Research Council, Washington, D.C.
Editor's Notes
- #9: Lots of measurements in the top part, a few in the queue part and a few in the congested part Segment 1 = top part = uncongested Segment 2 = straight part = queue discharge Segment 3 = bottom part = within a queue
- #23: Measured from the edge of the paved shoulder to the nearest edge of the traveled lane No adjustments for left side
- #25: 3 miles upstream and 3 miles downstream
- #26: You measure or are given V
- #28: 3 miles upstream and 3 miles downstream
- #29: Level = any combo of alignments permitting heavy vehicles to maintain approximately the same speed as passenger cars. Generally includes short grades of no more than 2% Rolling = causes heavy vehicles to reduce speed substantially below passenger cars but does not cause them to operate at their limiting speed for the given terrain for any significant length of time or at frequent intervals Mountainous = causes heavy vehicles to operate at their limiting speed for significant distances or at frequent intervals
- #30: No RVs for downgrades
- #34: No RVs for downgrades
- #37: Interpolation is OK 75 mph is dashed because is was extrapolated from the 70 mph curve
- #38: Interpolation is OK 75 mph is dashed because is was extrapolated from the 70 mph curve
- #40: Usually you can easily tell from the graph but it’s a good idea to check here Density defines LOS!
- #42: FFS = BFFS – fLW – fLC – fN – fID Assume BFFS is 70 mph for urban freeway fLW = 1.9 fLC = 0.8 (do we use 2 or 3 lanes in one direction?) use 3 – this determines speed
- #43: FFS = BFFS – fLW – fLC – fN – fID Assume BFFS is 70 mph for urban freeway fLW = 1.9 fLC = 0.8 (do we use 2 or 3 lanes in one direction?) use 3 – this determines speed fN = 4.5 (do not include the HOV lane)
- #44: IC density = 5/6 = 0.833 interchanges/mile Interpolating from the table we get 1.68
- #45: FFS = BFFS – fLW – fLC – fN – fID FFS = 70 – 1.9 – 0.8 – 4.5 – 1.7 = 61.1 mph
- #46: ½ hour volume is in both directions Therefore the 1-hour volume in one direction is the same because there are 4 lanes total (2 in each direction)
- #47: ET = 1.5 Assume there are no RVs fHV = 1/(1+PT(ET-1) + PR(ER-1) fHV = 1/(1+0.05(1.5-1) + 0(1.2-1) = 0.9756 Assume commuters, therefore fP = 1.00 Vp = 4000 vph / (0.95)(2)(0.9756)(1.00) = 2158 pcplph
- #48: FFS = 61.1 mph Vp = 2158 pcplph S = about 56 mph Looks like LOS E Density = 2158/56 = 38.5 pc/mi/ln
- #49: Density = 2158/56 = 38.5 pc/mi/ln LOS E at 7am At 10 pm Vp = 1700/(0.99)(2)(0.9756)(1.00) = 880 pc/ln/hr S = 61.1 mph (still in free-flow area) D = 880/61.1 = 14.4 pc/mi/ln LOS B