operational and safety tradeoffs — narrowing freeway lanes and shoulders to add an additional...
TRANSCRIPT
Reducing Lane and Shoulder Width to Permit an Additional
Lane on a Freeway
June 7,2016
Karen Dixon, Ph.D., P.E.Kay Fitzpatrick, Ph.D., P.E.
Raul Avelar, Ph.D., P.E.
Presentation Overview
• Background Information
• Operational Analysis
• Safety Analysis
• Questions
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Typical Lane and Shoulder Widths
Agency Lane Widths
Shoulder Widths
AASHTO 12 feet Right: 10 feetLeft: 4 feet (2 through lanes), 10 feet (≥ 3 through lanes)
TxDOT 12 feet Same as AASHTO
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Operational Effects – Lane Width
Average Lane Width
(feet)
Reduction in FFS (mph)
≥ 12 0.0
≥ 11 – 12 1.9
≥ 10 – 11 6.6
FFS Adjustment based on Freeway Lane Width
Source: Highway Capacity Manual, Exhibit 11-8, p. 11-11 (TRB, 2010)
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Operational Effects – ShoulderWidth / Lateral Offset
Right-Side
Lateral Clearance
(feet)
Lanes in One Direction
2 3 4 ≥ 5
≥ 6 0.0 0.0 0.0 0.0
5 0.6 0.4 0.2 0.1
4 1.2 0.8 0.4 0.2
3 1.8 1.2 0.6 0.3
2 2.4 1.6 0.8 0.4
1 3.0 2.0 1.0 0.5
0 3.6 2.4 1.2 0.5
FFS Reduction (mph) for Freeway Right-Side Lateral Clearance
Source: Highway Capacity Manual, Exhibit 11-9, p. 11-12 (TRB, 2010)
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Operational Effects – Influential Factors or Performance Measures to Note
• Physical dimensions (including minimum values present) and bounding condition (Barrier or Guardrail? Sideslope?)
• Heavy vehicle volume
• Balance of lane width (and distribution) with companion shoulder width
• Free flow speed
• Lane capacity and lane location
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Safety Effects – Lane & Shoulder Width (3% to 11% increase in crashes)
Treatment
Traffic Volume
AADT (vehicles /
day)
Crash Type
(Severity)CMF
Std.
Error
4 to 5 lane
conversion
79,000 to 128,000
one direction
All types (All severities) 1.11 0.05
All types (Injury and Non-injury
tow-away)1.10 0.07
All types (Injury) 1.11 0.08
5 to 6 lane
conversion
77,000 to 126,000
one direction
All types (All severities) 1.03 0.08
All types (Injury and Non-injury
tow-away)1.04 0.10
All types (Injury) 1.07 0.10
Base Condition: 4 or 5 lanes (12 feet wide) depending on initial roadway geometry
Crash Effects of Adding Lanes by Narrowing Existing Lanes and Shoulders
Source: Adapted from the Highway Safety Manual, Table 13-5, p. 13-10 (AASHTO, 2010)
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Safety Effects – Lane Width for Texas Urban Freeways (Increase of 7%)
Lane Width
(feet)
Number of Through Lanes (in one direction)
2 3 4 5
10 1.07 1.06 1.06 1.07
10.5 1.06 1.05 1.05 1.05
11 1.04 1.03 1.03 1.03
11.5 1.02 1.02 1.02 1.02
12 1.00 1.00 1.00 1.00
Base Condition: Lane width of 12 feet
Lane Width CMF Values for Texas Urban Freeways (Injury + Fatal Crashes)Source: Roadway Safety Design Workbook
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Safety Effects – Right Shoulder for Texas Urban Freeways (Increase of 3% to 6%)
Shoulder
Width (feet)
Number of Through Lanes (in one direction)
2 3 4 5
≤ 6 1.06 1.04 1.03 1.03
7 1.05 1.03 1.02 1.02
8 1.03 1.02 1.01 1.01
9 1.02 1.01 1.01 1.01
10 1.00 1.00 1.00 1.00
11 0.99 0.99 0.99 0.99
12 0.97 0.98 0.99 0.99
Base Condition: Outside shoulder width of 10 feet
Outside (Right) Shoulder Width CMF Values for Texas Urban Freeways (Injury + Fatal Crashes)
Source: Roadway Safety Design Workbook
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Safety Effects – Left Shoulder for Texas Urban Freeways (Increase of 7% up to 16%)
Shoulder Width
(feet)
Number of Through Lanes (in one direction)
2 3 4 5
0 1.07 1.16 1.14 1.15
1 1.05 1.14 1.12 1.13
2 1.04 1.12 1.11 1.12
3 1.02 1.11 1.09 1.10
4 1.00 1.09 1.08 1.08
5 0.98 1.07 1.06 1.07
6 0.97 1.06 1.05 1.05
7 0.95 1.04 1.04 1.04
8 0.93 1.03 1.02 1.03
9 0.92 1.01 1.01 1.01
10 0.90 1.00 1.00 1.00
Base Condition: Inside shoulder width of 4 feet for 2 lanes in one direction, and 10 feet for ≥
3 lanes in one direction.
Inside (Left) Shoulder Width CMF Values for Texas Urban Freeways (Injury + Fatal Crashes)
Source: Roadway Safety Design Workbook
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Operational Analysis
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Source of Speed Data
• TxDOT sensors – per lane data
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Sensor in Dallas
Number of Speed Sites
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CityLanes with 11-ft Width
Lanes with 12-ft Width
Total Number of Lanes
Dallas 52 30 82
Houston 16 47 63
San Antonio
15 43 58
Total 83 121 204
Locations of Speed Sites
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San AntonioHoustonDallas
Speed Site Variables (slide 1 of 3)
• Number of general purpose lanes on freeway (per direction)
• Posted speed limit (mph) – 60, 65, or 70 mph
• Lane width (ft) – 11 or 12 ft
• Left shoulder width (ft)
• Right shoulder width (ft)
• Median width (ft)
• Median type – grass or concrete barrier
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Speed Site Variables (slide 2 of 3)
• To right and left of the lane:
– Lane = another lane
– Shoulder = either right or left shoulder
– Speed change lane
– Buffer + pylons (separates managed lanes from general purpose lanes)
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Speed Site Variables (slide 3 of 3)
• Ramps
– Distance to next ramp – downstream (ft)
– Distance to next ramp – upstream (ft)
– Number of ramps within 1.5 miles – downstream
– Number of ramps within 1.5 miles – upstream
• Curvature – engineering judgment (yes/no)
– Horizontal
– Vertical
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Other Variables for Speed Study
• Speed – average operating speed per lane for 5-minute time period (mph)
• City – Dallas, Houston, or San Antonio
• Volume – 5 min/lane volume
• Natural light level – day or night
• Day of week – Wednesday or Saturday
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Speed Data Filters
• Removed all HOV lanes
• Removed lanes with widths > 12 due to being in a merging area
• Removed the following (served as surrogate to identify free-flow speeds)– Speeds < 50 mph
– 5-min volume > 250 veh
• Removed speed data that occurred within 30 minutes of sunrise or sunset
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Number of Speed Measurements
11-ft Lane Width 12-ft Lane WidthNumber of
LanesFrequency
Number of Lanes
Frequency
2 0 2 3,0053 108,715 3 110,5754 123,684 4 87,1195 108,296 5 125,903
All 340,695 All 326,602
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Speed Data Analysis Technique
• Perform cross-sectional evaluation on speed, volume, site characteristics
• Evaluate operational effects via statistical analysis:
– Objective: model operational speed to isolate its relationship with lane and shoulder width, after accounting for other influential variables
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Resulting Speed Model Variables
• Significant variables
– Volume
– Natural light level (day or night)
– Day of the week (Saturday or Wednesday)
– Use of the space neighboring the lane (To_Leftand To_Right)
– Median type (grass or barrier)
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Final Model for a Freeway LaneSpeed = 67.80
– 0.00018V25-min/lane (between 0 and 250 veh)
+ 4.60(if grass median, concrete barrier otherwise)
+ 2.21(if 12 ft lane width, 11 ft otherwise)
+ 3.62(if buffer + pylons to left)
+ 2.03(if shoulder to left)
– 3.89(if speed change lane to right)
– 4.39(if shoulder to right)
– 2.00(if night, daytime otherwise)
– 1.47(if Wednesday, Saturday otherwise)
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Identifies lane placement –only one of these conditions will apply
Examples of Predicted Speeds
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Speed Study Key Findings
• Lane width – 12 ft lanes are about 2.2 mph faster than 11 ft lanes (other variables held constant)
• Shoulder width – for this dataset, shows influence for left-most lane that are 11 ft wide (1.1 mph / 1 ft change in shoulder width)
• Freeway speeds are lower at night (2 mph) and higher on the weekend (1.5 mph, Saturday compared to Wednesday)
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Safety (Number of Crashes)
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Site Selection
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• Site = one direction (similar to operations)
• Define freeway segments to coincide with speed spot locations (when possible)
• Additional sites were also located
• No site included a ramp within its limits
Location of Safety Sites
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San AntonioHoustonDallas
Crash Data
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• Freeway crashes for years 2010 – 2013
• Data were disaggregated in 6-month periods to correctly account for changes in cross sections
• Unit of analysis is segment-years for each site:1 segment-period:
(length of segment)x(analysis period length)
Summary Statistics
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Variable Mean Min Max Total
Total Crashes 4.1 0 37 2202
KAB Crashes 0.8 0 6 407
Period Length (yr) 0.48 0.08 0.50 -
AADT (vpd) 152,163 200 281,450 -
Segment Length (ft) 1897.2 618 4510 -
Number of Lanes 3.8 2 6 -
All Lanes Width (ft) 45.2 24 73 -
Average Lane Width (ft) 11.8 10.8 12.5 -
Left Shoulder Width (ft) 9.1 1.3 22.9 -
Right Shoulder Width (ft) 10.3 2.0 14.8 -
Closest Downstream Ramp (ft) 1861.2 17 6938 -
Closest Upstream Ramp (ft) 1738.7 320 7170 -
N = 536
Resulting Crash Model Variables
AADT
Number of Lanes
Right Shoulder
Left Shoulder
Distance to upstream ramps
Distance to downstream ramps
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Final Model for Total Crashes
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NTotal= 1.0027 × L × AADT0.539
× e −1.0243 Ramp_Up_D −1.0877 Ramp_Dn_D
× e −0.0241 NLane×Lane_WAvg
× e −0.0735 R_Shld_W −0.0646 L_Shld_W
A negative sign indicates a reduction in crashes when these variables increase
Final Model for KAB Crashes
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NKAB= 0.0514 × L × AADT0.662
× e −1.5787 Ramp_Up_D −0.8659 Ramp_Dn_D
× e −0.0253 NLane×Lane_WAvg
× e −0.0956 R_Shld_W −0.0547 L_Shld_W
Safety Study Key FindingsCrashes vs. Lane Width
5% fewer KAB crashes at 2-Lane (2-L) freeways with 12 ft lane widths, compared to 2-L freeways with 11 ft lane widths
12% fewer KAB crashes at 5-Lane (5-L) freeways with 12 ft lane widths, compared to 5-L freeways with 11 ft lane widths
Similar trends occur for Total Crashes
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Safety Study Key FindingsCrashes vs. Number of Lanes
24% fewer KAB crashes per additional lane when the average lane is 11 ft
26% fewer KAB crashes per additional lane when the average lane is 12 ft
Similar trends for Total Crashes
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Safety Study Key FindingsCrashes vs. Shoulder Widths
5% fewer KAB crashes per additional foot of left shoulder width
9% fewer KAB crashes per additional foot of right shoulder width
Similar trends for Total Crashes
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Example Application of Models
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Example Problem #1What is the expected daytime operating speed on a weekday for a freeway lane with the following characteristics:
• Hourly volume = 1200 vph (100 veh/5-min),
• Number of lanes = 3,
• Lane width = 12 ft,
• Median type = concrete barrier, and
• Lane position of interest = center lane.
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Solution – Example #1
Hourly volume rate of 1200 veh/hr corresponds to 100 veh/5-
min = (1200 veh/hr)/(20 5-min/hr periods)].
Center lane in a 3-lane freeway section has a lane on both the
right and left.
Wednesday can be considered a representative weekday.
Speed = 67.80 – 0.00018(100)25-min/lane + 4.60(0) + 2.21(1) +
3.62(0) + 2.03(0) – 3.89(0) – 4.39(0) – 2.00(0) – 1.47(1) =
66.7 mph
Conclusion: An operating speed of approximately 67 mph can be
expected for the freeway lane.
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Example Problem #2
What is the expected total number of crashes and number of injury crashes for a freeway section with the following characteristics:
• Length= 0.5 miles
• Number of Lanes = 4 (average width of 12 feet each)
• AADT=150,000 vpd
• Right Shoulder Width = 10 ft
• Left Shoulder Width = 6 ft
• Distance to closest upstream ramp = 0.5 mi,
• Distance to closest downstream ramp = 1.0 mi
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Solution – Example #2
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𝑁𝑇𝑜𝑡𝑎𝑙 = 1.0027 × 0.5 × 150,0000.539 ×
𝑒 −1.0243 0.5 −1.0877 1.0 −0.0241 4×12 −0.0735 10 −0.0646 6 = 6.39
𝑁𝐾𝐴𝐵 = 0.0514 × 0.5 × 150,0000.662 ×
𝑒 −1.5787 0.5 −0.8659 1.0 −0.0253 4×12 −0.0956 10 −0.0547 6 =1.08
Conclusion: A total number of approximately 6 to 7 crashes,
including 1 injury crash, can be expected for the freeway location.
Example Problem #3
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𝐶ℎ𝑎𝑛𝑔𝑒 𝑖𝑛 𝐶𝑟𝑎𝑠ℎ𝑒𝑠
= e[ −2.53 ×10−2 × 55−48 + −9.56 ×10−2 × 8−10 + −5.47 ×10−2 × 1−6 ] = 1.33
Summary
• Speed predicted based on specific lane
• Adding lanes will result in:
– Increased capacity
• Narrowing lanes and shoulders will result in:
– Increased number of crashes and reduced speeds
• Methods can be used to minimize safety impacts by optimizing lane and shoulder width effects
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Questions?
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