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                        Desk Reference to the Handbook for Designing Roadways for the Aging Population


            
            In This Section
        Other Safety Areas
                Road Diets
                Lighting and Visibility
                                Overview
                Sign Retroreflectivity
                Pavement Markings
                Roadway Lighting
                Focused Approach to Safety
                Motorcyclist Safety
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                Chapter 4. Roadway Segments
This section of the Desk Reference illustrates treatments designed to facilitate the safety of aging drivers on specific types of roadway segments. It contains four proven practices and six treatments that promise to support the needs of aging drivers.

Proven Practices

Horizontal Curves
	Vertical Curves
	Passing Zones
	Lane Control DevicesPromising Practices

Lane Drop Markings
	Contrast Markings on Concrete Pavement
	Utilize Highly Retroreflective Marking Material
	Curve Warning Markings
	Road Diets
	High Friction Surface TreatmentsProven Practices

33. Horizontal Curves

A. Edge Lines

White edge lines on horizontal curves (see Figure 51) are to be maintained at the following in-service contrast levels:

A-1. On highways without median separation of opposing directions of traffic, the recommended minimum in-service contrast level for edgelines on horizontal curves is 5.0.
	A-2. On highways where median barriers effectively block the drivers' view of oncoming headlights or where median width exceeds 50 ft, the recommended minimum in-service contrast level for edgelines on horizontal curves is 3.75.Contrast should be calculated according to the formula shown for Treatment 3: Channelization on page 10:

Figure 51. A picture of a horizontal curve to the right on a two-lane rural highway, with post-mounted chevrons on the left roadside, painted white edgelines, and raised pavement markers in the centerline.

Figure 51. White edge lines, centerline RPMs, and chevrons on a horizontal curve

B. Retroreflective Pavement Markers

The use of retroreflective raised pavement markers (RPMs) is recommended to improve the visibility of surface delineation treatments on horizontal curves in the following situations where demands on motorists for path maintenance and vehicle guidance are increased:

B-1. For curves with radii greater than 1640 ft and less than 3280 ft, it is recommended that standard centerline markings be supplemented with RPMs installed at standard spacing (i.e., 40 ft apart), and that they be applied for a distance of 5 s of driving time (at 85th percentile speed) on the approach to the curve and continued throughout the length of the curve. [See time-speed-distance table on page 5 of the Handbook.]
	B-2. Where engineering judgment indicates that nighttime wet pavement visibility for surface delineation treatments is a priority for safe operations, regardless of curve radius, the use of RPMs is recommended.C. Post-Mounted Delineators

In addition to the installation of chevron alignment signs (W1-8) as specified in the MUTCD, roadside post-mounted delineators should be installed on horizontal curves with approximate uniform spacing as shown in Table 7.

Table 7. Recommended spacing for post-mounted delineators.
	Radius of Curve (Feet)
			Approximate Spacing (Feet)< 600
			40700
			75800
			80900
			85> 1000
			90Note: Spacing for curves greater than 600 ft based on the following formula from the MUTCD (Table 3D-1):

Approximate spacing on curve (S) equals 3 times the square root of the quantity the radius of the curve in feet minus 50 raised to 0.5.

Where:

S = approximate spacing on curve (ft)
R = radius (ft)

D. Pavement Width

On two-lane rural roads, the combined (lane plus shoulder) paved width in one direction should be at least 18 ft throughout the length of the curve for a horizontal curve with a radius less than 1900 ft.

The rationale and supporting evidence for this treatment can be found beginning on page 260 of the Handbook.

34. Vertical Curves

A. Perception-Reaction Time

Strict adherence to a perception-reaction time (PRT) of at least 2.5 s for a roadway hazard obscured by vertical curvature should be used in the design of new and reconstructed facilities.

B. Passive Warning Sign

Where a need has been determined for installation or replacement of a device to warn motorists that sight distance is restricted by a crest vertical curve, use the 30-in ×30-in HILL BLOCKS VIEW sign (MUTCD W7-6) with an Advisory Speed plaque (MUTCD W13-1P) as shown in Figure 52.

Figure 52. An image of a 'HILL BLOCKS VIEW' (MUTCD W7-6) sign above a supplemental '35 MPH' (MUTCD W13-1P) plaque.

Figure 52. (MUTCD W7-6 and W13-1P)

C. Active Warning Sign

If a signalized intersection is obscured by vertical curvature in a manner that the signal becomes visible at a preview distance of 8 s or less (at operating speed), then it is recommended that, in addition to the standard advance signal warning sign (MUTCD W3-3), a BE PREPARED TO STOP warning sign (MUTCD W3-4) and WHEN FLASHING plaque (MUTCD W16-13) be used along with a warning beacon interconnected with the traffic signal controller (see Figure 53). The yellow warning beacon should be activated at a sufficient interval prior to the onset of the yellow signal phase and sustained after the onset of the green signal phase to take into account the end of queues experienced during peak traffic conditions, as determined through engineering study. [See time-speed-distance table on page 5.]

Figure 53. An image of a 'BE PREPARED TO STOP' (MUTCD W3-4) sign above a supplemental 'WHEN FLASHING' (MUTCD W16-13) plaque.  Two yellow beacons are mounted above the two signs.

Figure 53. (MUTCD W3-4 and W16-13)

The rationale and supporting evidence for these treatments can be found beginning on page 272 of the Handbook.

35. Passing Zones

A. Passing Sight Distance

To accommodate age-related difficulties in judging gaps and longer decision-making and reaction times exhibited by aging drivers, use the most conservative minimum required passing sight distance (PSD) values from the 2009 MUTCD, Table 3B-1. See Table 8.

Table 8. Minimum passing sight distances for no-passing zone markings.
	85th-Percentile or Posted or Minimum Passing
			Statutory Speed Limit Sight Distance25 mph
			450 feet30 mph
			500 feet35 mph
			550 feet40 mph
			600 feet45 mph
			700 feet50 mph
			800 feet55 mph
			900 feet60 mph
			1,000 feet65 mph
			1,100 feet70 mph
			1,200 feetB. Pennant

The MUTCD oversized (48-in ×64-in ×64-in) NO PASSING ZONE pennant (W14-3), or the standard size (36 in ×48 in ×48 in) pennant using fluorescent yellow retroreflective sheeting, is recommended as a high-conspicuity supplement to conventional centerline pavement markings at the beginning of no passing zones (see Figure 54).

Figure 54. An image of a 'NO PASSING ZONE' (MUTCD W14-3) sign.

Figure 54. (MUTCD W14-3)

C. Passing Lanes

To the extent feasible for new or reconstructed two-lane facilities, the implementation of passing/overtaking lanes (in each direction) at intervals of no more than 3.1 mi is recommended.

The rationale and supporting evidence for these treatments can be found beginning on page 277 of the Handbook.

36. Lane Control Devices

A. Pixel Specifications

To increase the legibility distance of overhead lane-control signal indications for prohibited movements (red X), use a double-stroke arrangement of pixels that are small (approximating 0.15 in diameter) and closely spaced (approximating 0.70 in center-to-center), as shown in Figure 55.

Figure 55. An image of a lane control signal showing the layout of LEDs to display a red 'X' and a green downward arrow.

Figure 55. Lane control signal (adapted from Ullman et al. 1996)

The rationale and supporting evidence for these treatments can be found beginning on page 281 of the Handbook.

Promising Practices

37. Lane Drop Markings

Where a through lane becomes a mandatory turn lane at an intersection or becomes a mandatory exit lane at an interchange, a "dotted" lane line should be used to separate the continuing through lane from the mandatory turn or mandatory exit lane, as described in Section 3B.04 of the 2009 MUTCD and as shown in Figure 56.

Figure 56. A picture showing half of a section of a four-lane freeway containing an approach to a freeway exit ramp.  The left edge of the auxiliary lane into the exit ramp is defined by white dotted lane line markings.

Figure 56. Dotted lane line markings at freeway lane drop

The rationale and supporting evidence for these treatments can be found beginning on page 284 of the Handbook.

38. Contrast Markings on Concrete Pavement

Contrast markings should be used wherever the pavement color is light to increase visibility of pavement markings (see MUTCD Section 3A.05 and Figure 57).

Figure 57. A picture of a section of eight-lane freeway with concrete surface on which the traditional white broken lane lines are supplemented by black broken lane lines.  The black lines are immediately downstream of the white lines to provide contrast to the white markings.

Figure 57. Contrast markings on light colored pavement

The rationale and supporting evidence for these treatments can be found beginning on page 284 of the Handbook.

39. Utilize Highly Retroreflective Marking Material

To maintain visibility under adverse driving conditions, use highly retroreflective marking material.

The rationale and supporting evidence for these treatments can be found beginning on page 285 of the Handbook.

40. Curve Warning Markings

Curve warning pavement markings, such as shown in Figure 58, should be considered as a supplement to curve warning signs at horizontal curves identified as a safety problem.

Figure 58. A picture of an approach to a horizontal curve on which the word 'SLOW', a right arrow, and two white transverse lines have been painted on the pavement surface.

Figure 58. Curve warning markings (MUTCD:5)

The rationale and supporting evidence for these treatments can be found beginning on page 285 of the Handbook.

41. Road Diets

When performing an evaluation or road safety audit of a roadway segment that may be redesigned or reconstructed, a road diet should be included among the options to be considered. An example of a completed road diet is shown in Figure 59.

Figure 59. A picture of a highway section that has been converted into one travel lane in each direction with a center two-way left-turn lane.

Figure 59. Example of a road diet

The rationale and supporting evidence for these treatments can be found beginning on page 286 of the Handbook.

42. High Friction Surface Treatments

High friction surface treatments (HFST) are recommended on horizontal and vertical curves (such as the example shown in Figure 60), at intersections, at on and off-ramps, on bridge decks, locations prone to frequent rain, snow, or ice, or where additional side friction is beneficial.

Figure 60. A picture of a horizontal curve to the left on which the approach lane has been treated with a high-friction surface treatment.

Figure 60. High friction surface treatment on a Horizontal Curve
      
  Book traversal links for Chapter 4. Roadway Segments
      ‹ Chapter 3. Interchanges
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                Book:Desk Reference to the Handbook for Designing Roadways for the Aging Population
              Technical Report Documentation Page
                Chapter 1. Introduction to the Desk Reference
                Chapter 2. Intersections
                Chapter 3. Interchanges
                Chapter 4. Roadway Segments U.S. DEPARTMENT OF TRANSPORTATION

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