Session 3: Guardrail Design and Sitespecific. Considerations

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1 FHWA Roadway Departure Technology Transfer Roadside Safety Systems Installer Training : Guardrail Design and Sitespecific Installation Considerations 3-1

2 Course Topics Session 2 Testing Requirements and Performance Characteristics of Common Barrier Systems, Terminals and Crash Cushions Guardrail Design and Sitespecific Installation Considerations 3-2

3 Objectives Define Barrier Length of Need (LON) and Explain its Basis Evaluate Examples of Field Installations Apply a Field Procedure to Check LON Adequacy Describe the Basic Principles of an Optimal Barrier Installation 3-3

4 Outline Length of Need (LON) Guardrail Placement Special Situations Guardrail over Low Fill Culvert Guardrail Posts in Rock/Mowing Strips Guardrail at Turnout Weathering Steel Guardrail Steel-backed Timber Rail Transitions to Bridge Railings/Parapets 3-4

5 Length of Need (LON) Theory Edge of Traveled Way Unknown 3-5

6 Length of Need (LON) Definition The length of barrier needed in advance of the primary hazard to intercept and redirect the path of an encroaching vehicle. 3-6

7 Graphical Depiction of LON LENGTH OF NEED 3-7

8 Proper Length of Need

9 Length of Need Calculating the length of need (X) For straight or nearly straight sections of roadway: X = LA + (b/a) (L1) L2 (b/a) + (LA/LR) For parallel installations (no flare): X = LA L2 LA/LR 3-9

10 LON Design for Approach Barrier Layout Ref: AASHTO Roadside Design Guide, 4 th Edition, Figure 5.39, Pg

11 LON Design for Opposing Traffic Ref: AASHTO Roadside Design Guide, 4 th Edition, Figure 5.42, Pg

12 Suggested Runout Lengths Design Speed (mph) Runout Length (L R ) Given Traffic Volume (ADT) (ft) Over 10,000 veh/day 5,000 to 10,000 veh/day 1,000 to 5,000 veh/day Under 1,000 veh/day Ref: AASHTO ROADSIDE DESIGN GUIDE, 4 th EDITION TABLE 5.10, Pg

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17 Step 1: Identify the Hazard L R 3-17

18 Step 2: Define the Point of Departure L R 3-18

19 Step 3: Intersect the Hypotenuse Length of Barrier Needed L R 3-19

20 Quick Field Check of LON 1. Stand on roadway edgeline opposite the upstream edge of the hazard. 2. Pace upstream along edgeline appropriate runout length (based on speed of roadway and traffic volume). 3. Turn and look at far lateral edge of hazard. 4. If planned (or existing) guardrail run intercepts this line of sight, it satisfies basic design length of need. 5. Check for secondary hazards that could be economically shielded by extending barrier. 6. Check for better terminal location by extending barrier a short distance. 3-20

21 DelDOT Guidelines for Dual Bridges The need for guardrail at a bridge approach is based on the clear zone requirements for fixed hazards. For twin bridges, the length of approach rail on the median side of each bridge should be long enough to prevent an errant vehicle from impacting the bridge rail end of the other bridge. If it is within, or close to, the design clear zone, the guardrail should be long enough to protect the area between bridges at the edge of the clear zone. Consideration should be given to including a transverse berm between the endwalls of the two bridges. Ref: DelDOT Roadside Design Manual, Chp

22 Guardrail Placement Place as far from outside edge of traffic lane as practical 3-22

23 Principle 1: Deflection Distance Barrier to Hazard Distance Is Critical Element 3-23

24 Deflection Distance 3-24

25 Results of Inadequate Transition Design 3-25

26 Reducing Strong Post W-beam deflection Reduce post spacing to 3-1½ Reduce post spacing again to 1-6¾ Nest rail element 3-26

27 Application of Stiffening Method Rule of thumb: Each stiffening method reduces deflection by approximately one half 3-27

28 Stiffened Guardrail Is it Necessary? 3-28

29 Principle 2: Soil Backing For Fill Locations 2 Measured From Back of Post Hinge Point 3-29

30 Guidelines for Guardrail on Fills TYPE POST SPACING CLEAR AREA BEHIND POST (1905) 3-0 (900) MIN ½ (952.5) 2-0 (200) MIN Ref: DelDOT Standard Construction Details, B-1 (2010) 3-30

32 Soil Backing Recommendation 1. Slope can be as steep as 2H:1V with 2-ft. backing in strong soil with 6 ft. posts. 2. Backing can be less than 2 ft. with 2H:1V slope in strong soil with 7 ft. posts. Ref: AASHTO ROADSIDE DESIGN GUIDE, 4 th EDITION FIGURE 5.33, Pg

33 Recent Test Results Midwest Roadside Safety Facility has tested the MGS System installed at the breakpoint of a 2H:1V slope using both 9 ft. steel posts and 7.5 ft. wood posts. Both designs used a standard 6-3 post spacing. 3-33

34 Principle 3: Slope in Front of Guardrail 3-34

35 Guardrail on Slopes 10H:1V or Flatter in Front of Barriers 3-35

36 Recommended beam Guardrail placement on slopes Ref: AASHTO ROADSIDE DESIGN GUIDE, 4 th EDITION FIGURE 5.38, Pg

37 Guardrail Height Measurement 2 ft. Max HEIGHT MEASUREMENT 1 6 MAX 3-37

38 Guardrail on Slopes 3-38

39 Guardrail on Slopes Any barrier may be placed anywhere on a 10H:1V or flatter slope. No barrier should be placed on a slope steeper than 6H:1V (exception for some high tension cable). Cable Guardrail may be placed on slopes of 6H:1V or steeper, but its location on these slopes is critical for minimizing penetrations. On slopes steeper than 10H:1V but no steeper than 6H:1V, metal beam guardrail should be placed in compliance with Figure 5-38 (AASHTO RDG). 3-39

40 Location of Cable in Swales CABLE SHOULD NOT BE PLACED BETWEEN 1 AND 8 BEYOND Session THE BOTTOM 3 OF A DITCH 3-40

41 Principle 4: Flare Rate Flared barriers are those that are not parallel to the edge of the traveled way. They are used to: Locate terminals farther from the roadway. Lessen driver reaction to a roadside obstacle. Transition from barrier to an obstacle nearer the roadway (bridge parapet or railing). Reduce total length of rail needed. Reduce nuisance hits. 3-41

42 Flare Rate Disadvantages of flared barriers: Flare increases the maximum angle at which the barrier can be hit. Flare increases the probability that a vehicle will be redirected into or across the roadway after an impact. Flared barriers may require more grading to provide a flat area between the traveled way and the barrier. 3-42

43 Flared W-Beam Guardrail Example 3-43

44 Flare Rate Table Design Speed (mph) Flare Rate for Barrier Inside Shy Line A Suggested maximum flare rate for rigid barrier system. B Suggested maximum flare rate for semi-rigid barrier system Ref: AASHTO ROADSIDE DESIGN GUIDE, 4 th EDITION TABLE 5.9, Pg Fare Rate for Barrier at or Beyond Shy Line 70 30:1 20:1 15: :1 18:1 14: :1 16:1 12: :1 14:1 11: :1 12:1 10: :1 10:1 8: :1 8:1 7:1 A B 3-44

45 Principle 5: Guardrail and Curbs Curbs may function to channelize traffic, to control drainage, improve delineation, control access, and reduce erosion. Curbs are not adequate to prevent a vehicle from leaving the roadway; they are not a barrier. Use of any guardrail/curb combination where high-speed, high-angle impacts are likely should be discouraged. 3-45

46 Curbs Vertical Intended to discourage vehicles from leaving the roadway and range from 6 to 8 inches high. Should not be used on high-speed facilities. Sloping Designed so vehicles can cross them (mountable) readily when the need arises. Steeper than 1H:1V are limited to 4 in. Face slope between 1H:1V & 2H:1V, the height should be limited to 6 in. 3-46

47 Ref: DelDOT Standard Construction Details, C-1 (2010) 3-47

48 Guardrail and Curbs 3-48

49 Curbs should not be used along High-Speed Roadways 3-49

50 Effects of Terrain Curbs Curbs and guardrails should not be used in combination where highspeed, high-angle impacts are likely. If no other alternative is feasible, the effects can be reduced by stiffening the guardrail or using curbs of 4 in. or less in height. 3-50

51 Barrier behind 4 AC Curb 3-51

52 Guardrail/Curb Recommendations Best: Remove curb May also: Limit curb height to 4 or Stiffen guardrail by: Adding rail to back of post Adding a rubrail Reducing the post spacing Nesting rail elements 3-52

53 Special Situations Guardrail over Low Fill Culverts Guardrail Posts in Rock Guardrail at Intersections/Turnouts Weathering Steel Guardrail Steel-backed Timber Rail Transitions to Bridge Railings/Parapets 3-53

54 Guardrail over Low Fill Culverts Ref: DELDOT STANDARD CONSTRUCTION DETAILS, B

55 Example of Guardrail over Culvert 3-55

56 Guardrail Posts in Rock Drill a diameter hole so that the Guardrail post is a minimum of 20 into the rock (extra length may be cut off/galvanize end) or its full length. Concrete cannot be used as backfill. Ref: DelDOT Specifications

57 Guardrail Posts in Rock < > max

59 Guardrail Placement at Intersections Ref: DELDOT STANDARD CONSTRUCTION DETAILS, B

60 Guardrail Placement at Intersections Curved Radius Treatment Treatment for driveways, turnouts, or side roads along what would otherwise be a continuous run of barrier. Common treatment uses shop-bent W-beam panels around the intersection radius, using either standard post spacing or halving the post spacing to create additional stiffness. NCHRP 230 design used weakened wood posts around the radius and removed the bolt from the rail-to-post connection at the center post; acted like a bullnose. Need sufficient unobstructed area behind the radius to allow for the large deflection of the system (should be specified on the detail). 3-60

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64 3-64

65 Weathering Steel Guardrail Cor-Ten Steel (A-588) Powder-coated Steel 3-65

66 Use of Weathering Steel Guardrail (Cor-Ten or A-588) Q. Is it OK to use Weathering Steel (sometimes called Cor-Ten, A-588, or Rusting Steel) in longitudinal barriers? A. the use of weathering steel Guardrail is not recommended... However, where aesthetic concerns are primary, weathering steel Guardrail may be used if the owner agency adopts a frequent periodic inspection and replacement schedule. When exposed to salt spray or de-icing chemicals, weathering steel may not develop the patina that slows corrosion. Eventually, significant section loss can result... The lapped splices in w-beams panels can corrode rapidly to the point where the barrier becomes ineffective

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70 3-70

71 3-71

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73 Steel-Backed Timber Rail 3-73

74 Steel-Backed Timber Guardrail Ref: Eastern Federal Lands 3-74

75 Merritt Parkway Guardrail Ref: Connecticut DOT 3-75

76 Steel-Backed Log Guardrail Ref: Eastern Federal Lands 3-76

77 Timber Guardrail and End Treatment Details Ref: DelDOT Timber Guardrail & End Taper Details, BR

78 TL-2 Timber Guardrail Terminal 3-78

79 TL-2 Terminal Details 3-79

80 Steel-Backed Timber Guardrail Transition to Masonry Wall Ref: Eastern Federal Lands 3-80

81 Steel-Backed Timber Guardrail Transition Ref: Connecticut DOT 3-81

82 Transitions to Bridge Railings Ref: DelDOT Standard Construction Details, B

83 Bridge Transition and Retrofit Design Type 2-31 Transition Ref: DelDOT Standard Construction Details Type 4 Retrofit 3-83

84 Outcomes Define LON and Evaluate Examples of Field Installations. Apply a Field Procedure to Check LON adequacy. Understand site characteristics impacting barrier layout and crash performance. 3-84

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