# Chapter Twenty-eight SIGHT DISTANCE BUREAU OF LOCAL ROADS AND STREETS MANUAL

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1 Chapter Twenty-eight SIGHT DISTANCE BUREAU OF LOCAL ROADS AND STREETS MANUAL

2

3 Jan 2006 SIGHT DISTANCE 28(i) Chapter Twenty-eight SIGHT DISTANCE Table of Contents Section Page 28-1 STOPPING SIGHT DISTANCE (SSD) (1) 28-2 PASSING SIGHT DISTANCE (1) 28-3 INTERSECTION SIGHT DISTANCE (ISD) (1) General (1) Case A Intersections With No Control (2) Case B Intersections with Stop Control on the Minor Road (3) Case C Intersections With Yield Control On the Minor Road (7) Case D Intersections with Traffic Signal Control (7) Case E Intersections With All-Way Stop Control (7) Case F Left Turns From the Major Road (9) Effect of Skew (9) 28-4 REFERENCES (1)

4 28(ii) SIGHT DISTANCE Jan 2006

5 Jan 2006 SIGHT DISTANCE 28-1(1) Chapter Twenty-eight SIGHT DISTANCE 28-1 STOPPING SIGHT DISTANCE (SSD) Stopping sight distance (SSD) is the sum of the distance traveled during a driver s brake reaction time (i.e., perception/reaction time) and the braking distance (i.e., distance traveled while decelerating to a stop). To calculate SSD on level grade, use the following formulas: Where: 2 V SSD = 1.47 Vt (US Customary) Equation a 2 V SSD = 0.278Vt (Metric) Equation a SSD = stopping sight distance, ft (m) V = design speed, mph (km/h) t = brake reaction time, 2.5 s a = driver deceleration, ft/s 2 (m/s 2 ) The following briefly discusses the basic assumptions within the SSD model: 1. Brake Reaction Time. This is the time interval between when the obstacle in the road can be physically seen and when the driver first applies the brakes. Based on several studies of observed driver reactions, the assumed value is 2.5 seconds. 2. Braking Action. The braking action is based on the driver s ability to decelerate the vehicle while staying within the travel lane and maintaining steering control during the braking maneuver. A deceleration rate of 11.2 ft/s 2 (3.4 m/s 2 ) is considered to be comfortable for 90% of the drivers. 3. Speed. The local facility s design speed is used to determine the initial driver speed. Figure 28-1A provides stopping sight distances for vehicles on level grade. Use values exceeding the required stopping distance in the design, especially on downgrades 3.0% or steeper, wherever conditions permit. When applying the SSD values, the height of eye is assumed to be 3.5 ft (1.080 m) and the height of object 2 ft (600 mm).

6 28-1(2) SIGHT DISTANCE Jan 2006 US Customary Metric Design Speed (mph) Brake 1 Reaction Distance (ft) Braking 2 Distance On Level (ft) Design Stopping Sight Distance (ft) Design Speed (km/h) Brake 1 Reaction Distance (m) Braking 2 Distance On Level (m) Design Stopping Sight Distance (m) Notes: 1. Brake reaction distance based on a time of 2.5 s. 2. Driver deceleration based on a rate of 11.2 ft/s 2 (3.4 m/s 2 ). STOPPING SIGHT DISTANCE Figure 28-1A

7 Jan 2006 SIGHT DISTANCE 28-2(1) 28-2 PASSING SIGHT DISTANCE Passing sight distance considerations are limited to 2-lane, 2-way highways. On these facilities, vehicles may overtake slower moving vehicles, and the passing maneuver must be accomplished on a lane used by opposing traffic. The minimum passing sight distance for 2-lane highways is determined from the sum of four distances as illustrated in Figure 28-2A. For a discussion on how to determine these four distances, review the AASHTO A Policy on Geometric Design of Highways and Streets and/or Section 47-2 of the BDE Manual. Figure 28-2B provides the minimum passing sight distance for design on 2-lane, 2-way highways. These distances allow the passing vehicle to safely complete the entire passing maneuver. These values should not be confused with the values presented in the ILMUTCD for the placement of no-passing zone stripes. These values are based on different operational assumptions (i.e., distance for the passing vehicle to abort the passing maneuver). The designer should also realize that the highway capacity adjustment in the Highway Capacity Manual for 2-lane, 2-way highways is based on the ILMUTCD criteria for marking no-passing zones. It is not based on the percent of passing sight distance from the AASHTO A Policy on Geometric Design of Highways and Streets and shown in Figure 28-2C. Passing sight distance for passenger cars is measured from a 3.5 ft (1.080 m) height of eye to a 3.5 ft (1.080 m) height of object. The 3.5 ft (1.080 m) height of object allows the opposing driver to see the top of a typical passenger car. The recommended value of truck driver eye height for design is 7.6 ft (2.330 m) above the roadway surface. On rural new construction/reconstruction projects, the designer should attempt to provide passing sight distance over the length of the project consistent with the percentages shown in Figure 28-2C. In determining the percentages, each passing sight distance segment should be greater than 1500 ft (450 m). It is generally not cost effective to make significant improvements to the horizontal and vertical alignment solely to increase the available passing sight distance. Appreciable upgrades can increase the sight distances required for safe passing maneuvers. Where these upgrades are encountered in the design of the project, take this into account when selecting the appropriate passing sight distances.

8 28-2(2) SIGHT DISTANCE Jan 2006 d 1 = Initial maneuver distance, ft (m) d 2 = Distance while passing vehicle occupies left lane, ft (m) d 3 = Clearance length, ft (m) d 4 = Distance traversed by the opposing vehicle, ft (m) Note: To determine d 1, d 2, d 3, and d 4, see the AASHTO A Policy on Geometric Design of Highways and Streets and/or Section 47-2 of the BDE Manual. ELEMENTS OF PASSING DISTANCE (Two-Lane Highways) Figure 28-2A

9 Jan 2006 SIGHT DISTANCE 28-2(3) US Customary Metric Design Speed (mph) Design Passing Sight Distance (ft) Design Speed (km/h) Design Passing Sight Distance (m) PASSING SIGHT DISTANCE Figure 28-2B Terrain Minimum Percent Passing Sight Distance Collectors Local Level 50% 40% Rolling 30% 20% GUIDELINES FOR PERCENT PASSING DISTANCE (Rural) Figure 28-2C

10 28-2(4) SIGHT DISTANCE Jan 2006

12 28-3(2) SIGHT DISTANCE Jan 2006 Case B Intersections with Stop control on the minor road: Case C Intersections with Yield control on the minor road: Case D Intersections with traffic signal control, Case E Intersections with all-way Stop control, and Case F Left turns from the major road. Gap acceptance is used as the conceptual basis for ISD criteria. For additional guidance on the gap acceptance design, see the AASHTO publication A Policy on Geometric Design of Highways and Streets Case A Intersections With No Control Intersections between low-volume and low-speed roads/streets may have no traffic control. At these intersections, sufficient corner sight distance should be available to allow approaching vehicles to adjust their speed to avoid a collision, typically a reduction to 50% of their mid-block running speed. Figure 28-3A illustrates the corner sight distance triangles for intersections with no traffic control. Figure 28-3B provides the ISD criteria for these intersections. Example 28-3(1) provides the steps in determining the length of each of the legs of an intersection s sight triangle. Consider providing the suggested sight distance, especially for new construction. If this sight distance cannot be provided, consider placing stop or yield signs on one of the roads, or installing intersection warning signs. MEASUREMENT OF INTERSECTION SIGHT DISTANCE (No Traffic Control) Figure 28-3A

13 Jan 2006 SIGHT DISTANCE 28-3(3) Example 28-3(1) Given: Problem: Solution: No traffic control at intersection Design speed 40 mph (Highway A see Figure 28-3A) 30 mph (Highway B see Figure 28-3A) Determine legs of sight triangle. From Figure 28-3B ISD a = 195 ft ISD b = 140 ft * * * * * * * * * * US Customary Design Speed (mph) Intersection Sight Distance (ft) Metric Design Speed (km/h) Intersection Sight Distance (m) Note: For approach downgrades greater than 3.0%, increase the ISD value by 10%. INTERSECTION SIGHT DISTANCE (No Traffic Control) Figure 28-3B Case B Intersections with Stop Control on the Minor Road Where traffic on the minor road of an intersection is controlled by stop signs, the driver of the vehicle on the minor road must have sufficient sight distance for a safe departure from the stopped position assuming that the approaching vehicle comes into view as the stopped vehicle begins its departure. The intersection sight distance is obtained by providing clear sight triangles both to the right and left as shown in Figure 28-3C. The length of legs of these sight triangles is determined as follows:

14 28-3(4) SIGHT DISTANCE Jan 2006 CLEAR SIGHT TRIANGLES (STOP-CONTROLLED) INTERSECTIONS Figure 28-3C

16 28-3(6) SIGHT DISTANCE Jan 2006 US Customary Design Speed (V major ) (mph) ISD (ft) (1)(2) Metric Design Speed (V major ) (km/h) ISD (m) (1)(2) Notes: 1. These ISD values assume crossing or left or right turns onto a 2-lane facility without a median. 2. Where the approach grade on the minor road is on an upgrade greater than 3.0%, increase the ISD value by 10%. INTERSECTION SIGHT DISTANCES (Two-Lane Facilities) Figure 28-3D

18 28-3(8) SIGHT DISTANCE Jan 2006 US Customary Metric Design Speed (mph) Minor Road Approach (a) (ft) 1,2 Major Road Approach (b) (ft) Design Speed (km/h) Minor Road Approach (a) (m) 1,2 Major Road Approach (b) (m) Notes: 1. For T intersections, use 85 ft (25 m). 2. Values shown are for passenger cars crossing a 2-lane facility with no median and grades 3.0% or less. Increase ISD by 10% on minor roads with approach grades exceeding 3.0%. INTERSECTION SIGHT DISTANCE GUIDELINES (Yield Control) Figure 28-3E

19 Jan 2006 SIGHT DISTANCE 28-3(9) Case F Left Turns From the Major Road At all intersections, regardless of the type of traffic control, consider the sight distance needs for a stopped vehicle turning left from the major road. This situation is illustrated in Figure 28-3F. The driver will need to see straight ahead for a sufficient distance to turn left and clear the opposing travel lanes before an approaching vehicle reaches the intersection. Sight distance for opposing left turns may be increased by offsetting the left-turn lanes. Figure 28-3F provides ISD values for passenger cars turning left from the major road Effect of Skew Where it is impractical to realign an intersection that is greater than 30 from the perpendicular, the designer may need to adjust the gap acceptance times to account for the additional travel time required for a vehicle to make a turn or cross a facility. At oblique-angled intersections, determine the actual path length for a turning or crossing vehicle by dividing the total distance of the lanes and/or median to be crossed by the sine of the intersection angle. If the actual path length exceeds the total width of the lanes to be crossed by 12 ft (3.6 m) or more, see Section 36-6 of the BDE Manual for additional guidance.

20 28-3(10) SIGHT DISTANCE Jan 2006 Design Speed (mph) Design Speed (km/h) US Customary ISD Crossing 1-Lane (ft) Metric ISD Crossing 1-Lane (m) ISD Crossing 2-Lanes (ft) ISD Crossing 2-Lanes (m) Note: Assumes no median on major road. INTERSECTION SIGHT DISTANCE FOR A STOPPED VEHICLE TURNING LEFT (On Major Road) Figure 28-3F

21 Jan 2006 SIGHT DISTANCE 28-4(1) 28-4 REFERENCES 1. A Policy on Geometric Design of Highways and Streets, AASHTO, NCHRP Report 400, Determination of Stopping Sight Distances, Transportation Research Board, Highway Capacity Manual 2000, Transportation Research Board, NCHRP Report 383, Intersection Sight Distance, Transportation Research Board, Chapter 36 Intersections and Chapter 47 Rural Two-Lane/Multi-lane State Highways (New Construction/Reconstruction), Bureau of Design and Environment Manual, IDOT.

22 28-4(2) SIGHT DISTANCE Jan 2006

JUNE, 2000 ROAD DESIGN MANUAL 5-0(1) CHAPTER 5 AT-GRADE INTERSECTIONS 5-1.0 INTRODUCTION 5-1.01 Definition 5-1.02 Policy 5-1.03 Design Considerations 5-1.04 Vehicle Characteristics 5-1.04.01 Turning Radii

200 Horizontal and Vertical Design Table of Contents 201 Sight Distance... 2-1 201.1 General... 2-1 201.2 Stopping Sight Distance... 2-1 201.2.1 Horizontal Sight Distance... 2-2 201.2.2 Vertical Stopping

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