Paul Deutsch. NDDOT Office of Project Development Conference November 9, 2010
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1 Paul Deutsch NDDOT Office of Project Development Conference November 9, 2010
2 What is a Horizontal Curve? Provides a transition between two tangent lengths of roadway. PI PC PT PC (Point of Curvature at beginning of curve) PI (Point of Intersection of tangents) PT (Point of Tangency at end of curve)
3 Why are Horizontal Curves Needed? Necessary for gradual change in direction when a direct point of intersection is not feasible Ex. Highways, Interstates, high speed roads with constant flow of traffic
4 Types of Curves Simple Curve Compound Curve Reverse Curve Spiral Curve
5 Guidelines to Horizontal Curves A Policy on Geometric Design of Highways and Streets (2001) Horizontal Alignment Considerations (pg ) Radius Design Speed Side Friction Factor Superelevation Runoff Runout
6 Design Considerations Safe Economically Practical For the most part, Design Speed is used as the overall design control Radius
7 Parameters Design of roadway curves should be based on an appropriate relationship between design speed and curvature and on their joint relationships with superelevation and side friction.
8 Superelevation Superelevation is tilting the roadway to help offset centrifugal forces developed as the vehicle goes around a curve. Along with friction, it is what keeps a vehicle from going off the road. Must be done gradually over a distance without noticeable reduction in speed or safety.
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10 Superelevation Practical upper limits 6% (NDDOT) Climate Water Ice Terrain conditions Flat Mountainous Adjacent land use (rural or urban) Frequency of slow moving vehicles Tractors, Etc.
11 Methods of Distribution of Superelevation and Side Friction 5 methods Methods #2 and #5 are the most common Method #2: Side friction is such that a vehicle has all lateral acceleration sustained by side friction. Superelevation is used once f is equal to f_max. Method #5: Side friction and superelevation are in a curvilinear relation with the inverse of the radius of the curve.
12 Methods of Distribution of Superelevation and Side Friction Method #2 Used mostly for urban streets Where speed is not uniform Where constraints do not allow for superelevation Superelevation is not needed on flatter curves that need less than maximum side friction for vehicles.
13 Methods of Distribution of Superelevation and Side Friction Method #5 Superelevation and side friction distributed concurrently Most practical
14 Finding Minimum Radius Minimum Radius and Design Speeds are the common limiting values of curvature determined from max rate of superelevation and max side friction factor. Equation found on pg. 133* and pg. 143* Can use this equation to solve for R_min 2 R_min = V 15(.01e_max + f_max) *A Policy on Geometric Design of Highways and Streets (2001)
15 Determine superelevation on a given horizontal curve: With curve radius, design speed, and maximum superelevation rate of 6% (as suggested by NDDOT) Exhibit 3-22* has recommended values for superelevation For example: R = 5000 ft, V = 75mph, e_max = 6% e = 4.2% *A Policy on Geometric Design of Highways and Streets (2001)
16 Methods of Attaining Superelevation Rotate traveled way with normal cross slopes about the centerline profile Rotate traveled way with normal cross slope about the inside-edge profile Rotate traveled way with normal cross slope about the outside-edge profile Rotate traveled way with straight cross slope about the outside edge profile
17 Methods of Rotation The NDDOT recommends rotation about the centerline profile in all scenarios. The few exceptions are where medians or ditches are left too shallow as a result of the centerline rotation Inside-edge or outside-edge rotation may be appropriate in these situations
18 Superelevation Transitions Consists of Tangent Runout and Superelevation Runoff Sections Runout: length of roadway needed to accomplish a change in outside lane cross slope from normal rate to zero Runoff: length of roadway needed to accomplish a change in outside lane cross slope from zero to full
19 Full Superelevation Runoff Runout
20 Runoff For appearance and comfort, the length of superelevation runoff should be based on a maximum acceptable difference between the longitudinal grades of the axis of rotation and the edge of pavement. Proper runoff design can be attained through the exclusive use of the maximum relative gradient.
21 Runoff Maximum Relative Gradient: Maximum grade of pavement edge slope relative to that of the axis of rotation The Relative Gradient can be analyzed with the following equation Δ = (lane width)*(# of lanes)*(e%) Runoff Length
22 Runoff NDDOT uses a Desired Relative Gradient as a percentage of the Maximum Relative Gradient. DRG =83.3% of MRG This will increase the calculated length of runoff as 120% of the minimum runoff. Exhibit 3-27* has recommended values for Max Relative Gradient based on Design Speed. *A Policy on Geometric Design of Highways and Streets (2001)
23 Runoff Locating a portion of the runoff on the tangent, in advance of the PC, is preferable, since this tends to minimize the peak lateral acceleration and resulting side friction demand. For non-spiral curves, the NDDOT places 2/3 of the runoff on the tangent, and 1/3 of the runoff on the curve.
24 Runout
25 Runoff Placing a larger portion of the runoff length on the approach tangent is desired. It decreases lateral velocity in an outward direction, which can lead to undesirable side friction due to corrective steer by the driver.
26 Equation for minimum length of superelevation runoff Where w = width of one traffic lane (ft) N = number of lanes rotated e = design superelevation rate (%) b = adjustment factor for # of lanes G = max relative gradient (%)
27 Runout Determined by the amount of adverse cross slope to be removed and the rate at which is removed. To create a smooth edge of pavement profile, the rate of removal should equal the relative gradient used to define the superelevation runoff length.
28 Spiral Curves Simple Curve Spiral Transitions
29 Spiral Curves Spiral Transitions provide a gradual change in curvature from Tangent to Curve. Improves appearance and driver comfort. Provides location for Superelevation Runoff. Generally, NDDOT uses spirals on all curves greater than 1 on rural highways. Spirals should be a minimum length of 100 ft.
30 Superelevation Tables Incorporating Superelevations into Plan Sets Template on NDDOT website Manuals Design Manual-Prep Guide Plan Sheets Section ayps.php?catnum= &infotype1=plan Sheets&infoType2=Design
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33 Main Points Horizontal curves provide transitions between two tangent lengths of roadway Simple Curves have 4 variables Radius Design Speed Side Friction Factor Superelevation
34 Main Points Considerations for Horizontal Curves Safety Economic Practicality Other Considerations Sight Distance Traveled Way Widening Offtracking
35 Main Points Superelevation Transitions Runout Runoff Designed through use of Maximum Relative Gradient 2/3 of length on tangent 1/3 of length on curve
36 Sources A Policy on Geometric Design of Highways and Streets, 2001 Cadd Standards anual/caddmanual.pdf Thanks!
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