cee 320 fall 2008 horizontal alignment. cee 320 fall 2008 horizontal alignment objective:...
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![Page 1: CEE 320 Fall 2008 Horizontal Alignment. CEE 320 Fall 2008 Horizontal Alignment Objective: –Geometry of directional transition to ensure: Safety Comfort](https://reader036.vdocuments.mx/reader036/viewer/2022062322/56649e105503460f94afbb72/html5/thumbnails/1.jpg)
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Horizontal Alignment
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Horizontal Alignment
• Objective: – Geometry of directional transition to ensure:
• Safety• Comfort
• Primary challenge– Transition between two directions
• Fundamentals– Circular curves– Superelevation or banking
Δ
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Vehicle Cornering
cpfp FFW
Fcp
Fcn
Wp
Wn F f
F f
Fc
W
Centripetal force parallel to the roadway
Side frictional force
Weight parallel to the roadway
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Vehicle Cornering cpfp FFW
α
α
Fcp
Fcn
Wp
Wn F f
F f
α
Fc
W
Vehicle weight and centripetal force normal to roadway
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Vehicle Cornering cpfp FFW
cossincossin22
vvs gR
WV
gR
WVWfW
α
α
Fcp
Fcn
Wp
Wn F f
F f
α
Fc
W
≈Rv
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Horizontal Curve Fundamentals
R
PC PT
PI
R
L
Curve is a circle, not a parabola
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Superelevation
• Banking• number of vertical feet of rise per 100 ft of
horizontal distance • e = 100tan
α
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Superelevation
cossincossin22
vvs gR
WV
gR
WVWfW
tan1tan2
sv
s fgR
Vf
1001
100
2 ef
gR
Vf
es
vs
100
2
efg
VR
s
v
Divide both sides by Wcos(α)
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Superelevation
• Minimum radius that provides for safe vehicle operation
• Given vehicle speed, coefficient of side friction, gravity, and superelevation
• Rv because it is to the vehicle’s path (as opposed to edge of roadway)
100
2
efg
VR
s
v
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Selection of e and fs
• Practical limits on superelevation (e)– Climate– Constructability– Adjacent land use
• Side friction factor (fs) variations– Vehicle speed– Pavement texture– Tire condition– Maximum side friction factor is the point at which tires
begin to skid.– Design values are chosen below maximum.
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Minimum Radius Tables
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WSDOT Design Side Friction Factors
from
the
200
5 W
SD
OT
Des
ign
Man
ual,
M 2
2-01
For Open Highways and Ramps
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Design Superelevation Rates - AASHTO
from AASHTO’s A Policy on Geometric Design of Highways and Streets 2004
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Design Superelevation Rates - WSDOT
from the 2005 WSDOT Design Manual, M 22-01
emax = 8%
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Example 5
A section of SR 522 is being designed as a high-speed divided highway. The design speed is 70 mph. Using WSDOT standards, what is the minimum curve radius (as measured to the traveled vehicle path) for safe vehicle operation?
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Example 5
A section of SR 522 is being designed as a high-speed divided highway. The design speed is 70 mph. Using WSDOT standards, what is the minimum curve radius (as measured to the traveled vehicle path) for safe vehicle operation?
For the minimum curve radius we want the maximum superelevation.WSDOT max e = 0.10
For 70 mph, WSDOT f = 0.10
ftefg
VR
sv 1644
2
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Horizontal Curve Fundamentals
R
T
PC PT
PI
M
E
R
Δ
Δ/2Δ/2
Δ/2L
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Horizontal Curve Fundamentals
R
T
PC PT
PI
M
E
R
Δ
Δ/2Δ/2
Δ/2L
Degree of curvature:
Angle subtended by a 100 foot arc along the horizontal curve
A function of circle radius
Larger D with smaller R
Expressed in degrees
RRD
000,18
180100
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Horizontal Curve Fundamentals
R
T
PC PT
PI
M
E
R
Δ
Δ/2Δ/2
Δ/2
2tan
RT
DRL
100
180
L
Tangent length (ft)
Length of curve (ft)
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Horizontal Curve Fundamentals
1
2cos
1RE
2
cos1RM
R
T
PC PT
PI
M
E
R
Δ
Δ/2Δ/2
Δ/2L
External distance (ft)
Middle ordinate (ft)
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Example 4
A horizontal curve is designed with a 1500 ft. radius. The tangent length is 400 ft. and the PT station is 20+00. What is the PC station?
T = Rtan(delta/2). Delta = 29.86 degrees
D = 5729.6/R, D = 3.82 degrees
L = 100(delta)/D = 100(29.86)/3.82 = 781 ft.
PC = PT – L = 2000 – 781 = 1219 = 12+19
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Stopping Sight Distance
Rv
Δs
Obstruction
Ms
DRSSD s
sv
100
180
SSD (not L)•Looking around a curve•Measured along horizontal curve from the center of the traveled lane•Need to clear back to Ms (the middle of a line that has same arc length as SSD)
Assumes curve exceeds required SSD
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Stopping Sight Distance
Rv
Δs
Obstruction
Ms v
s R
SSD
180
SSD (not L)
vvs R
SSDRM
90
cos1
v
svv
R
MRRSSD 1cos
90
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Example 6
SSD=566 ft (table 3.1)
Ms=20.01 ft
rtV
Gga
g
VSSD 1
21
2
A horizontal curve with a radius to the vehicle’s path of 2000 ft and a 60 mph design speed. Determine the distance that must be cleared from the inside edge of the inside lane to provide sufficient stopping sight distance.
vvs R
SSDRM
90
cos1
degrees
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Superelevation Transition
from the 2001 Caltrans Highway Design Manual
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Spiral Curves
No Spiral
Spiral
from AASHTO’s A Policy on Geometric Design of Highways and Streets 2004
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Spiral Curves
• Ease driver into the curve• Think of how the steering wheel works, it’s
a change from zero angle to the angle of the turn in a finite amount of time
• This can result in lane wander• Often make lanes bigger in turns to
accommodate for this
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No Spiral
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Spiral Curves
• WSDOT no longer uses spiral curves• Involve complex geometry• Require more surveying• If used, superelevation transition should
occur entirely within spiral
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Operating vs. Design Speed
85th Percentile Speed vs. Inferred Design Speed for 138 Rural Two-Lane Highway Horizontal Curves
85th Percentile Speed vs. Inferred Design Speed for
Rural Two-Lane Highway Limited Sight Distance Crest
Vertical Curves