04 Traffic Stream Characteristics (Traffic Engineering هندسة المرور & Prof. Saad AlGadhi)
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Transcript of 04 Traffic Stream Characteristics (Traffic Engineering هندسة المرور & Prof. Saad AlGadhi)
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CE 436 Traffic Engineering
Topic 4: Traffic Stream Characteristics
Prof. Saad AlGadhi
CE 436 –Traffic Engineering
King Saud University
email: [email protected]
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CE 436_KSU_Prof.AlGadhi 2
Ch. 5 Objectives
Understand the underlying mechanism governing typical driving behavior (inherent variability and normal ranges)
Know how to describe vehicular traffic as flows
Understand traffic flow characteristics
Investigate the traffic flow relationships in Traffic Engineering studies
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CE 436_KSU_Prof.AlGadhi 3
Type of Facilities
Uninterrupted Flow
traffic stream characteristics are based solely on the interactions among vehicles
for example: freeway and other highway segments more than 2 miles without fixed interruptions
Interrupted Flow
fixed external interruptions
for example: signalized intersections; STOP, YIELD
Major difference: impact of “time”
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CE 436_KSU_Prof.AlGadhi 4
Traffic Stream parameters
Macroscopic parameters Volume or flow rate
Speed (TMS; SMS)
Density (concentration)
Microscopic parameters (time) headway
speed of individual vehicle
Spacing (space headway)
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CE 436_KSU_Prof.AlGadhi 5
Basic Measurements (q, h)
Flow rate q (veh/s): number of vehicles passing a stationary point during a unit time interval (or veh/hr, veh/day)
Headway h (s/veh): time interval that two consecutive vehicles (front-bumper to front-bumper) pass a stationary point
h
q1
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CE 436_KSU_Prof.AlGadhi 6
4 Types of Traffic Daily Volume
Average Annual Daily Traffic (AADT) Average 24 hour volume over a year (365 days)
Average Annual Weekday Traffic (AAWT) Average 24 hr volume per weekday over a year (260 days)
Average Daily Traffic (ADT) Same as AADT, but average over period less than a year, say, a
month
Average Weekday Traffic (AWT) Same as AAWT, but average over period less than a year, say,
a month
** Generally not directional
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CE 436_KSU_Prof.AlGadhi 7
Recreational Road; ADT>AWT & see summer months
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CE 436_KSU_Prof.AlGadhi 8
AADT/ADT
AADT Applications Estimation of highway use Estimation of trends Economic feasibility evaluation Planning Maintenance
ADT Applications Planning Measurement of current demand
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CE 436_KSU_Prof.AlGadhi 9
Hourly Volume
Daily volume is useful for planning purposes, but cannot be used alone for design and operation purposes
Volume varies considerably over 24 hours (rush hour: AM Peak; PM Peak)
Peak hour volume is generally directional
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CE 436_KSU_Prof.AlGadhi 10
AADT DDHV
DDHV = AADT * K * D
DDHV: directional design hourly volume
K: proportion of daily traffic occurring in the peak hour; 30th peak hour in a year (Urban: 0.07-0.12, Table 5.2)
D: proportion of peak hour traffic traveling in the peak direction (Urban:0.5-0.6)
K and D generally decrease in high-density area
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CE 436_KSU_Prof.AlGadhi 11
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CE 436_KSU_Prof.AlGadhi 12
Sub-hourly Volume/ Flow Rate
Traffic flow rates fluctuate within an hour
Short term peaks of flow within the hour may exceed capacity and create breakdown.
Volumes observed for periods < 1 hour are expressed as equivalent hourly rates of flow.
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CE 436_KSU_Prof.AlGadhi 13
Capacity = 4200 v/h or 1050 v/15-min
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CE 436_KSU_Prof.AlGadhi 14
Peak Hour Volume (PHV)
Theoretically (1.0 ≥ PHF ≥0.25) Practically (0.7 – 0.98)
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CE 436_KSU_Prof.AlGadhi 15
Basic Measurements (TMS, SMS)
Time mean speed (spot or instantaneous speed)
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CE 436_KSU_Prof.AlGadhi 16
Space mean speed (harmonic mean)
Basic Measurements (TMS, SMS)
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CE 436_KSU_Prof.AlGadhi 17
or
Basic Measurements (TMS, SMS)
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CE 436_KSU_Prof.AlGadhi 18
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CE 436_KSU_Prof.AlGadhi 19
Excercise: 1-mile test track
Given: 1-mile circular test track, two vehicles with 60 and 30 mph respectively, without affecting each other. Calculate the TMS and SMS.
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CE 436_KSU_Prof.AlGadhi 20
Basic Measurements (K, S)
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CE 436_KSU_Prof.AlGadhi 21
Basic Measurements
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CE 436_KSU_Prof.AlGadhi 22
Inductance Loop Detector
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CE 436_KSU_Prof.AlGadhi 23
Occupancy Calculation
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CE 436_KSU_Prof.AlGadhi 24
Basic Measurements
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CE 436_KSU_Prof.AlGadhi 25
Basic Measurements
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CE 436_KSU_Prof.AlGadhi 26
Time-Space Diagram
Applications:
Signal Coordination
Length of acceleration and
deceleration lanes of
freeway on-ramps and off-
ramps
Estimation of safe passing
sight distances
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CE 436_KSU_Prof.AlGadhi 27
Using GPS Data to Construct Time-Space Diagram
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CE 436_KSU_Prof.AlGadhi 28
Typical GPS Data
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CE 436_KSU_Prof.AlGadhi 29
Relationships among Flow, speed, and density
V = S * D q = k * v
Flow (veh/hr) = Speed (mile/hr) * Density (veh/mile)
Proof: Consider a segment of freeway.
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CE 436_KSU_Prof.AlGadhi 30
Field Freeway Data
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Field Arterial Data
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CE 436_KSU_Prof.AlGadhi 32
Speed, Flow, and Density Relationship
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CE 436_KSU_Prof.AlGadhi 33
Relationships between Speed, Density and Flow
A: almost zero density, free-flow speed, very low volume
B: increased density, reduced speed, increased volume
C: increased density, reduced speed, max volume
D: jam density, min speed (crawling), very low volume
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CE 436_KSU_Prof.AlGadhi 34
General Properties for any Traffic Flow Model
Need to satisfy four boundary conditions
Flow is zero at zero density
Flow is zero at maximum density
Mean free-flow speed occurs at zero density
Flow-density curves are convex (i.e., there is a point of max flow
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CE 436_KSU_Prof.AlGadhi 35
Properties of Speed-Density Curve
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CE 436_KSU_Prof.AlGadhi 36
Properties of Flow-Density Curve
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CE 436_KSU_Prof.AlGadhi 37
Properties of Speed-Flow Curve
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CE 436_KSU_Prof.AlGadhi 38
Typical Traffic Flow Models
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CE 436_KSU_Prof.AlGadhi 39
Hydrodynamic Theory
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HW # 2
Problems #:
5-4
5-6
5-7
5-8
5-10
Due: First Wednesday after Hajj
CE 436_KSU_Prof.AlGadhi 40