Statistical profile generation of real-time UAV-based traffic data

Statistical profile generation of real-time UAV-based traffic data

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Statistical profile generation of real-time UAV-based traffic data
Puri, Anuj
Place of Publication:
[Tampa, Fla]
University of South Florida
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Subjects / Keywords:
Traffic analysis
Simulation modeling
Intelligent systems
Unmanned aerial vehicles
Traffic forecasting
Dissertations, Academic -- Computer Science & Engineering -- Doctoral -- USF ( lcsh )
non-fiction ( marcgt )


ABSTRACT: Small unmanned vehicles are used to provide the eye-in-the-sky alternative to monitoring and regulating traffic dynamically. Spatial-temporal visual data are collected in real-time and they are used to generate traffic-related statistical profiles, serving as inputs to traffic simulation models. Generated profiles, which are continuously updated, are used to calibrate traffic model parameters, to obtain more accurate and reliable simulation models, and for model modifications. This method overcomes limitations of existing traffic simulation models, which suffer from outdated data, poorly calibrated parameters, questionable accuracy and poor predictions of traffic patterns.
Dissertation (Ph.D.)--University of South Florida, 2008.
Includes bibliographical references.
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Document formatted into pages; contains 107 pages.
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Includes vita.
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by Anuj Puri.

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Statistical profile generation of real-time UAV-based traffic data
h [electronic resource] /
by Anuj Puri.
[Tampa, Fla] :
b University of South Florida,
Title from PDF of title page.
Document formatted into pages; contains 107 pages.
Includes vita.
Dissertation (Ph.D.)--University of South Florida, 2008.
Includes bibliographical references.
Text (Electronic dissertation) in PDF format.
3 520
ABSTRACT: Small unmanned vehicles are used to provide the eye-in-the-sky alternative to monitoring and regulating traffic dynamically. Spatial-temporal visual data are collected in real-time and they are used to generate traffic-related statistical profiles, serving as inputs to traffic simulation models. Generated profiles, which are continuously updated, are used to calibrate traffic model parameters, to obtain more accurate and reliable simulation models, and for model modifications. This method overcomes limitations of existing traffic simulation models, which suffer from outdated data, poorly calibrated parameters, questionable accuracy and poor predictions of traffic patterns.
Mode of access: World Wide Web.
System requirements: World Wide Web browser and PDF reader.
Co-advisor: Kimon P. Valavanis, Ph.D.
Co-advisor: Dmitry Goldgof, Ph.D.
Traffic analysis
Simulation modeling
Intelligent systems
Unmanned aerial vehicles
Traffic forecasting.
Dissertations, Academic
x Computer Science & Engineering
t USF Electronic Theses and Dissertations.
4 856


Statistical Profile Generation of Real time UAV based Traffic Data by Anuj Puri A dissertation submitted in partial fulfillment of the requirements for the degree of Doctor of Philosophy Department of Computer Science and Enginee ring College of Engineering University of South Florida Co Major Professor: Kimon P. Valavanis, Ph.D. Co Major Professor: Dmitry Goldgof, Ph.D. Chris P. Tsokos, Ph.D. Ed Mierzejewski, Ph.D. Pei Sung Lin, Ph.D. Date of Approval: August 28, 2008 Keywords: traffic analysis, simulation modeling, intelligent systems, unmanned aerial vehicles, traffic forecasting Copyright 2008, Anuj Puri


i Table of Contents List of Tables iii List of Figures iv Abstract vi Chapter 1 Introduction 1 1.1 Motivation 1 1.2 Problem State ment 2 1.3 Proposed Method of Solution 3 1.4 Research Contributions 4 1.5 Summary of Results 5 1.6 Thesis Outline 6 Chapter 2 Background Information 7 2.1 Current Surveillance Methods 7 2.2 Why Unmanned Aerial Vehicles (UAVs)? 8 2.3 H ardware and On board/Off line Processing 10 2.4 Image Processing 12 2.5 Traffic Simulation Models 18 Chapter 3 Literature Review 20 3.1. Detection Met hods 20 3.2. Aerial Surveillance and UAVs 23 3.3. Simulation Models 28 3.4. Statistical Modeling of Traffic Parameters 34 Chapter 4 Problem Statement and Definition 37 Chapter 5 Proposed Solution 40 5.1 Framework 41 5.2 Generating Statistical Profiles from Video 42 5.2.1 Acceptable Gap 44 5.2.2 Mean Speed on Network 45 5.2.3 Flow 47


ii 5.2.4 Density 48 Spatial Density 48 Temporal Density 49 (Pseudo ) Spatial Temporal Density 50 5.2.5 Queue Estimation 50 5.2.6 Turning Movement / Orig in Destination 52 5.2.7 Delay 54 5.3 Statistical Methodology 56 5.3.1 General Descriptive Statistics 56 5.3.2 Smoothing Techniques 60 Simple Average and Moving Average 61 Expo nential Smoothing 62 Holt's Linear Exponential Smoothing 62 Damped Trend Linear Exponential Smoothing 63 Winter's Method 63 5.3.3 Fitting Model Function 64 5.3.4 ARIMA Model 66 5.4 Simulation Model Selection 69 Chapter 6 Results 71 Chapter 7 Conclusion and Future Work 98 7.1 Conclusion 98 7.2 Future Work 98 References 100 Appendices 106 Appendix A. Nomenclature Used 107 About the Author End Page


iii List of Tables Table 3.1. Strengths and weaknesses of several detection technologie s 21 Table 3.2. List of current research work being undertaken at various universities 27 Table 5.1. LOS measures 55 Table 5.2. ARIMA model parameter estimation. 68 Table 6.1. Basic evaluation statistics for ARIMA(1,2,1). 86 Table 6.2 Actual, forecast and r esidual data 87 Table 6.3. Goodness of fit statistics. 97


iv List of Figures Figure 2.1. Several types of unmanned vehicles. 9 Figure 2.2. Custom made unmanned helicopter with on board vision system and controllers. 11 Figure 2 .3 (a) shows a fixed camera pointing straig ht down (b) shows a camera tilted at some angle. 11 Figure 2 .4 Block diagram of the various image processing modules 14 Figure 2.5. Steps involved in the vision system. 18 Figure 5.1. Conceptua l framework of real time data collection and traffic simulation control. 42 Figure 5.2. Performance measures on a network (link and intersection) 44 Figure 5.3. Ca lculating acceptable gap using visual d ata 45 Figure 5.4. Virtual d etectors on beginning and end of each link 46 Figure 5.5. Trajectories of vehicles traversing through a network comprising of three segments. 47 Figure 5.6. (a) A Virtual Detector of x to calculate spatial density (b) A Virtual Detection Frame 49 Figure 5.7. An intersection queue scenario. 51 Figure 5.8. (a) A network with multiple OD nodes (b) OD Matrix for small network 53 Fig ure 5.9. Weekly volume data for a network 58 Figure 5.10. Box plot of traffic conditions during entire week 59 Figure 5.11. Vo lume vs time plot. 60 Figure 5.12. Correlogram showing autocorrelation against the lag 65 Figure 5.13. Partial autocorrelation function. 66 Figure 6.1. (a) Original image (b) Background extraction (c) Road extraction. 73 Figure 6.2. Colored boxes show implementation of virtual detectors in the image proces sing technique. 75 Figure 6.3. Vehicle entry counts, average speed on Alumni Dr. and Leroy Collins Blvd. 76 Figure 6.4. Turning movement on Alumni Dr. and Leroy Collins Blvd. 77


v Figure 6.5. Volume plot for given data set. 78 Figure 6.6. Smoothing techniques with relative RMSE. 79 Figure 6.7. Smoothing methods for volume data set. 79 Figure 6.8. Damped trend exponential smoothing for the given series. 80 Figure 6.9. Augme nted Dickey Fuller test for stationarity on original data set. 81 Figure 6.10. Volume plot and Augmented Dickey Fuller test with first difference. 82 Figure 6.11. Volume plot and Augmented Dickey Fuller test with second difference. 83 Figure 6.12. Correlograms for ACF and PACF on second difference data set. 84 Figure 6.13. Volume vs p redicted values plot for ARIMA(1,2,1). 85 Figure 6.14. ARIMA (1, 2, 1) model ACF and PACF plots. 86 Figure 6.15 Residual plot for ARIMA(1,2,1) 87 Figure 6.16. Original vs predicted values for the last 5 observations. 88 Figure 6.17. Forecast of volume with 95% confidence level. 89 Figure 6.18. USF campus network using Synchr o. 90 Figure 6.19. UTDF format. 90 Figure 6.20. Synchro: Volume window. 91 Figure 6.21. Synchro: Lane window. 93 Figure 6.22. Synchro/SimTraffic: Animation of traffic flow. 94 Figure 6.2 3. Synchro results. 94 Figure 6.24. Variation of delay and volume w.r.t. headway. 95


vi Statistical Profile Generation of Real time UAV based Traffic Data Anuj Puri ABSTRACT Small unmanned vehicles are used t o provide the eye in the sky alternative to monitoring and regulating traffic dynamically. Spatial temporal vi sual data are collected in real time and they are used to generate traffic related statistical profiles, serving as inputs to traffic simulation m odels. Generated profiles, which are continuously updated, are used to calibrate traffic model parameters, to obtain more accurate and reliable simulation models, and for model modifications. This method overcomes limitations of existing traffic simulation models, which suffer from outdated data, poorly calibrated par ameters questionable accuracy and poor predictions of traffic patterns.


1 Chapter 1 Introduction 1.1 Motivation The increase in number of vehicles on roadway networks has encouraged transport management agencies to allow use of technology advances and innovative solutions to obtain data on traffic trends and to monitor and control traffic in real time. The motivation of this particular research comes from the fact that current approaches for obtaining traffic data are expensive, highly man intensive, and lack spatially. Moreover, traffic planners rely on simulation mod els that currently are poorly calibrated due to lack of sufficient and "good" traffic data. Thus, the proposed approach may be used to collect real time data and to obtain substantial detailed information which can prove beneficial to traffic planners who will make informed decisions. Small, unmanned helicopters offer a novel, viable and cost effective solution to the problem of collecting spatial and temporal real time, dynamic, video based traffic network data. A team of small tele operated / semi autonom ous unmanned helicopters, each equipped with a fully autonomous pan tilt camera vision system may be used to: track individual vehicles; track the fastest moving captured vehicle; lock in' a specific vehicle dictated by a human operator who views dynamica lly obtained and processed video data; provide vehicle counts; monitor traffic over an intersection or road segment or specific traffic network; evaluate and assess traffic patterns, and improve traffic management. Most important of all, this system may be used for emergency


2 response scenarios where helicopters may fly to the scene of an accident in least time and provide visual data to emergency response team who can then make timely informed decisions. In short, aerial vehicles may be used for traffic d ata collection and surveillance. 1.2 Problem Statement This research focuses on the ability of custom made unmanned helicopters to spatially collect data, use this data to obtain traffic patterns and be able to predict future trends pertaining to the t raffic network. In case of incidents/events, traffic conditions over the affected network may change significantly with time thus, requiring immediate actions Time varying parameters such as queue length, delay and speed are difficult to project using exi sting simulation models. Moreover, these simulation models are calibrated using historical data, thus their precision and accuracy is questionable. The problem statement is multi fold and can be expressed as follows: Data collection and methodology: Cur rent data collection approaches tend to provide only count based information using stationary devices such as loop detectors embedded in pavements or video cameras mounted on poles. This data is hard to collect and lacks the advantage of spatiality because it only covers a certain segment of the network. Calibration and update of simulation models: Currently, a simulation model is calibrated using limited amount of data. Although current simulation models have the ability to model complex traffic behaviors models are typically calibrated based on off line historical data, therefore, constantly changing conditions are not captured. Also, the data collected only provides information for a certain range of road segments due to constraints of current detectors The same set of default parameters are used for simulating


3 different types of networks. Networks have distinguished properties and to simulate such networks, a simulation model needs to be calibrated accordingly. But, due to lack of sufficient data resea rchers have to use methods that are exhaustive and frequently results in inaccurate results and large discrepancies between observed and simulated data. Statistical profiles based on spatial temporal detailed data: Currently, limited amount of data is av ailable through inductive loop detectors. Mainly, it consists of counts and volume only. Other parameters such as delays, travel time, etc are calculated using probability and regression techniques due to lack of sufficient data. Also, for such calculatio ns, the data is assumed to be normally distributed which is rarely the case. Most of the statistical analysis studies focus on accident related effects on traffic, but the validation of such methods is hard due to lack of consistent and detailed data. 1.3 Proposed Method of Solution The uniqueness of the research is the use of mobile and elevated cameras' that traverse the network providing complete wide area monitoring data to the traffic management center in real time, so that appropriate control deci sions may be reached instantaneously, offering considerable improvements over existing methods of traffic data collection and road traffic monitoring. Statistical profiles are obtained and fed to traffic simulation models to get an accurate replica of the current state of the network as well as to predict future traffic patterns and take informed decisions in case of emergencies and future planning purposes. The novel idea presented in this research effort is focusing on the fact that collected real time vi deo data may be incorporated into traffic simulation and real time traffic control. In principle, video data may be used to evaluate traffic patterns over chosen areas, study possible network enhancements, update and calibrate traffic simulation models suc h that real time changes in an


4 urban traffic system will be captured and discrepancies between actual and simulated traffic conditions will be minimized. The way to implement this idea is by converting collected video data into useful traffic measures' t hat can be combined to obtain essential statistical profiles for traffic patterns. In essence, following the proposed approach, traffic parameters such as mean speed, density, volume, turning ratio, origin destination matrix, to name a few, may be derived accurately and be used to improve prediction of traffic behavior in real time. Emergency response strategies and control of traffic using adaptive intersection signal control, ramp metering or variable message signs can also be planned and optimized in re al time. Derived parameters being the actual and dynamically updated ones may serve as inputs to commercial traffic simulation models. It is important to emphasize that traffic simulation models play an important role in managing and evaluating traffic ne tworks. Traffic engineers rely on accurate prediction of future traffic trends based on outputs from such models. Hence, calibration and update of these models becomes a very important and critical concern. Since current sensors such as inductive loops are unable to provide detailed data for such models, and since data collection following conventional techniques is a highly exhaustive and intensive procedure, mostly historical out of date data is used for calibration of these models. Therefore, the propose d alternative method is justified. 1.4 Research Contributions This thesis provides a framework for integration of real time unmanned helicopter based video data into simulation models for improved traffic analysis. The following are some of the major co ntribution that this thesis provides: The "eye in the sky" approach is utilized to obtain real time traffic video data. This method of obtaining sp atial temporal video data overcomes the constraints and


5 limitations of existing traffic detectors that are e xpensive and only provide point based data Valuable insights about traffic behavior are gained by obtaining individual vehicle trajectories. Virtual detectors and virtual detection frames are utilized to directly obtain traffic measures such as speed, flo w, occupancy and density. These parameters are further used in building significant traffic profiles. These statistical profiles check the quality of the data, accommodate errors and outlier observation values, and build a model to forecast short time pred ictions based on current traffic trends. T raffic simulation models are developed based on statistical profiles Network geometry and signal timings are incorporated into the model before including the traffic parameters obtained through statistical profile s. Measures of effectiveness / performance measures are obtained as results from the simulation model which may be utilized by traffic planners to choose between different scenarios or plans. 1.5 Summary of Results Several case studies were conducted and data was obtained from multiple locations/intersections during the study. The video data was extracted into traffic counts and relevant properties of the traffic behavior were studied. Before using the data, several smoothing methods were implemented t o clean and organize the data. Statistical analysis was performed on obtained data to obtain useful information and trends regarding the traffic behavior. Traffic simulation models such as Synchro and CORSIM were used to replicate the network geometry. The resulting parameters from the statistical analysis were input into simulation models to calibrate the network model with real time properties and analyze traf fic patterns. This approach proves to be beneficial in extracting information from real time traf fic data for immediate use.


6 1.6 Thesis Outline The remaining thesis ou tline is as follows. Chapter 2 provides the background information for detection methods, unmanned vehicles, and simulation models. Chapter 3 covers the literature review on current me thodologies in the field of data collec tion and analysis. Chapter 4 defines the formal problem st atement in details. Chapter 5 describes the proposed solution adapted for this researc h. Chapter 6 covers the case studies conducted during the research along with t he results. Finally, Chapter 7 presents the conclusion and suggests future work required in this field of study.


7 Chapter 2 Background Information The necessary background knowledge for this research is provided in this Chapter. Section 2.1 de scribes the current surveillance methods, while the different types of simulation models are presented in Section 2.2. Section 2.3 gives an introduction to unmanned aerial vehicles and its usage in the industry. 2.1 Current Surveillance Methods Traffic engineers require data of road usage to properly control existing traffic as well as planning for future increase in demand. Collecting field data is a very important aspect in traffic planning, as it is necessary to build a library of historical data of t raffic on a network, to analyze and evaluate the traffic behaviors on a network. In order to obtain such data, several detectors are placed on the network. Vehicle detectors are used to generate information specifying the presence of a vehicle at a particu lar location. Traffic data collection is performed using inductive loops, sonar and microwave detectors, or vision sensors. Detectors are either embedded in the sideways or they are mounted over poles across the network. Current methods such as detectors embedded in pavements or pneumatic tubes, and cameras mounted on towers have proven to be expensive and time consuming. Moreover, these methods require lane closure and disruption to traffic during installation and periodic maintenance. The disadvantage of using such detectors is that they only provide local information as they are


8 installed on a fixed location, thus providing only point based data since only a certain point or region of the network is targeted. Furthermore, the installation of such detecto rs is expensive and thus they cannot be used to cover large segment of a network. Except for vision sensors, other detectors are not proficient in detecting stationary or slow moving vehicles. Detectors do not provide sufficient detailed information about traffic data to accurately predict and estimate traffic flows due of their restriction of being stationary. It is not possible to move detectors once they are installed, further, they cannot provide useful information such as vehicle trajectories, routing information, and paths through the network. Also, only certain traffic parameters like vehicle presence, speed, count and occupancy can be calculated using loop detectors. 2.2 Why Unmanned Aerial Vehicles (UAVs)? An alternate source of data collection i s by using aerial vehicles that can hover around the network and collect much detailed traffic information. Aerial view provides better perspective with the ability to cover a large area and focus resources on the current problems. UAVs provide a better "b ird's eye view" which is capable of obtaining spatial temporal data helpful in network surveillance. It has the advantage of being both mobile, and able to be present in both time and space. The advantage of UAVs is that they can move at higher speeds than ground vehicles, as they are not restricted to traveling on the road network. This can be very beneficial in emergency response scenarios as it permits timely view of disaster area to access severity of damage. Some private companies have been flying mann ed aircrafts for commercial usage and survey. But this approach does not prove to be cost effective. Also, the manned aircraft cannot be flown in bad weather, or regions that are potentially unsafe for the operators. UAVs may potentially fly in conditions that are too dangerous for a manned aircraft, such as evacuation conditions, or very bad weather conditions.


9 UAVs may be semi or fully autonomous aircrafts that can carry cameras, sensors, communication equipment or other payloads. UAVs have been used f or military applications since 1950s. Lately, increasing interest has been found in diverse civilian, federal and commercial applications, such as traffic monitoring. Figure 2.1 shows some different type of UAVs used by various universities and companies f or aerial surveillance. Figure 2.1. Several types of unmanned vehicles. Aerosonde UAV; MARVIN Autonomous Helicopter; Scandicraft Apid Mk III UAV; Karma Blimp. UAVs are equipped with a variety of multiple and interc hangeable imaging devices including day and night real time video cameras to capture real time video; sensors such as digital video,


10 infrared cameras, multi spectral and hyper spectral sensors, thermal, synthetic aperture radar, moving target indicator rad ar, laser scanners, chemical, biological and radiological sensors, and road weather information systems (RWIS) to record necessary information, such as weather, fire and flood information; and communications hardware to relay dat a to the ground station Wi th advances in digital sensing platforms, image processing, and computational speed, there are significant opportunities to automate traffic data collection. Different UAVs have different data collection capabilities. Some of them have real time data trans fer capabilities to the ground station, while the others are capable of storing high quality video or images on board. UAVs are classified as either rotary wing or fixed wing. Fixed wing vehicles are simple to control, have better endurance, and are well s uited for wide area surveillance and tracking applications. Fixed wing vehicles have another advantage that they can sense image at long distances. One disadvantage though is that it takes sufficient time to react as turning a fixed wing vehicle takes time and space until the vehicle regains its course. The rotary wing vehicles are also known as Vertical Takeoff and Landing (VTOL) vehicles. They have the advantage of minimum launc hing time, as well as they do not need enough space for landing. They have hig h maneuverability and hovering. Rotary wing vehicles have short range radars and cameras to detect traffic movement. The drawback of such type of vehicles is that the rotary motion leads to vibration. For detailed information about UAVs, a detailed report was prepared which can be accessed online [1] 2 3 Hardware and On board/Off line Processing Figure 2.2 shows the custom made unmanned helicopter at the Unmanned Systems Lab. Each helicopter is equipped with custom made vision systems for on board and on the ground data


11 processing, pan tilt cameras for dynamic tracking and car following, other sensors and mission specific controllers for robust hovering over intersections and assigned target areas. Figure 2.2. Custom made unmanned helicopter with on board v ision system and controllers. Based on purpose of the traffic pl anning team, helicopters can fly to and hover over chosen intersections for simulta neous video data collection, and collect video data over surface street s egments, traffic corridors, or highway segments. The preliminary work has been done keeping the UAV in a hovering state, that is, the source (camera) is fixed at a point, and can only observe a limited amount of network area. The area that can be covered b y a particular camera is ca lled the field of view (FOV) [2 ]. Thus, the observable distance can be denoted by d (FOV). (a) (b) Figure 2.3. (a) shows a fixe d camera pointing straight down (b) shows a camera tilted at some angle. The observable area is the camera's field of view (FOV).


12 In figure 2.3 (a), the camera on the UAV points straight down. In this case, the area (A) that can be observed is given by A = 2 ( Altitude ) tan( FOV 2 ) (2.1) The camera that we have been working with in our lab (Sony block FCB EX980S) has a horizontal Field of View of 42.2 o Given also that the maximum allowable altitude is currently 200ft (approx. 66m), the maximum area that can be o bserved is 50.9 m. In figure 2.3 (b), the observable area is related to the Field of View (FOV) and the tilt angle by the equation: A = Altitude (tan( FOV + ) # tan ) (2.2) This yields a value of observable area to be 165 m. This value doesn't take into consideration the constraints posed by the requirement to accurately detect vehicles. The camera should not just be able to show the road but also to discriminate between vehicles. If that is taken into account the detection range is approximately 44 m. However, to calculate this value we assumed the only a portion of the whole image would be used for vehicle detectio n. Alternatively if the whole image is used for processing then the camera could be able to monitor a sizable part of a road (500m or more). If greater range for observation or for processing is required then a higher resolution camera should be used. 2.4 Image Processing Each helicopter is equipped with a fully functional vision system with on board and on the ground processing capabilities for image stabilization, object extraction, localization, motion


13 estimation, grouping, network geometry extraction vehicle tracking and traffic patterns, on top of and in addition to a robust helicopter control system. Image processing for traffic applications involve primarily two tasks: identifying the environment (network geometry, lanes, etc ), and vehicle detect ion. Real time outdoor image processing is a challenging task, as the system needs to adapt to changing light levels, shadows, environmental conditions, and variability in road and vehicle characteristics. Also, the system needs to have fast processing ti me, and high reliability. The source of video can be either through a static camera placed on a pole across an intersection/lane, or a moving camera mounted on a mobile vehicle, ground or aerial. An extensive survey of video processing techniques for traff ic applications can be found in [ 3 ]. The on board vision system has been designed to perform the following: E xtract useful information about traffic in th e form of statistical measures, O perate in rural, semi rural or urban areas regard less of network geo metries, and, O perate in real time. Figure 2.4 shows the different modules involved in the image processing process. The stabilization module overcomes vibrations inherent in a VTOL vehicle. The motion extraction module gathers information from the Inerti al Measurement Unit ( IMU) to extract the moving objects from the images, the configuration of which is relative to the camera. The feature extraction module is used to select features from the image sequence that most likely provide as much information as possible, such as edges and lines that can be matched to automobiles or to the silhouette of the road. The feature grouping module groups the features generated by the feature extraction module to allow for scene interpretation. To fully exploit the capab ilities of a mobile platform, the vision system is designed to adapt to different environmental setups. This environmental setup selection module contains algorithms to achieve this automatically. The structures containing the grouped features are tracked in the vehicle tracking module through the image sequence to estimate the trajectory each vehicle followed. Finally, the traffic statistics module receives all the information created in the system


14 and converts it to statistical measures. This module is ab le to count the total number of vehicles or turning vehicles at intersections based on the estimated vehicle trajectories and the extracted local network geometry. Figure 2.4. Block diagram of the various image processing modules Accuracy, correctness and reliability of the obtained statistical profiles depend on vision system functionality. Therefore, the approach to be followed to collect and process visual data is presented first, followed by preliminary results on how the conversion will be accompl ished. Several modules are required for efficient functionality of the vision system that will incorporate image stabilization (since both camera and the helicopter are moving), motion and feature extraction, environment set up, and vehicle tracking. Stabil ization : Vehicle vibration introduces artifacts in the image sequence making objects in the image difficult to extract, localize and estimate their motion. To overcome this problem, the average of the last N frames ( I S ) is used rather than the last frame I (t=N) itself. The frame' sent for further processing at any given time t is given by:


15 (2.3) Motion extraction: The camera is not static; hence the apparent motion of any object or area within the image may be due to the ego motion of the camera rather than the actual motion of the depicted object. In order to extract the moving objects from the images, the position and the attitude of the camera must be either known or be (somehow) estimated. This is accomplis hed using information provided by the vehicle IMU. Data acquired from the IMU is used to calculate the Focus of Expansion (FOE) coordinates on the image. The FOE is the point where all motion vectors corresponding to stationary points intersect. If the mot ion vector of an object does not point towards the FOE, it corresponds to a moving object. Feature extraction: The objective of this model is to select features from the image sequence that most likely provide as much information as possible. Given the app lication domain, characteristic features are: edges and lines that can be matched to automobiles or to the silhouette of the road; corners that are most likely to belong to automobiles; color that could identify the tarmac in contrast with the surroundings One of the most effective edge detectors is the Canny filter. As alternatives to this computationally intensive filter a series of linear spatial filters like the Sobel or the Prewitt operators can be used to extract edges. Corners are extracted using th e Harris operator or its modified version the Kanade Lucas Tomasi (KLT). Color can be represented in a variety of color spaces such as the Hue, Saturation, and Intensity (HSI), and the Lab which offer a representation closer to human color perception or th e RGB, YUV that are closer to the image data format as they are provided by the sensor thus avoiding computationally intensive conversions.


16 Feature grouping: Features generated by the previous module are grouped to allow for scene interpretation. This fun ction is performed by the feature grouping module. It accepts as input uncorrelated features, the outputs of the feature extraction module as well as information about their motion, and returns structures containing properties of the image objects. These p roperties include the object type (vehicle or environment) and motion vector. Features can either be grouped on the basis of the proximity and similarity to each other using a nearest neighbor approach, or be matched to a model representing the object. The first approach is quite straightforward in the sense that only the feature space needs be defined. The model approach requires a 2D or 3D model creation. In the latter case either the 3D model must be projected onto the 2D image and matched to the 2D feat ures or the 3D world must be reconstructed by the extracted 2D features and then matched to the 3D model. Matching in 3D is more intensive computationally and should not be the first choice for a system with real time performance requirements. However the use of 3D models or 2D templates is essential to expand the operation of the vision system to include vehicle type recognition. Environment Setup Selection / Network Geometry Extraction: To fully exploit the capabilities of an airborne vehicle, the vision system must be able to adapt to different environment setups. This includes the ability to identify roads in urban, rural areas and extract their structure. Structures containing the grouped features are tracked through the image sequence to estimate the t rajectory each vehicle follows. Grouped features extracted from each frame are matched with similar groups of features in subsequent frames. The most probable similarity match are found and the disparity between the position of this template or group of f eatures in the previous and the current frame are calculated. After extracting the positions that an object has gone through, a trajectory is constructed by means of linear interpolation. This module is able to identify boundaries of the pavement and wheth er the image contains an intersection or a straight stretch of a


17 freeway. It organizes previously extracted features that correspond to objects belonging to the static environment. Lines previously extracted and grouped are compared with templates of vario us road configurations (3 way, 4 way intersections etc.). Templates may consist of linear or higher order segments. This function distinguishes the proposed system from existing ones, since most of the applications so far rely on a given description of the road system or have assumed a static environment that allows the road structure to be easily and accurately superimposed on the image. Vehicle tracking: The structures containing the grouped features are tracked through the image sequence to estimate the trajectory each vehicle follows. The grouped features that are extracted from each frame are matched with similar groups of features in subsequent frames. The similarity measure is either a measure of distance between the two feature vectors in the feature space or a correlation based technique that compares the pixels in each region. In any case, the most probable match is found and the disparity between the position of this template or group of features in the previous and the current frame is calculated. After having extracted the positions that an object went through, a trajectory can be constructed by means of linear interpolation. Figure 2.5 shows the steps that take place to stabilize and extract vehicle information from a given video data feed from a helicopter.


18 Figure 2.5. Steps involved in the vision system 2.5 Traffic Simulation Models Traffic simulation models are computer software packages that are used to track movement of vehicles through a network based on o perational settings defined by the user. These packages have proved to be very useful to traffic engineers to check the performance of various control strategies before implementing them on the actual network. Also, most of these simulation models provide a visual interface, which is very beneficial to see the traffic pattern developent. The steps involved with a traffic simulation model are setting up the network geometry along with the network parameters, loading the model with vehicles, tracking the move ment of vehicles through the network, and obtaining the results to determine measures of effectiveness. Several simulation models such as CORSIM, SYNCHRO, VISSIM and PARAMICS are commercially available and are used by the transportation industry to analyze traffic patterns and


19 evaluate alternate traffic control and behaviors. Traffic engineers rely on accurate predictions of future traffic trends based on outputs from such models. Hence, calibration and update of these models becomes a very important and cr itical concern to minimize the discrepancies between simulation output and actual traffic measures. Since current sensors are unable to provide detailed data for such models, and since data collection following conventional techniques is a highly exhaustiv e and intensive procedure, mostly historical out of data is used for calibration of these models. Moreover, since each traffic network component (segment) has distinct characteristics, one cannot use the same set of calibrated data set and parameter values in all network components to predict traffic. Each simulation model needs to be calibrated based on the specific network's unique features and traffic patterns. Thus, mismatch and discrepancies between predicted traffic situations (output of simulation mo dels) and actual traffic pattern occur. Transportation simulation models require infrastructure data, including road network geometry, link speed limit and traffic signal timing plans, as well as traffic data, such as origin destination (OD) demand, link t ravel speed and link flows. In traditional traffic models, the traffic data is incorporated as static data', meaning that demand and flow parameters are considered fixed throughout the simulation period. More recently, models have begun to treat these par ameters as dynamic', thus, accounting for the variation of traffic conditions with time. The generated statistical profile can be periodically input into these simulation models to keep them up to date, improve accuracy, parameter calibration and reliabil ity of traffic simulation models, thus, improve traffic prediction. This Chapter described the background information related to current surveillance methods, unmanned aerial vehicles and their capabilities; hardware used for the research, image processing techniques, and traffic simulation models. The next Chapter provides with the literature review related to research conducted in field of transportation such as traffic surveillance methods, aerial surveillance, traffic simulation models and statistical m ethods involved in transportation research.


20 Chapter 3 Literature Review This Chapter provides a comprehensive literature review conducted during this research. It covers sections such as current traffic surveillance / detection methods, aerial s urveillance and UAVs, traffic simulation models and their characteristics, and statistical methods used in transportation research. 3 .1 Detection Methods The first vehicle detector was invented in 192 8 and installed in Maryland [4 ]. This type of detecto r had a passive roa dside transducer that registers a vehicle when the horn of the vehicle was activated. The pressure sensitive type detectors followed which were embedded in the roadbed. Vehicles were detected by the vehicle weight when the vehicles pass ed over the detector. Traditional technology for traffic sensing, including inductive loop detectors and video cameras, are positioned at fixed locations in the transportation network. Data related to traffic flow is currently obtained from detectors embed ded in pavements or pneumatic tubes stretched across roads. While these detectors do provide useful information and data about traffic flows at particular points, they generally do not provide useful data for traffic flows over space. Table 3. 1 lists curre nt sensor technologies and compares their strengths and weaknesses.


21 Table 3.1. Strengths and weaknesses of sev eral detection technologies. [5] Technology Strengths Weaknesses Inductive Loop Flexible design to satisfy large variety of applications Matu re, well understood technology Large expensive base Equipment cost is lower compared to non intrusive detector technologies. Provides basic traffic parameters (e.g. volume, presence, occupancy, speed, headway, gap) Operability in harsh environments. Instal lation requires pavement cut Decreases pavement life Installation and maintenance require lane closure/ disruption of traffic. Wire loops subject to stresses of traffic and temperature Multiple detectors usually required to monitor one intersection Accurac y may decrease when design requires detection of a large variety of vehicle classes Microwave Radar Insensitive to inclement weather Direct measurement of speed Multiple lane operation available These sensors cannot detect stopped vehicles. Active Infrar ed Transmits multiple beams for accurate measurement of vehicle position, speed, and class. Multiple lane operation available Operation may be affected by fog when visibility is less than 20 feet or blowing snow is present. Installation and maintenance, in cluding periodic lens cleaning, require lane closure. Ultrasonic Capability of over height vehicle detection Environmental conditions such as temperature change and extreme air turbulence can affect performance Large pulse repetition periods may degrade o ccupancy measurement on freeways with vehicles traveling at moderate to high speeds Video Image Processor Monitors multiple lanes and multiple zones/lanes Easy to add and modify detection zones Rich array of data available Provides wide area detection whe n information gathered at once camera location can be linked to another Inclement weather such as fog, rain and snow; vehicle shadows, occlusion etc can affect performance Requires 50 to 60 ft camera mounting height for optimum presence detection and sp eed measurement Susceptible to camera motion caused by strong winds


22 Visual data obtained through video cameras provide detailed traffic information such as delays, vehicle classification, traffic de nsity, and turning movements [ 6]. Stationary video camera s are installed at locations to capture detailed information about traffic such as vehicle trajectories, which may not be obtained using detectors. Most of these cameras mimic the operation of loop detectors. These cameras are calibrated to focus on a part icular region of the road and only detect the vehicles that pass through this region. Several commercial systems such as A UTOSCOPE, IMPACTS and CCATS [7 ] detect presence of vehicles using image intensity changes in the pre speci fied region. Coifman et al. [8 ] provides details about other "third generation" systems which are capable of tracking vehicles but have problems with occlusion, camera vibrations and lighting transitions. California Partners for Advanced Transit and Highways (PATH) installed a surve illance system called Berkeley Highway Laboratory (BHL), which is a combination of detector stations along a freeway and video cameras on top of a 30 story build ing across the I 80 freeway [9 ]. This system is connected through coaxial cables to a server wh ere the data is stored, followed by off line data processing. This system of capable of detecting vehicles and generating vehicle trajec tories based on obtained data [10 ]. The Virginia Department of Transportation (VDOT) installed video based traf fic dete ctors along Route 7 [11 ]. The cameras were mounted on the mast arms at the far side location of the signal post with a seven foot riser. Once the detector positions are established, the camera cannot be moved, or else the complete system needs to be reconf igured. The system was discontinued because of significant detection errors such as over counting traffic volumes, unable to accurately register left turn demand, and occlusion issues. Different approaches of using moving cameras in traffic surveillance ar e possible. Some studies employ floating cars to investigate travel time and other tra ffic conditions [12 ]. F or example, McDonald et al. [13 ] used two cameras that were mounted on either side of a bus roof, while the bus moves in the center lane at a const ant speed. The cameras gather data of vehicles moving in adjacent lanes and send it to the base control station. Video data was used to obtain


23 information on lane usage, lane changing rates, vehicle headways, and average speeds. However, using cameras moun ted on a bus roof does not solve the problem of wide area surveillance, as the altitude of the positioned cameras does not allow for a good view of the vehicles and the network. Several on going research projects have been working to come up with technol ogies that improve surveillance techniques for traffic management. Image processing techniques have also been used for lane dete ction and vehicle detection [14, 1 5]. Systems such as SCARF and UTA [16] use moving cameras and image processing techniques for lane detection, edge detection, and image segmentation. A research conducted by PATH [17 ] designed a system V 2 SAT that tracks vehicles using vehicle signature analysis. Video cameras were placed on an over crossing that tracked each vehicle passing through a pre calibrated region. The detection region was limited to one lane, and travel time was manually observed. Travel time estimation algorithms such as Extrapolation method and Platoon matching have been developed based upon measurable point parameters su ch as volume, lane occupancy etc. image matching algorithms are used to match vehicle images or signatures captured at two consecutive observation points. 3 .2 Aerial Surveillance and UAVs Satellites were initially considered for traffic surveillance pur poses, but the transitory nature of satellite orbits make it difficult to obtain the right imagery to address continuous probl ems such as traffic tracking [8 ]. Also, cloud cover hampers good image quality on days with bad weather. Manned aircrafts are deem ed expensive for traffic surveillance studies and are non operational in severe weathers as well as potentially unsafe environments due to presence and safety concern of operators. UAVs, on the other hand, can fly at low altitudes and do not involve risk o f operators. They may be employed for a wide range of transportation operations and planning applications such as incident response, monitor freeway conditions, traffic signal control coordination, traveler


24 information, emergency vehicle guidance, vehicle tracking on intersections, measurement of typical roadway usage, and estim ation of Origin Destination flows [19 ]. Several types of aerial surveys have been used or tested to measure data related to traffic management. The method of using fixed wing aircraf t to collection congestion and traffic information was being used as early as 1965 by a transportation consultant in Maryland. Researchers at the University of Karlsruhe in Germany examined the matching of vehicle images from aircraft in 1987. New methods of improving this technology are under development and research around the world. Researchers have tried experimenting on fixed wing aircraft, helicopters, observation balloons and satellites. Kumar et al. [20 ] describes the challenges faced during aerial video surveillance using manned helicopters and a video camera, such as limited field of view, data storage and subsequent analysis problems, and difficulties in interpreting the captured video. As such, the research team is developing VTOL vehicle techno logy to improve the flexibility of video traffic surveillance. Another research using manned helicopter used image registration and vehicle recognition to gather useful information such as travel time, d ensity and queue estimation [21 ]. Several research t eams in the U.S. and around the world have recognized the potential of unmanned aerial vehicles (UAV) for traffic monitoring. Most projects have focused on development of the UAV technology, such as navigation and communications systems; however, recently advances have also been made in image processing for mobile source videos. Further, while researchers have begun to consider integration of the UAV and image processing systems into real time traffic and emergency management systems, a complete and working system has not been developed. New methods of improving this technology are under development and research at various universi ties. S everal ongoing transportation related research efforts using UAVs are listed below


25 University of Florida research team i s working with UAVs for aerial traffic surveillance on rural interstates. The airborne traffic surveillance system ( ATSS) [22 ] proof of concept project [2 3 ] aims at evaluating the feasibility of the wireless communication systems, that the UAV can fly for a certain distance collecting traffic information and successfully transmit it to the base stations The Wallenberg Laboratory for Information Technology and Autonomous Systems (WITAS) is conducting a long term basic research project on UAVs at the Linkop in g University (LiU), Sweden [24 ]. They are developing technologies and functionalities necessary for successful deployment of a fully autonomous UAV operating over diverse geographical terrain containing road and traffic networks. The UAV is intended to nav igate autonomously at different altitudes, plan for mission goals such as locating, identifying, tracking and monitoring different vehicle types. The project also aims for identifying complex patterns of behavior such as vehicle overtaking, traversing of i ntersections, parking lot activities, etc. The research at Ohio State University (OSU) is pioneered by National Consortium on Remote Sensing in Transportation (NCRST). Field experiments were conducted on different freeway scenarios, collecting information on freeway conditions, intersection movements, network paths and parking lot monitoring [ 2 5]. Traffic parameters such as flows, speeds, densities, off ramp weaving, vehicle trajectories, turning movements and queue lengths on intersections were observed wh ile gathering information on a network consisting of seven intersections. The data obtained was used to derive parameters such as average annual traffic data, queue length, and local origin destination flow estimation. Traffic Surveillance Drone [19 ] is b eing developed at the Georgia Tech Research Institute's (GTRI) Advanced Vehicle Development and Integration Laboratory. Their initial effort involves the development and working of a prototype to demonstrate the capabilities of traffic data collection, and be able to relay live video and two way audio


26 from the site of traffic incidents, back into the state's Advanced Traffic Management System (ATMS). The European Commission's COMETS project is focusing on "understanding" the traffic environment to serve as a mobile sensory platform with real time information gathering and processing capabilities. They intend to monitor traffic conditions, identify and track individual vehicles, and gather data rel ated to network use and abuse [26 ]. University of Arizona supp orted by NCRST F has gathered aerial video data to study the video image properties, and to characterize the quality of data for traffic measurements [27 ]. The project attempts to examine the integration of digital video, GPS, and automated image processin g to improve the accuracy and cost effectiveness of data collection and reduction. Western Michigan University has recently started work on Application of UAVs to Traffic and Emergency Surveillance. Focus is to see the applicability, and analyzin g traffic using aerial images [28 ]. For completion, a comprehensive survey on types of UAVs and their c apabilities can be found in [1 ].


27 Table 3.2. List of current research work being undertaken at various universities


28 3 .3 Simu lation Models Classic traffic flow models are based on the perception and reaction of a driver on a short time scale. According to the level of implementation detail, models may be classified as macroscopic, mesoscopic, and microscopic. The m acroscopic a pproach (fluid dynamic theory) utilizes analogies from fluid dynamics, such that traffic is considered to comprise of a one dimensional flow of compressible fluid (cars) [2 9]. Such models use fluid variables (flow and density) to describe congestion and th ey do not model individual vehicles. There is a continuous effort to find a density flux relation to better understand the traffic flow phenomenon. The m icroscopic approach describe s vehicles and drivers, individually. Each vehicle is represented by a par ticle, and the interactions between these particles depict the behavior and response of one vehicle towards the others. Several traffic phenomena such as vehicle characteristics for acceleration and braking, driving behavior such as route choice, lane chan ge, gap acceptance, overtaking, are integrated in such models. Such models offer a more realistic description of the traffic pattern through a network of roads [30 ]. Micro simulators have been proven useful to design intersections, regulate traffic lights, study impact of variable message signs, ramp metering, etc. Approaches such as cellular automata [ 3 1, 32 33], and agent technology [34 35 ] are used to build these micro simulation models. The m esoscopic approach based model is between the macroscopic an d microscopic level as it combines the theories of both. Models are based on aggregate variables that do not distinguish between individual vehicles. They may use speed density laws instead of detailed descriptions of the motion of individual vehicles. The dynamics of these variables in space and time are derived from microscopic assumptions on driver behavior. Optimal velocity models are based on the assumption that the desired speed of a vehicle depends on the distance headway of the leading vehicle. The vehicle maintains a safe speed


29 depending on relative position, rather than relative speed of the leading vehicle. It may be observed that the vehicle will stop if a minimum safe distance is reached. Similarly, the vehicle may obtain a maximum speed if the distance increases significantly. Models may be also categorized as time based' or event based'. In time based models, simulation follows a pre defined time step. At each time step, individual vehicles and their behaviors are computed and observed. A time step is divided into two phases: a motion phase computing vehicle variables for all vehicles, and a decision phase where drivers may alter their vehicle behavior according to traffic conditions. Event based models require less computation as updating vehicle variables occur only when an event occurs. This is because system variables are only affected when an event occurs. An event may be a vehicle entering or leaving a network, vehicle changing lanes, driver changing routes, etc. The problem with event based models is that a single decision of a driver may impact several vehicles, which can sometimes lead to high computational complexity. This research focuses on microscopic models based on car following theories according to principles of classical Ne wtonian dynamics giving a deterministic description of the motion of individual vehicles. Each individual particle' in a system of interacting classical particles is represented by an individual vehicle in the traffic system that behaves as a stimulus res ponse system. Vehicle acceleration or deceleration is regarded as response of the particle to stimulus in the form of interaction with other vehicles in the system. From models that use car follo wing theory, earlier models [36 ] include follow the leader (d riving strategy) and optimal velocity models. The stimulus in such models is the difference between two consecutive ( n and n+1 ) vehicl es. It has been suggested in [ 3 7 ] that each driver must maintain a safe distance from the leading vehicle by keeping the s ame speed with that of the leading vehicle. Time lag is introduced as the time taken by the driver to respond to the stimulus.


30 AIMSUM2 (Advanced Interactive Microscopic Simulator for Urban and Non Urban Networks) has been developed at the Polytechnic Univ ers ity of Catalonia, Barcelona [38 ] It supports the car following theory and it is capable of simulating real traffic conditions in an urban network. It can evaluate different traffic control systems (fixed, variable, and adaptive) and different managemen t strategies (route guidance, VMS). It is also capable of generating and model incidents, conflicting maneuvers, etc. The MOEs provided by AIMSUN2 are traffic flows, travel times, speed, etc. Different types of vehicles and drivers can be defined [39 ]. A IMSUN2 requires network description, traffic signal control plans, and traffic conditions as input parameters. These include traffic flows for input links, turning proportions at junctions, and the i nitial state of the network [38 ]. AIMSUN2 is integrated i nto the GETRAM (Generic Environment for Traffic Analysis and Modeling) that consists of a traffic network graphical editor, a network database, static assignment models, temporal simulation models and a module for storing and presenting results. Also, AIMS UN2 can be integrated with SCOOT (Split Cycle Offset Optimization Technique) to design signal timings fo r minimizing traffic delays [40 ]. CORSIM (CORridor microscopic SIMulation) developed by FHWA, integrates two existing software models: NETSIM (urban) an d FRESIM (freeway). CORSIM is a core component in the TSIS (Traffic Software Integrated System), an integrated development environment that enables users to conduct traffic operations analysis. It is capable of simulating traffic flow in large urban areas containing surface streets and freewa ys [41 ]. CORSIM encourages the concept of network partitioning by dividing the network into many sub networks connected to each other using interface nodes. It is capable of modeling pre timed and actuated signal contr ols. Drivers are distributed based on their level of aggressiveness. Other distributions based on driver behavior are discharge headway, amber interval response time, and turning movements. The input part of CORSIM is done through ASCII files, or the user can create graphically the whole network. Due to the large number of parameters considered by CORSIM, the input process


31 is confusing and time consuming. The output produces MOEs such as queue delays, time traveled, average speed. INTEGRATION was develope d at Queens University. It is now a privately owned model maintained by researchers at Virginia Tech [ 4 2 ]. It is a meso scopic model that supports route based guidance and traffic assignment routines on both street networks and integrated freeways. It uses combined theories of individual vehicles and macroscopic flow theory in the model. Parameters such as traffic control, route guidance and assignment may be used to vary the traffic pattern. The limitation though is that driver behavior cannot be changed b y the user. One of the main capabilities of INTEGRATION is the assessment of real time route guidance. MOEs are in form of travel time, distance, n umber of stops, queue sizes [43 ]. PARAMICS (PARallel M ICroscopic Simulation) is a suite of high performance s oftware tools for microscopic traffic simulation developed by the Edinburgh Parallel Computing Center and Quadstone Ltd., UK. This model has a comprehensive visual display supporting 3 D vehicle animation. PARAMICS can currently simulate the traffic impact of signals, ramp meters, loop detectors linked to variable speed signs, VMS and CMS signing strategies, in vehicle network state display devices, and in vehicle messages advising of network problems and re routing suggestions [38 ]. It has a user friendly GUI for building network. It can load network data from standard node and link data sets such as SATURN, NESA or TRIPS. A notable feature of Paramics is its scalability. A large network can be decomposed into regions where each is simulated on a processor in a parallel machine. Output consists of traffic flow, density, signal phases, vehicle routing, real time statistical output etc. [41 ]. SYNCHRO and SIMTRAFFIC are part of a simulation software package developed by Trafficware Ltd. Synchro is a macroscopic model, used in modeling traffic flow and optimizing traffic signal timing. Synchro takes a single file with data about multiple signalized intersections, and is used to optimize signals, and minimize delays and queues. SimTraffic is the visualization tool for Synchro that fully simulates signals, links and unsignalized intersections [44 ].


32 VISSIM (Verkehr In Staedten SIMulation) a German acronym for traffic in towns simulation, is a discrete, stochastic, and time step based microscopic simulation model d eveloped at the University of Karlsruhe, Germany. The model consists of a traffic simulator and a signal state generator. VISSIM is used for optimal vehicle actuated signal control strategies, testing various layouts of complex intersections etc. VISSIM ca n import the signal timing plans of three TEAPAC programs: PRETRANSYT, TRANSYT 7F, and SIGNAL97. The inputs include lane assignments and geometry, OD matrices or flow rates, turning percentages, distribution of vehicle speed, acceleration, deceleration, ga ps, and signal control timing plans. VISSIM successfully outputs MOEs such as total delay, stopped time delay stops, queue lengths, etc. [41 ]. Another category of traffic models is dynamic traffic assignment models. Dynamic traffic assignment models estim ate user optimal travel paths and equilibrium network conditions by iterating between traffic simulation and assignment of vehicles to paths. Unlike simple traffic simulation, traffic assignment models capture travel route choice behavior. In this case, ra ther than calibrating link counts, the origin destination trip table is adjusted until the equilibrium assignment yields link flows that reflect observed values (such as those reported by video data). Several dynamic traffic assignment models have also be en proposed, including DYNASMART, DYNAMIT, INTEGRATION, VISTA, and TRANSIMS model. Dynamic traffic modules utilize simulation models combined with real time traffic information to predict effects of various traffic management strategies. Data such as link speeds, link flows and route choice are collected from several sources of real time information like loop detectors, roadside sensors, and GPS equipped vehicle probes [45 ]. DYNASMART X is a model being developed at the University of Maryland for traffic e stimation and prediction, which interacts continuously with multiple sourc es of real time information [46 ]. A very detailed review of dynamic traffic assignment ( DTA) models can be found in [47 ].


33 DynaMIT is another real time model developed at the Intellig ent Transportation Systems Program at MIT. DynaMIT uses historical, surveillance and O D data to generate reliabl e O D estimates in real time [4 8]. DynaMIT uses historical data with real time inputs from field installations, surveillance data and control l ogic of traffic signals, ramp meters, and toll booths, to generate estimate future traffic conditions. MIT is assisting University of Virginia in performing calibration and identification of key parameters for a test network to integrate real time traffic data into DynaMIT. The Next Generation Simulation (NGSIM) program at Berkeley is developing behavioral algorithms for microscopic traffic simulation, supported by validated data sets. These data sets are provided by Berkeley Highway Lab (BHL) video surveil lance system that consists of video cameras placed on roof of a building. Data is collected for a subsection of freeway I 80 on both directions. Data set consists of detailed vehicle trajectory data obtained by video cameras, wide area loop detectors, and other sources f or signal/intersection data [49 ]. A detailed analysis of the dataset was conducted to calculate parameters such as flow, speed of vehicles, number of lane changes, headway and gap analysis, etc. The dataset has been made available online for use in researchers and simulation model deve lopers at the NGSIM website [50 ]. Wahle et al. [51 ] has modeled the impact of real time information on traffic patterns using an agent based model. Data for these dynamic agents are collected by floating cars em ployed to investigate traffic conditions on routes. The impact of the driver as an agent and its behavior on traffic patterns was studied and discussed. Mazur et al. [52 ] have established an advanced traffic information system, OLSIM, which is an internet based cellular automata simulator. The simulator uses locally measured traffic data, provided every minute by about 4000 loop detectors and infrared or radar detection devices. This data is stored in a database at the central OLSIM server, and also include s control states of about 1800 VMS. The internet user can get the information about current traffic state, as well as 30 minute and 1 hour prognosis for the autobahn network in North Rhine Westphalia.


34 A study conducted by Wayne State University, Detroit, M I, describes a real time traffic simulation system used as a computational component in a real time traffic system. The goal was that the system would be fed with real time traffic input data, and it would predict traffic c onditions in real time [53 ]. Test s with real data from the I 94 freeway in Minneapolis were conducted on a parallel macroscopic model. The idea was to validate the accuracy and computational rate of the system. In another work, Zou et al. [54 ] have developed a simulator model to integrate knowledge base and simulation system for real time incident management. An input interface module suggests the location of the incidence, while the simulation module along with the knowledge base/prediction module is used to primarily estimate the effects of the incident. An output module then monitors and assesses the varying traffic conditions after the incident. 3 .4 Statistical Modeling of Traffic Parameters Transportation related problems are stochastic in nature due to the presence of people with d ifferent driving behavior. This leads to high degrees of uncertainties while conducting transportation studies. Moreover, the complexity of transportation problems along with the high number of parameters affecting traffic requires certain set of statistic al analysis methods to estimate system performance. In traffic studies, researchers are required to use certain tools or formulations to establish traffic patterns and response to events. While evaluating existing traffic simulation models that use differe nt measure of effectiveness (M OE), sensitivity analysis' [55 ] reveals that there exist a few input parameters that actually affect the output and MOEs. Since current sensors are unable to provide detailed data for such models, and since data collection fo llowing conventional techniques is a highly exhaustive and intensive procedure, simulation models are validated using statistical analysis on such parameters. Due to lack of data, these input parameters are measured using statistical methods inc luding sen sitivity analysis [55 56],


35 analysis of variance [57 ], chi square tests [ 58], regression analysis [59 ] Wilcoxon signed rank test [60 ], The il's inequality coefficient [61 ], spectral analysis [ 62 ], and the standar dized time series technique [63 ]. The range of statistical models commonly applied in transportation studies includes binomial, Poisson, Poisson gamma (or negative binomial), zero inflated Poisson and negative binomial models, and multinomial probability models [64]. Johansson [65 ] uses Poisson and negative binomial count data models to estimate the effect of lower speed limits on number of accidents leading to damage Swedis h motorways. Okutani et al. [66 ] describes a kalman filtering approach to predict short term traffic volume. Other methods use d to predict short term traffic flow include k nearest neighbor approaches [67], exponential filtering [68] and ARMA models [69 ]. Regression techniques such as multiple linear regression are used to determi ne traffic safety variables [70 ]. Other methods su ch as genetic algorithms [71] and Bayesian analysis [72 ] are used to calibrate performance measures for simulation models. Most existing methods used to measure traffic variation are focused on freeways Rakha et al. [73 ] investigates traffic variability o n freeways using ANOVA, least square error, and least Poisson error. Wang et al. [74 ] used an extended kalman filter for traffic state estimation for real time freeway scenario. Data is collected using a series of traffic detectors located on a freeway str etch. Important parameters such as flow, density, capacity and speed were observed and analyzed for traffic state esti mation. Stathopoulos et al. [75 ] examined the spatio temporal variations of traffic flow in an urban network by using exploratory analysis of characteristics of several traffic parameters obtained over a period of sev eral months. Tsekeris et al. [76 ] used principal component analysis as an approach for spatio temporal analysis of variation of traffic flow. Several classic hypothesis tests a re used to validate simulation models. These tests include Kolmogorov Smirnov test, Mann Whitney test, two sample t test etc. These tests assume that the data is independent and have a normal distributed. But in common practice, mostly the traffic data


36 is non stationary and autocorrelated. Thus, the above mentioned tests cannot be used for validity of the simulation model. Also, some approaches assume that traffic flow follows a normal distribution [77 ], which is seldom the case. This Chapter provided the l iterature review of various researches conducted in field of transportation. The next Chapter defines the problem statement and definition of this research, and mentions the novelties of this research work.


37 Chapter 4 Problem Statement and Definitio n T raffic conditions over the affected network may change significantly with time. Time varying parameters such as queue length, average delay and speed are difficult to project using existing simulation models. Real time data is required to give a reliab le estimate of traffic conditions in such scenario. The discussion of problems faced with current approach and the subsequent novel approach presented in this work is as follows Real time data collection: The c urrent a pproach is described as follows. Da ta is collected using stationary devices such as loop detectors embedded in pavements or video cameras mounted on poles. This data lacks the advantage of spatiality because it only covers a certain segment of the network. Current data collection methods re ly on storing data on site. Data is later retrieved for off line processing. The n ovelty of this approach is described as follows. Data is collected in real time using a video camera mounted on UAV. Video data provides a level of detail unavailable from ot her types of sensors that tend to provide only count based information. Helicopters can traverse the network providing complete wide area monitoring data to the traffic management center in real time. This data contains detailed spatial temporal informatio n of the current traffic behavior. Data can either be processed on site and relayed to the base station, or the raw video feed is transferred through wireless channels to the base station for off line processing. Both processes occur in real time, thus ena bling the data analysis and statistical profiling immediately.


38 Statistical profiles based on spatial temporal detailed data: The c urrent a pproach is described as follows. Limited amount of data is available through inductive loop detectors. Mainly, it con sists of counts and volume. Other parameters such as delays, travel time etc are calculated using probability and regression techniques due to lack of sufficient data. Most of the statistical analysis studies focus on accident related effects on traffic, but the validation of such methods is hard due to lack of consistent and detailed data. The n ovelty of this approach is described as follows. Detailed spatial temporal data is observed and collected using UAVs. Vehicle trajectories are obtained which give useful information about volume, vehicle spacing, density, travel time, delay, turning movement, queue length and O D estimates. These are useful to obtain the traffic pattern on a particular segment. Moreover, video data allow for differentiation of vehi cle types resulting in more detailed traffic analysis and control. With such detailed profiles, it will be feasible to observe key simulation parameters and observe how they affect measure of effectiveness. Calibration and update of simulation models in re al time: The c urrent a pproach is described as follows. A simulation model is calibrated using limited amount of data. Although current simulation models have the ability to model complex traffic behaviors, models are typically calibrated based on off line historical data, therefore, constantly changing conditions are not captured. Most traffic simulation studies have used data collected through fixed detectors or stationary cameras mounted on poles along the road. The disadvantage of this data is that it on ly provides information for a certain range of road segments. The same set of default parameters are used for simulating different types of networks. Many researchers have suggested that networks have distinguished properties and to simulate such networks, a simulation model needs to be calibrated accordingly. But, due to lack of sufficient data researchers have to use methods such as trial and error, Bayesian, neural network etc to update the simulation model. This process is exhaustive and frequently res ults in inaccurate results and large discrepancies between observed and simulated data.


39 The n ovelty of this approach is described as follows. Detailed data is available and statistical profiles are generated which contain properties of the network. A major novelty of the approach is that it overcomes limitations of current simulation models that although they concentrate on a global range of traffic networks and patterns, their calibration procedure is limited to only a few segments in the network using a p re defined set of fixed value parameters. Dynamic updating of traffic statistical profiles based on changing parameter values in real time improves calibration and accuracy. These profiles are fed to the simulation model to update the network parameters. T hese profiles also capture incidents such as accidents, lane closures, etc which can be updated in the simulation model to give real time status of the network. The parameters are adjusted accordingly, to simulate the effect of such events, which can be u seful for traffic planners to take informed decisions. Moreover, this process is repeated continuously so that a library of most current and historical data will be created and used by the traffic simulation model. It is expected that this will improve e stimation and prediction of traffic conditions, and allow for more effective optimization of traffic control strategies in constantly changing traffic environments. This Chapter provided the problem statement and discussed the current issues as well as the novelties that are proposed in this research. The next Chapter provides details of the proposed solution and framework used for the research.


40 Chapter 5 Proposed Solution Traffic video obtained through cameras mounted on UAV give an "eye in th e sky" image of the network. This data can be exploited to derive considerable amount of detailed information about the traffic flow. Several traffic parameters are formulated and modified keeping in mind the information extracted using aerial video data. The purpose of this research is to develop a system, which will optimize the traffic network, to improve the performance and flow of traffic at both normal and peak hours. Also, it shows that the real time images provided by the UAVs may help traffic plann ers to take better decisions in events of blockages caused because of events such as traffic jams or accidents. The focus of this project is to develop a system which would ensure efficiency of the use of current road infrastructure by optimizing traffic o perations (traffic signals), influencing driver's behavior by providing timely information (in case of accidents, detours), and providing real time updated and calibrated simulation model predictions to traffic planners to take informed decisions. This inf ormation will give traffic planners the capability to make modifications to the system in case of accidents, emergencies, constructions, events etc. This would eventually lead to maximization of the capacity of the network and minimization of travel times and fuel consumption. This work can be described and categorized into two main parts: Custom made UAVs fly over certain intersection or link segment and collects real time data using the cameras mounted on the UAV. This video data undergoes various image


41 p rocessing algorithms to extract the environment details and gives information about traffic counts and trajectories. The above data is used to obtain statistically significant measures, which are then input into traffic simulation model to update the scen ario of road usage and moreover, predict future trends based on current observations. All of this process occurs in real time. 5.1 Framework The proposed and utilized conceptual framework is shown in Figure 5.1 The real world traffic network block depi cts the ph ysical traffic network. The bold outline blocks depict the utilization of unmanned helicopters and the on board/on the ground image processing system. Data is collected in real time by cameras mounted on the UAV. This video data is converted in to traffic data using the image processing algorithm described in the previous section. This data can be merged with data collected using other existing devices. Statistical profiles are generated using this raw data, which act as test parameters for traffic model. These parameters are then used for modeling traffic conditions. These test parameters are fed to the simulation model along with historical data. Once the model is calibrated to accommodate a current traffic pattern, measures of strategic effective ness are incorporated to make improved decisions in real time.


42 Figure 5.1. Conceptual framework of real time data collection and traffic simulation c ontrol A real time knowledge of traffic conditions is useful to generate traffic control and traffic i nformation strategies. These strategies may prove beneficial to update signal control systems, decide whether new infrastructure is necessary to accommodate increasing traffic etc., and various other traffic related studies such as effect of percentage of heavy vehicles on the average speed and delay of the network etc. 5.2 G enerating Statistical Profiles f rom Video UAV based video data has the advantage of providing an elevated 3D view of the environment. This spatio temporal data provides microscopic details of individual vehicles and


43 network. Knowledge of time and position (space) of a vehicle allows for trajectory plotting and tracking of these vehicles. It is important for traffic planners to know the ratio of type of vehicles on a roadway to estim ate network usage. The algorithm is used to identify and classify vehicles, distinguishes between cars, trucks, and bikes. The classification of different types of vehicles is necessary for traffic planning as increase in ratio of trucks and other heavy ve hicles on a roadway decreases the average speed of the link. Thus, detailed information of vehicular classification is obtained using the image algorithm. Traffic parameters are obtained using detailed video information. Consideration constraints posed by the requirement to accurately detect vehicles, observe the road and distinguish between overlapping / occluded vehicles, restricts observable areas. These constraints are taken into account when defining statistical profiles. An important aspect of the vis ion component is the identification of vehicular classification of the ratio of type of vehicles on a roadway to estimate network usage; that is, identification of cars, trucks, emergency vehicles, motorbikes, etc. This is of major importance since an in crease in ratio of trucks on a roadway decreases the average speed of the link. Some parameters are similar to formulations found in traffic flow theory literature, while others have been modified keeping in mind the information that can be extracted using aerial video data. Once the counts are determined using on board / on the ground processing system, the statistical features can be calculated in real time. It is advisable to perform the statistical calculations on the ground station due to high computin g requirements, which require larger infrastructure than could be accommodated on the helicopter. An urban network may be divided into links and intersections. The basic reason for differentiating links and intersections is that on links, vehicles interac t only with other vehicles. That is, they need to change their behavior depending only on traffic flow or congestion. At intersections, vehicles also need to respond to signals and queue developments. As shown in Figure 5.2 intersection analysis will be u sed to calculate turning movement, queue estimation, and delay, while link analysis will be used to calculate speed, flow, and density.


44 Figure 5.2. Performance measures on a network (link and intersection) The main performance measures that pertain to a link are speed, density, flow, volume, inter vehicle spacing, occupancy, etc. Even though speed of each individual vehicle may be measured, mean speed is an essential parameter for traffic analysis. Some of the traffic parameters can be obtained directly through the image processing algorithm such as count, volume, travel time; while other parameters have been derived using the methodology described below. 5.2.1 Acceptable Gap The acceptable gap in a car following behavior is the minimum distance betwee n successive cars such that the latter car can safely drive at the same speed as the preceding car. Acceptable gap may be calculated using the video data based on Figure 5.3. Acceptable gap is essentially the distance between the rear of the leader vehicle and the front of the following vehicle.


45 Figure 5.3. Calculating acceptable gap using visual d ata The image algorithm determines the vehicles and encloses them into unique boxes. The distance between two successive boxes determines the gap between th e vehicles. It is important to note that in a downtown area the acceptable gap is much smaller than elsewhere, but the idea is the same. Thus, the space headway between two vehicles in the same lane is calculated using equation: h s = l 1 + g a (5.1 ) 5.2 .2 Mean Speed on Network Statistical conversion involves placement of "virtual detectors" ( VDs ) at the beginning and end of each link as shown in Figure 5.4 These VDs act as point detectors' where each vehicle entry (time and location) is recorded helping in determining the path of the vehicle. This in turn is helpful to calculate the turning movement and the origin destination (O D) matrix.


46 Figure 5.4. Virtual d etectors on beginning and end of each link Traf fic trajectories can be obtained for individual vehicles based on the approach mentioned above. Each vehicle is assigned a vehicle id when it enters the network. The vehicle is followed through the network from the time that it enters the network till it e xits the network. Using this trajectory, several important measures such as speed, volume, density, and average delay can easily be observed. Figure 5.5 shows the trajectories of four vehicles traversing through a network comprising of three segments. The dotted lines show the vehicle trajectories observed by conventional double loop detectors. Such detectors are unable to find the delays occurring in the intermediate segments of the link. Using vehicle following, delays and travel time for each individual segment can be observed. Also, the density and flow can be observed for every segment in the link.


47 Figure 5.5. Trajectories of vehicles traversing through a network comprising of three segments Using the above methodology, the mean speed, s, may be ca lculated by observing the travel time of individual vehicles through the link: s = d l n 1 t i j i = 1 n j = 1 L (5.2 ) d l is the observable distance given by d l =VD 2 VD 1 The above equation aggregates all vehicles throughout all lanes while observing the time it takes for each individual to cover the distance between two consecutive VDs. 5.2.3 Flow Flow, f is given by the number of vehicles passing through a certain point in the network in a given time period ( T ). Any VD can be considered and the flow can b e measured as the number of vehicles that passed the VD within a given time period:


48 f = 1 T n j t ( ) n j t 1 ( ) ( ) j = 1 L # t = 1 T $ (5 .3 ) Therefore, the dynamic occupancy of a link is defined based on the traffic flow f and speed s as follows: o = f l 1 s (5.4 ) 5.2 .4 Density Calculating density of a particular link or network has proven to be very difficult given that point detectors are unable to keep track of vehicles currently present on a link. Video data enables us to calculate density using spati al, temporal, as well as (pseudo) spatial temporal methods. Spatial Density Loop detectors are able to calculate spatial density only. Spatial density is calculated by the time of presence of vehicles on the stationary detectors. The same concep t can be used to calculate spatial density using video data by placing a virtual detector of width x at any poin t on the link as show in Figure 5.6 (a). The number of lanes assigned for this particular VD can be adjusted and the time taken by each vehicle to traverse this particular segment x is noted. Using this process, t he spatial density k s can be calculated as: k s = t i j i = 1 n j = 1 L T # x


49 k s = x s i j i = 1 n # j = 1 L # T x = 1 s i j i = 1 n # j = 1 L # T (5.5 ) Figure 5.6. (a) A Virtual Detector of x to calculate spatial density (b) A Virtual Detection Frame Temporal Density Another way to calculate the density of the network is to assign a certain region where the total number of vehicles present at a time is req uired to be observed. Temporal density is calculated using a Virtual Detection Frame ( VDF ) as shown in Figure 5.6 (b). This method, in fact, uses a


50 single still image at one time and calculates the vehicles present inside the VDF Using a VDF of length d fr the equation for temporal density k t becomes: k t = 1 d fr n j j = 1 L (5.6 ) (Pseudo ) Spatial Temporal Density Based on the two calculated measurements, the spatial temporal density may be obtained by repeating the procedure over a time pe riod T Thus, temporal density is calculated for each time unit for a period of time T (for example: one hour), and the average density k s,t can be calculated as: k s t = 1 T 1 d fr # $ $ % & ' n j dt = 1 T d fr n j j = 1 L ( # $ $ % & ' dt t = 1 T ) j = 1 L ( t = 1 T ) (5.7 ) 5.2 .5 Queue Estimation The definition of queue length diff ers across literature. Several formulations are used by simulatio n models to implement queues [78 ]. For the purpose of our research, queue length at an intersection is defined as the number of "stopped" cars at an intersection at the instant the signal tur ns from red to green. At this time, the stopped cars start to dissipate, clearing away the queue. One of the problems with such definition is that it takes some time for the vehicles at the end of the queue to start moving, in which time some more vehicles enter the queue. The method described in this paper does not include these "moving" vehicles as part of the queue, as these vehicles do not stop due to the signal, but due to vehicular interaction only.


51 Figure 5.7 An intersection queue scenario. At t he moment when the signal turns from red to green, a polygon based area can be detected. Such type of an alysis has also been used in [79 ]. Fig ure 5.7 shows one such scenario. The average spacing between two cars, or gap, at halt can be calculated prior to queue length estimation. This value can be taken directly from previous literature or an analysis of gap distance can be done for the particular intersection. Let l 1 and l 2 be the length of the polygon, and w be the width of the total number of lanes. Also let g a be the mean acceptable gap between two vehicles. Thus, v = A g a + v l ( ) w l (5.8 ) where A = 1 2 l 1 + l 2 ( ) w (5.9) The above equation is helpful to find the total number of vehicles in queue in all lanes. The problem with such method is that even though the gap between adjacent vehicles in the same lane is considered, we ignore the gap between adjacent vehicles in adjacent lanes. To solve this, it is important to mention here that one vehicle actually blocks t he area that extends till the boundary


52 of the lane that it occupies. This rectangular region is represented as the product of the lane width and the length of the vehicle. 5.2.6 Turning Movement / Origin Destination It is essential for traffic planners t o know an estimate of number of vehicles passing through an intersection. It is also necessary to know the ratio of turning vehicles (left, through or right) for signal timing and control purposes. Presently, turning movements are calculated using manual c ount only. This involves highly man intensive task in which either several personnel have to stand at intersections for hours to collect data, or watch earlier captured video feed on their monitor and manually tabulate the entire data. This ratio can howe ver be calculated by tracking every individual vehicle through an intersection, using the tracking algorithm. As mentioned earlier, VDs are assigned at start and end points of links. Each vehicle in the network is tagged with its identity number, vehicle i d time of arrival and position at each VD it go es through. For example, Figure 5.4 depicts an intersection with eight VDs to record the movement of vehicles. To illustrate the above point, a vehicle that enters the network through VD 1 and turns left will be assigned the path ( VD 1 VD 2 VD 7 VD 8 and so on ) OD matrix is essential to analyze the travel behavior for a given network. OD studies are beneficial for observing traffic patterns, as they are indicative of the driver's preferred path from a specific or igin to a specific destination.


53 Figure 5.8. (a) A network with multiple OD nodes (b) OD Matrix for small network Vehicles are tracked from the moment they enter the network until the y leave it as shown in Figure 5.8 (a). Each node acts as both an origin and a destination. When a vehicle enters the network through a node, it gets tagged by its source of origin. Its path is followed using VDs as described above, and finally when it leaves the network, it gets assigned with the destination point. Trav el time of each vehicle for every OD pair will be observed and tabulated. Assuming n on,dn be the number of vehicles with origin o n and destination d n Figure 5.8 (b) shows an instantiation of an OD matrix t hat can be formed from Figure 5.8 (a). Same type o f table can used to represent the travel time t on,dn for vehicles to enter and exit the network. In case of large networks, each origin or


54 destination node for a zone will be consider ed as a centroid of the zone [80 ]. With current technology, estimating th is centroid point is not accurate. With help of aerial data, it will be easier to accurately calculate centroid of the zone based on density of the zone. 5.2.7 Delay Delay is a very important component of traffic behavior. A network with minimum delay im plies a free flow network with low travel times. Delays can be either recurrent (due to bottlenecks, peak hours) or temporal (due to an incident/accident etc). Delays can be accounted due to increased occupancy of the network, which leads to speeds lower t han free flow speed s f It is rather very hard to calculate delays using conventional methods of loop detectors. Considering that every vehicle is recorded for time and position through the network, delay may be calculated as: Delay = d s f n 1 t i j i = 1 n # j = 1 L # = d 1 t i j n s f i = 1 n # j = 1 L # s f 1 t i j i = 1 n # j = 1 L # ( 5 1 0 ) Other parameters such as Level of Service (LOS) can also be determined. LOS indicates the quality of service to travelers on a link. It is a qualitative measure of the operating conditions based on speed, occupancy, travel time, convenience, etc. Les s the time taken to travel, better the LOS. Thus, if the density on a link is low, LOS is would be higher. The highway capacity manual gives the following table to determine LOS if density is known.


55 Table 5.1: LOS measures. [81 ] LOS Ma x. Density Min. Speed Max Service Flow Rate Max v/c Ratio Free Flow Speed = 55 mph A 10 55 550 0.24 B 16 55 880 0.39 C 24 55 1320 0.59 D 32 54.5 1744 0.78 E 45 50 2250 1 F var var Var var


56 Table 5.1 shows the LOS categories along with the corresponding density, speed and flow rate at free flow speed of 55 mph. Similar tables can be found in the Highway Capacity Manual. 5.3 Statistical Methodology Traffic parameters have been generated using above mentioned equations. These profiles serv e as inputs into simulation models to update the traffic parameters in real time. Such procedure leads to better and optimized results from these models, which will improve the accuracy of simulated results as well as diminish discrepancies between observe d and simulated traffic data. It is essential that the output from simulation models depict the real traffic conditions. Calibration of simulation model involves adjusting model parameters so that the measure of effectiveness (MOE) such as volume, density, travel time, delay etc are at a reasonably accurate level as the real conditions. This problem can be viewed as a minimization problem: the minimization in the difference between the simulated results and the real world data. The simulation model perform s better (output replicates the real world traffic) based on proper calibration of MOEs. These MOEs differ for every simulation model, thus it becomes essential to identify the correct set of model parameters that affect the system performance significantl y. In this work, two simulation models, CORSIM and Synchro have been used to analyze the effects of parameter variations on the output. The main goal is to find a set of par ameter values so that the conditions given in the above equations are satisfied. 5 .3.1 General Descriptive Statistics The problem in hand is the continuous movement of traffic through a road network. The data is observed and collected in real time, and is accumulated in discrete intervals of either five or fifteen minutes. Thus, the se ries consists of observations that are equidistant from one another in time and contains no missing observations. A time series analysis approach is taken to identify


57 the properties of the data. Attempts have been made to statistically fit the data to deve lop useful models useful to understanding the characteristics of the underlying system. Depending on the nature of the data, averaging and smoothing techniques are performed. Several trends, if present, are identified. A time series dataset consists of var ious components such as seasonality, trends, cycles and other random fluctuations. Equation 5.11 is used to describe a time series event. Y t = T t + Z t + S t + R t (5.11) where T t is the trend, Z t is the non random long term cyclic influence, S t is the non random short term cyclic influence, and R t is the random deviation. Depending on the duration of the dataset, several components of the time series can be identified and analyzed. In this current work, most of the data is obtained in real time and due to constraints of flying time of the helicopter, only a short duration of data is available. This rules out identifying the seasonality and the long term cyclic influence components. The first step while performing any kind of statistical analysis is to p lot the graph of the relevant data. A graph is useful to check the pattern of the series as well as to identify outliers as and missing values. Certain trends or effects due to other occurrences may be observed in these graphs.


58 Figure 5.9. Weekly volume data for a network. Figure 5.9 shows the volume of traffic on a network for a week from Monday till Sunday. Data is accumulated every 15 minutes for the entire week starting at 12 am. By plotting a simple graph, it can be noted that the traffic trend for the weekend days of Saturday and Sunday is quite different from the weekdays. Also, the variation in traffic volume during peak hours can be observed as spikes in the graph. These graphs can be especially useful when an incident occurs leading to change in traffic conditions. It can be easily observed how the incident is affecting the traffic behavior. A box plot can also be plotted to observe the outliers as well as the distribution of observation points. Figure 5.10 shows the box plot for traffic conditi ons during the entire week. The box plot gives the average value of volume as well as the distribution of observation points. It can be observed that during the weekend, the traffic volume has less variation compared to weekdays. Also, the extreme values o f volume during the weekdays correspond to peak hour


59 traffic where the volume rises significantly. A similar box plot of travel time or delay may indicate properties such as congestion and level of service on the network. Figure 5.10. Box plot of traff ic conditions during entire week. The next step is to obtain descriptive statistics on the data such as number of observations, mean, standard deviation, variance, skewness, and other relevant values. n is the number of sample observations. Sample Mean: x = 1 n x t t = 1 n (5.12) Sample Variance: s 2 = 1 n 1 x t x ( ) 2 t = 1 n # (5.13) Standard Deviation: s = 1 n 1 ( x t x ) 2 t = 1 n # (5.14)


60 A subset of the above dataset was taken where only the northbound traffic was considered. Th e data consists of six hours of traffic between 9am and 3pm. Figure 5.11 shows the basic volume against time plot and the descriptive statistics obtained based on the observation points. Figure 5.11. Volume vs time plot. Descriptive statistics of volu me for given time period. After obtaining the descriptive statistics, the next step is to using smoothing techniques to smooth out irregular fluctuations. Next section covers this topic in details. 5.3.2 Smoothing Techniques Road traffic systems are hig hly non linear in nature. The data observed through detection techniques may fluctuate quite significantly. The volume of traffic on a network may fluctuate depending on time of the day (peak hours/ off peak hours), location (urban/rural/downtown), or


61 day of the week (weekdays/weekend). On initial investigations with the traffic trends, it was found out that Friday has a significantly different traffic pattern than either the other weekdays (Monday through Thursday) or weekend days (Saturday and Sunday). O ther factors affecting data could be missing data, outliers, or errors by the image algorithm to either miss cars or over count the number of vehicles. In such cases, it is necessary to perform some kind of averaging/smoothing technique on the data before the simulation model can use the data. Some simple as well as advanced averaging methods are described below. A dataset may contain three types of components: level, trend and seasonality. A level is considered if the data plot may be flat, but shows rando m fluctuations about some constant level'. A plot may show an upward or downward trend' over trend. Finally, a plot may also indicate some seasonality. Simple Average and Moving Average A simple average is used as a baseline to describe fluctu ations. This method is only used for preliminary description. A simple average ( y !" can be calculated using y = y t T t = 1 T (5.15) Moving averages is a mean of a constant number of observations. This mean is computed by a specific number of observations in a sliding time span that moves its point of origin one time period at a time. In case of simple moving average, each observation is given equal weight. MA ( n ) = y t t = t 1 t n (5.16)


62 To illustrate this method, MA( 3) would span through t1 to t3 and take the average of only these three readings instead of averaging the complete series. Other methods such as centered moving averages and double moving averages can also be used in case of long series. Exponent ial Smoothing Exponential smoothing uses weighted averages of the past data. This method assumes that the effect of recent observations is expected to decline exponentially over time. A simple exponential smoothing is used when the data plot indicates only the level component. This method is useful to isolate trends from irregular variation. Again to illustrate the point, if expected volume needs to be estimated at 11am, an observation taken at 9am has less influence than an observation taken at 10.45am. Ex ponential smoothing may be described by the following equation: MA t + 1 = ( 1 # ) MA t + # x t (5.17) where is the smoothing weight coefficient used for level component and lies between 0 and 1. Holt's Linear Exponential Smo othing Simple exponential smoothing fails to account for trends in the dataset. Holt's exponential smoothing method is used for series that also have a trend component along with the level component. Holt's model uses the mean ( !" of the series, smoothing weight coefficient ( ), trend coefficient ( ), and trend smoothing coefficient ( ! Y t = t + t t + e t (5.18)


63 Holt's model continuously updates the mean an d the trend coefficient by adding the trend coefficient to the previous intercept [83]. t = Y t + ( 1 # )( t # 1 + $ t # 1 ) (5.19) t = # ( u t $ u t $ 1 ) + ( 1 $ # ) t $ 1 (5.20) Damped Trend Linear Exponential Smoothing Another type of trend is a dampe ned trend that refers to a regression component for the trend in the updating smoothing equation. In this case, the lagged trend coefficients b t b t 1 are multiplied by a dampening factor i Y t + h = t + i b t i = 0 h # (5.21) Winter's Method Winter's method adds a seasonal parameter, S, to the Holt model to account for both trend and seasonality. Y t + h = t + t t + S t # p + h + e t (5.22) where p is the periodicity of the seasonality, h is the number of periods into the forecast ho rizon that the prediction is being made. The updating equations for mean, trend and seasonality follows: t = ( Y t # S t # p ) + ( 1 # )( t # 1 + $ t # 1 ) (5.23) t = # ( t $ t $ 1 ) + ( 1 $ # ) t $ 1 (5.24)


64 S t = ( Y t # t ) + ( 1 # ) S t # p (5.25) The data set is tested for the above methods to find the suitable smoothing technique. The root mean square error is chosen as the criterion for the selection of the smoothing technique. Other methods such as mean square error, mean absolute error and r square may also be employed for selection crite rion. Calculated statistical profiles are fed to the simulation model. The simulation model will remain updated and will simulate real time behavior as opposed to current methods when historical data is provided to the model. This will help in visualizing the current traffic pattern on the network, and in case of congestion, it will provide traffic planners with the opportunity to take quick decisions and employ dynamic traffic management techniques to deal with the problem. An incident will be able to be detected by sudden changes in behavior of the traffic pattern; for example, sudden increases in queue length may caution the traffic planners that some event is causing such disturbance. These real time observations can be very useful in crucial circumstan ces. 5.3.3 Fitting Model Function Once the data has undergone the smoothing process, the next step is to identify the model that represents the data. The process to identify the form of the model requires inspecting the data to estimate the autocorrelati on, inverse autocorrelation and partial autocorrelation. Autocorrelation function (ACF) is referred as the dependence of current observation on the previous observations of order k; k is usually called the lag. Autocorrelation coefficients measure the corr elation between observations a certain distance apart. Autocorrelation at lag k can be found as:


65 r k = x t x ( ) x t + k x ( ) t = 1 N k # x t x ( ) 2 t = 1 N 1 # (5.26) Correlogram, a plot between the autocorrelation coefficient r k and the lag(k), can be plotted to che ck the correlation coefficients at relevant time lags. Figure 5.12. Correlogram showing autocorrelation against the lag. Partial autocorrelation function (PACF) is an extension of autocorrelation where the dependence on the intermediate elements is re moved. PACF are useful to see the serial dependencies for individual lags not biased or affected by other serial dependencies.


66 Figure 5.13 Partial autocorrelation function It is necessary to know if the dataset that is under observation is non statio nary. Most of the models described above assume that the data is stationary and work accordingly. A slow shift in levels in the data indicated in a data plot may indicate non stationary series. Another good way of checking for non stationary data is to che ck the ACF. A very slow decay in ACF indicates non stationary series. Also, the Dickey and Fuller test for stationary may be performed. A non stationary series can be converted into a stationary series by differencing the series. Mostly only one level of d ifferencing is sufficient, but occasionally the series has to be differenced twice to make it stationary. Another way to treat non stationary series or a stationary data series is to perform log normal transformation on it. The result is a normal data set that is useful for models that assume input data as normal or at least partially normal. 5.3.4 ARIMA Model Box and Jenkins developed the Autoregressive Integrative Moving Average (ARIMA) model that combines the Autoregressive (AR) and Moving Average (MA) models. ARIMA models are useful in removing trends in the data. An ARIMA (p,d,q) model is composed of three elements: the autoregressive parameters (p), the number of integration or differencing passes (d), and the moving average parameters (q).


67 The autor egression process, ARIMA (p,0,0), relates the importance of previous observations to the current observation over time. The importance of previous observations decrease exponentially with time until the effect nears zero. Each observation in this case is a combination of a random error component and a linear combination of prior observations. A first order autoregressive process is given by y t = + # y t $ 1 + % t (5.27) The moving average process (ARIMA (0,0,q)) is used for serial correlated data. Th e process is independent from the autoregressive process; each element in the series is composed of current random shock and parts of previous shocks A first order moving average process is given by y t = + t # $ 1 t # 1 (5.28) The autoregressive integrated moving average, ARIMA model is defined by p B ( ) 1 # B ( ) d x t = $ q B ( ) % t (5.29 ) where p is the order of the autoregressive process, d is the order of regular differencing, and q is the order of the moving average process. The equations f or the autoregressive and moving average are given by p B ( ) = 1 # 1 B # 2 B 2 # ... # p B p ( ) (5.30 ) q B ( ) = 1 # 1 B # 2 B 2 # ... # q B q ( ) (5.31)


68 The identification of the ARIMA model for a given dataset is not straightforward as alternate models may also perform as well. It is necessary to make the dataset stationary before performing the ARIMA technique as ARIMA assumes that the data set is stationary. If a time series is non stationary, a first order differencing or sometimes a second order differencing may be performed to make the series stationary. However, sometimes transformations other than differencing such as taking the logarithm of the original series are useful in reducing a non stationary time series to a stationary one. Akaike's information criterion [84], AI C, is used to identify the best ARIMA model that fits the given dataset. The set of parameters for which the ARIMA model has the least AIC is considered the best model. The process of choosing the best model involves observing the plot of the series / diff erenced series, and correlograms of ACF and PACF. The series may require differencing to make it stationary. Pankratz [82] suggested some practical recommendations to select the correct parameters for ARIMA: Table 5.2. ARIMA model parameter estimation. # $%&'"()*)+&,&*" ./0 (./0 .123! 456$7&7,8)'"%&9): ;68<&"),"')="3>"7$"9$**&'),8$7"?$*" $,@&*"')=" .12A! ;87& B C)D&"-@)6&"6),,&*7"$*")"-&," $?"&56$7&7,8)'"%&9):" ;68<&-"),"')="3")7%"A>"7$"9$**&'),8$7" ?$*"$,@&*"')=" #.23! ;68<&"),"')="3>"7$"9$**&'),8$7"?$*" $,@ &*"')=" E)+6-"$F,"&56$7&7,8)'': #.2A! ;68<&"),"')="3")7%"A>"7$"9$**&'),8$7" ?$*"$,@&*"')=" ;87& B C)D&"-@)6&"6),,&*7"$*")"-&,"$?" &56$7&7,8)'"%&9):" .123!G"#.23! 456$7&7,8)'"%&9):"-,)*,87="),"')="3 456$7&7,8)'"%&9):"-,)*,87="),"')="3


69 5.4 Simulation M odel Selection Several existing simulation models were reviewed and evaluated to explore which parameters were required for each model and what types of outputs each model provides The most common data inputs for above traffic simulation models are traffic co unts, traffic signal control plans and basic simulation parameter settings. Most common output measures of performance include average volume, average speed, average queue length, delay time and travel time. Based on the ability of existing traffic simula tion models on the flexibility on parameter modification, and the ease of output file analysis, SYNCRO/SimTraffic and CORSIM were selected to test the real time calibration of the simulation models in this study. The research work required coordinating wit h the Hillsborough County traffic department that currently use SYNCHRO for their network modeling. Also, the available signal timing information format was compatible with SYNCHRO. Hence SYNCHRO was chosen as the primary modeling package for this research The commercial microscopic traffic simulation package, SYNCHRO/SimTraffic is used to realistically capture vehicle movement, queuing, congestion, signal timings, and other network patterns. Each model has its own comparative advantages and disadvantages. Following are the advantages of Synchro/SimTraffic (85): Synchro allows extensive adjustment of signal t iming parameters. SimTraffic allows for adjustment of driver and vehicle characteristics (such as acceptable gaps, average speed etc.), and allows for speci fications of driver populations. SimTraffic is easier to use and allows visual simulation of traffic movement. To obtain good results from a traffic simulation model several steps are involved from identification of the observation area and obtaining the network geometry, to recognizing the traffic parameters governing the network behavior. The following steps were performed: Identify the link/intersection where the traffic surveillance and analysis need to be performed.


70 Obtain network geometry includ ing link lengths, number of lanes, speed limit, and storage lanes. These parameters can be obtained through the local transportation department or software such as Google Maps may be used. Input default values of network and traffic properties into the sim ulation model. Run the simulation model to compare the results of the model with real data. Update the simulation model with traffic parameters obtained through the statistical profile generation procedure. Re run the model to check the discrepancies betwe en the simulated results and the real data. This Chapter provided with the proposed solution of the research. The conceptual framework of the research was defined followed by explanation of the proposed algorithm. Chapter six covers the details of simula tion models and the process of model buildup and calibration.


71 Chapter 6 Results Several experiments were performed during this research. Due to the limitations imposed by the FAA, the helicopter flights took place on campus. Currently, the flying time of these helicopters is limited to 30 45 minutes. These limitations put a constraint on collecting data for a longer period of time, as well as gathering data from multiple locations. It should be noted that these limitations do not limit the efficien t of the approach. If, in future, longer sets of data are available, the same approach can be used to analyze and process the traffic data. Also, this approach is not limited to helicopter based data collection only. This approach can be used for both unma nned helicopter collected data as well as data collected through conventional detection methods. In the experiments performed during this research, t he unmanned helicopter is kept in a hovering state, that is, the source is fixed. Thus, only a certain reg ion of the network is visible to the camera. The range of the network area certainly depends on the height of the helicopter, the pan angle of the camera and the quality of the camera. Traffic video obtained through this approach provides spatial temporal data, which benefits in providing microscopic details of individual vehicles. By knowledge of time and position (space) of a vehicle, we can plot the trajectories of these vehicles. Such kind of information may be very useful in car following studies. Data was collected using an unmanned helicopter with a fully autonomous pan tilt vision system with one camera mounted on the helicopter hovering ove r the intersection of Alumni Drive and Leroy Collins Blvd. in the morning hour from 7:00 AM to 8:00 AM. Customi zed traffic


72 parameters are obtained based on each traffic network segment under consideration. Traffic is observed for all four directions and particular attention is made towards the turning movement of vehicles. The image processing system involves the captured video to undergo several stages before the actual counts can be observed. The original image obtained through the camera needs to be filtered so that the algorithm is capable of identifying vehicle and obtain important parameters from the video. O ne of the capabilities expected from the algorithm is to identify as well as follow certain vehicles. In such cases, it is necessary that background disturbances do not interfere with this process. Thus, image processing becomes a serious challenge for thi s particular problem in hand. Several challenges and problems were faced during the image processing stage. Figure 6.1 shows the result of key processing steps involved. After background and road extraction, the video is segmented into regions containing m otion, which are then designated by superimposing minimum bounding rectangles on them.


73 Figure 6.1. (a) Original image (b) Background extraction (c) Road extraction The background extraction faces some difficulty because there are too many unknowns. C ompared to a statically mounted camera not only is our camera moving in three dimensions but


74 also we have no data from the IMU to estimate its motion independently. I t is also difficult to m aintain track on a vehicle when it is being consistently occluded by another vehicle traveling towards the same direction at the same speed. We can cope with short duration occlusion. Selecting the counting zones is trivial in the c ase of the static camera but quite challenging in our case. As the helicopter moves the selected zones appear to move too. As a result the algorithm needs to track those as well which it does but not without error. Scaling issues that have to do with the f act that the pose of the camera with respect t o the road is unknown. To put in simpl e terms, similarly sized cars maybe correctly detected as a single vehicle when they are far away but as two or more if the are close to the camera. Also, large vehicles te nd to create multiple targets. Virtual detectors are implemented as colored boxes in the image processing algorithm. Each lane has its own corresponding box, which is responsible for detecting every vehicle passing through it. The boxes can be either auto matically placed after the system recognizes the road environment; or the experimenter can manually place the box to the desired detection region. It is critical that the boxes do not over lap the same region of interest, and the same vehicle sh ould not be counted by both the VDs Still, there can be exceptions when a vehicle tries to change lanes in the detection zone. Figure 6.2 illustrates how these detectors are implemented based on the proposed approach. The colored boxes show VDs for different lanes. I t may be noted that because of instability factor of the helicopter, these boxes seem to be shift ed across the lanes in the figure This leads to one vehicle being counted by two detectors, which leads to vehicle count error. Further image stabilization wi ll produce much better and accurate results.


75 Figure 6.2 Colored boxes show implementation of virtual detectors in the image processing technique. Some direct parameters such as volume and speed can be observed through the a lgorithm. Currently, the algorithm has a tendency to overshoot the accurate count by about 10 percent, but an enhanced version of the algorithm currently under development will produce more accurate results. Figure 6.3 shows the volume and ave rage speed on Alumni Dr. and Leroy Collins Blvd Vehicle counts can be directly observed by the image processing algorithm. The figure shows the number of vehicles entering the network from all four directions and the average speed of the vehicles.


76 Figure 6.3. V ehicle entry counts, a verage speed on Alumni Dr. and Leroy Collins Blvd Just by looking at the input volume data and the turning movement of vehicles, i t can be observed that the traffic follows a certain trend depending on the direction of travel. There is a significant difference in the number of northbound vehicles versus the southbound vehicles. Also,


77 since the data was collected on campus, the average speed of vehicles was quite low. Since the data is for only one hour (due to limitation of flying ti me), and cover only one intersection, major deviations in traffic are not noticeable. Though, it has to be pointed out, that this effort is to show that important information can be extracted out from readily available video data. In the future, the flying time and the observable area can be increased massively. Figure 6.4 shows the turning movement of vehicles on the observed area. The turning movement is observed by placing the VDs, as mentioned in earlier chapters. This parameter is very essential for th e simulation model calibration, as well as choosing the appropriate signal timing. Figure 6.4. Turnin g movement on Alumni Dr. and Le roy Collins Blvd.


78 Once the basic traffic counts are available, other important statistics are calculated for the data set. Volume and travel time are two most important parameters that are studied in detail. Since the procedure remains the same for each parameter, the complete steps for volume are included here. Once the basic parameters of traffic are obtained, statistical profile is build up for the data set. As mentioned in Chapter 5, the first step performed is to plot volume against time. Figure 6.5 indicates that there is a steady upward trend. The plot also indicates that the series moves around a level. S ince the data set contains only information about one day, seasonality is not a concern. Also, we will check for non stationarity since the plot shows upwards trend. Figure 6.5. Volume plot for given data set. Each observation is taken at a 15 minute ti me step. The second step is to use smoothing techniques on the data to compensate for outliers and missing data. It is possible that sometimes the detector is unable to count vehicles (or in our case, the image is unstable for a given time period) and we have a missing point of observation. Similarly, sometimes due to occlusion and other conditions, many vehicles get counted multiple times, thus resulting in outliers. The algorithm searches for the best smoothing method based on


79 the lowest RMSE value as sh own in Figure 6.6. Root mean square error is considered as the criterion to select the best smoothing model. Figure 6.6. Smoothing techniques with relative RMSE. The above mentioned smoothing methods are also plotted against the original volume data se t for comparison. Figure 6.7 shows such plot with the best five models that fit the data. Figure 6.7. Smoothing methods for volume data set.


80 The methods used here have been described in detail in the previous chapter. The best model that fits to this particular data set is the Damped trend exponential smoothing method. This again indicates that there is no seasonality in the data, while there is a trend as well as a level component that needs to be identified. Figure 6.8 shows the actual data plot alon g with the damped trend exponential smoothing method curve. The plot indicates that the damped trend exponential smoothing method fits the original series quite well. Figure 6.8. Damped trend exponential smoothing for the given series. ARIMA model wa s considered along with the other exponential models to check if ARIMA model performs better than the recognized Damped trend exponential smoothing model. Here are the steps involved in the model identification process: Check for stationary of the given ti me series. If the given time series is non stationary, apply differencing to the time series to make the series stationary. For each set of (p,d,q) parameters, p + q 5, compute the AIC and choose the one with the smallest AIC.


81 Determine the analytical eq uation for the chosen model. Plot the original and the predicted time series model. Plot the residuals for the predicted time series model. The final step is to show that the chosen model has the ability to forecast future values of the volume. To model a series using ARIMA method it is necessary to make the series stationary. The best and easiest way to achieve stationarity is to difference the series. Sometimes a log normal transformation may also be performed to make the data series normal but in our cas e it will not be very useful. This step involves checking for non stationarity in the series. Augmented Dickey Fuller test is performed on the original series. Figure 6.9 shows that the test indicates very high significant probabilities on all lags, which corresponds to non stationarity in the series. Figure 6.9. Augmented Dickey Fuller test for stationarity on original data set.


82 The series is differenced once and again tested with the Augmented Dickey Fuller test. Figure 6.10 shows the volume plot an d the result of the test on the series after first differencing. Now the series shows stationarity for lag 1 but has indications of non stationarity at lag 2. Depending on the nature of the series, it is advisable to difference the series one more time and check for stationarity. Also, in most cases it is advisable to difference a series a maximum of two times. Figure 6.10. Volume plot and Augmented Dickey Fuller test with first difference.


83 Since after first differencing there are still some signs of n on stationarity, the series is differenced a second time. Figure 6.11 shows the volume plot and the results of the Augmented Dickey Fuller test. Figure 6.11. Volume plot and Augmented Dickey Fuller test with second difference.


84 After second differenci ng, the series looks to be stationary. To verify the stationarity, the ACF and PACF correlograms are drawn. Figure 6.12 shows these two correlations. It can be observed that the correlograms are consistent with a stationary series and do not show any evide nce of a trend remaining in the series. Figure 6.12. Correlograms for ACF and PACF on second difference data set. The original series is differenced twice to get a stationary time series. Following the procedure above, the best model identified is a AR IMA(1,2,1) process where p=1, d=2 and q=1, with AIC=174.417. The analytical equation for the model is given by 1 # 1 B ( ) 1 B ( ) 2 x t = ( 1 $ 1 B ) % t (6.1) 1 + B 2 2 B # 1 B 3 + 2 # 1 B 2 ( ) x t = ( 1 $ 1 B ) % t (6.2)


85 Simplifying it, we get x t 2 + # 1 ( ) x t 1 + 1 + 2 # 1 ( ) x t 2 # 1 x t 3 = $ t % 1 $ t 1 (6.3) For ARIMA (1,2,1), the one step ahead forecasting model for the given data set is given by x = 1.59686 x t 1 0.19372 x t 2 + 0.40314 x t 3 = # t 0.89139 # t 1 (6.4) For the identified ARIMA model, the following plot in Figure 6.13 shows the original data vs the predicted values. Figure 6. 13. Volume vs pr edicted values p lot for ARIMA(1,2,1). As the above plot indicates, the one step forecasting using the ARIMA(1,2,1) model is quite satisfactory. Figure 6.14 shows the ACF and PACF plots for ARIMA(1,2,1) model.


86 Figure 6.14. ARIMA (1, 2, 1) model ACF an d PACF plots. The next step is to examine the validity of the chosen model. This is done using residual analysis. The mean of the residuals, the variance, the standard deviation, standard error, and the mean square error, MSE are presented in the table b elow. Table 6.1. Basic evaluation s tatistics for ARIMA(1,2,1). Mean Variance Standard Deviation Standard Error Mean Square Error 5.38031 1696.35 41.1867 8.58803 1651.60


87 Figure 6.15 : Residual plot for ARIMA(1,2,1). Figure 6.15 shows the residual plo t for ARIMA(1,2,1). It is observed that all evaluation criteria support the quality of the proposed forecasting model. To check the capability of the identified model, the last 5 values of volume are hidden and we restructure the model and try to predict t he following volumes only using the previous information. For example, we use the first 20 observations to forecast the 21 st value. Then we use the first 21 values to forecast the 22 nd value, and so on. Table 6.2 shows the actual, forecast and residual dat a for the last five values. Table 6.2. Actual, forecast and r esidual data Time Original Values Forecast Values Residuals 14:00 687 691..8349 4.8349 14:15 774 742.1165 31.8835 14:30 676 690.7371 14.7371 14:45 741 748.3754 7.3754 15:00 761 725.0905 35.9095


88 Figure 6.16 below shows the plot of the original vs predicted values for the last 5 observations. Figure 6.16 Original vs p redicted values for the last 5 observations The final step remains to utilize the fitted model to predict and forecas t future behavior of traffic. It is necessary in statistical analysis to define the upper and lower bound confidence levels. The default intervals used are 95% but depending on the accuracy of forecast requirements, a smaller region of error may also be ob tained. The following plot in Figure 6.17 shows the forecast with 95% confidence interval. The upper and lower confidence levels are indicated.


89 Figure 6.17. Forecast of volume with 95% confidence level. The above mentioned technique is useful to check the traffic behavior in real time. The statistical profile generation gives a good indication of the network properties as well as forecasts short term traffic patterns. Once this profile is generated, the useful parameters are input into the traffic simul ation model to both calibrate the simulate model as well as to make technical decisions based on the data. Synchro is used to simulate a traffic network on the USF campus. The first step involved in simulation modeling is to build the traffic network model Network geometry was obtained and validated using the Google Earth software, while special attention was paid to turning (storage) lanes. Synchro has a very nice feature of superimposing the image of the network that helps to precisely draw the links and intersections on the network. Figure 6.18 presents the real traffic network built using Synchro 6.


90 Figure 6.18. USF campus network using Synchro Data obtained from the video data is tabulated into standard UTDF format suitable for various traffic rel ated studies. Also, Synchro accepts UTDF files as input which makes it convenient to enter volumes. Traffic calculations for real time data are done using a MATLAB code that takes directly the UTDF format data generated from real time video at certain time intervals. Figure 6.19. UTDF format. DATE TIME INT ID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 10/12/07 7:05 1 7 28 1 1 32 0 3 5 3 6 2 2 10/12/07 7:10 1 8 24 3 3 43 7 6 5 1 3 2 4 10/12/07 7:15 1 10 17 3 2 56 25 1 2 2 2 1 2


91 Figure 6.20 shows t he volume window for Synchro. The data can either be tabulated manually or by importing the UTDF formatted file. Default values of other parameters such peak hour factor, growth factor etc. are already provided in the volume window. Figure 6.20. Synchro : Volume window. Synchro requires a fixed deterministic volume for every approach to an intersection. Vehicles enter at a constant rate through out the time period, which is not ideally the case in real world scenarios. It is more realistic to introduce v ehicles into the network using a non constant approach. Several distributions of the vehicle headways can be incorporated based on the arrival pattern of vehicles. For example, CORSIM generates vehicle entry headways from a normal, negative exponential and Erlang distribution. By default, vehicles enter the system at a constant rate generated using a normal distribution. By analyzing the volume pattern of the real data, the correct distribution can be obtained such that the simulated model depicts the real world data. Synchro by itself does not have an option to select vehicle entry distributions, but the parameters can be


92 adjusted in SimTraffic with different headway values for vehicles with speed under 20 mph, between 20 and 50 mph, and higher based on the driver behavior. Based on the formulas described above, the code builds a statistical profile as well as generates graphs. The updated parameters and MOEs calculated are input to the simulation model. Various parameters were adjusted in Synchro to observe their effects on the MOEs of the system. The most critical parameters of a simulation model to be adjusted are the peak hour factor, saturation flow rate, heavy vehicle percentage and gap acceptance. All these parameters change the behavior of the network dramatically and have to be appropriately chosen for the individual network. Since the network modeled in this research is on campus, we kept the peak hour factor constant to 1.0. The saturation flow rate was also kept constant based on previous studies. The heavy vehicle percentage and gap acceptance were calculated using formulas mentioned above. These parameters are input into the lane window of Synchro. The lane window primarily is used to define the direction of flow and number of lanes per link. Pa rameters such as storage length are essential for the efficient performance of the model. Figure 6.21 shows the lane window and the adjusted parameters.

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93 Figure 6.21. Synchro: Lane window. SimTraffic is the traffic simulation portion of the Synchro soft ware package. Once the main parameters have been defined and the volume is input, SimTraffic visually simulates the network. Figure 6.22 shows a snapshot of the animated traffic on one of the intersections of the network.

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94 Figure 6.22. Synchro/SimTraffic : Animation of traffic flow. The advantage of simulation models is that they output several MOEs. These MOEs from different scenarios can be compared while deciding upon the best choice of scenario. Depending on the nature of the study, different MOEs are selected for optimization of the network. For urban networks, delay, speed and travel time are very important and significant output parameters. For interstate studies, travel time as well as LOS may be important parameters to observe. Figure 6.23 shows s ome of the output results from Synchro such as delay, travel time, average speed etc. Figure 6.23. Synchro results.

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95 An important part of calibrating a simulation model is to choose the correct value of parameters that correctly replicate the properties of the road network. After the network was build for Synchro, various runs were performed to observe the change in MOEs depending on network properties. Parameters such as lost time, headway and acceptable gap are varied to observe the significance of vari ation on the MOEs. Other parameters such as driver behavior, aggressiveness, peak hour factor, turning speed etc. may also be varied depending on the information available to the user. It was observed that lost time and acceptable gap do not have significa nt effects on the output of this model. The headway, which was changed through SimTraffic accounted for variations in vehicle entry as wel l as delays as shown in Figure 6 .24 Figure 6.24. Variation in delay and volume w.r.t. headway. Statistical vali dation is performed which includes goodness of fit measures to observe the similarity (or discrepancy) between the real and simulated systems. Single value MOEs are considered for validation to summarize the performance of the system since only a small sec tion of the network is observed (helicopter is in hovering state). As mentioned in Chapter 5, RMSE is chosen as the goodness of fit to evaluate the overall performance of the simulation model. In the context of model validation, the RMSE may be defined as

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96 RMSE = 1 n 1 Y n sim Y n obs ( ) 2 n = 1 N # (6.5) where Y n obs and Y n sim are the observed and simulated values respectively. Another common measure used to obtain relative error is the Theil's inequality coefficient, U: U = 1 n Y n sim Y n obs ( ) 2 n = 1 N # 1 n Y n sim ( ) 2 n = 1 N # + 1 n Y n obs ( ) 2 n = 1 N # (6.6) Relative error measures may also be informative and interpretable. Mean Percentage Error (MPE) is given by MPE = 1 N Y sim Y obs Y sim # $ % & ( 100 i = 1 N ) (6.7) Mean Absolute Percentage Error (MAPE) is another relative measure given by MAPE = 1 N Y sim Y obs Y sim # $ % & ( 100 i = 1 N ) (6.8) Each experiment of SimTraffic was simulated for 30 runs. Parameters such as speed and travel time are considered as MOEs. The observed real time values are aggregated for every 15 minutes. The results from simulation model are also tabulated for every 15 minutes to validate the model

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97 and check for discrepancies in the network. Following are the results obtained for the average speed observed from the real network and the simulated model. Table 6.3. Goodness of fit statistics. The resulting statistics show that the simulation model replicates the real system quite accurately. The error measures are quite small, proving that the model has been calibrated well. Forecasts observ ed through statistical methods may also be accommodated into the simulation model as inputs to get a better and improved model. Overall, the algorithm is able to extract vital information from real time data and is helpful to develop simulation models cap able of replicating the real system more accurately. Future work related to this work is discussed in the following Chapter. !"#"$%"$& (#)*+ 1#;4 AH3IJ K LHLIM #(4 B 3HINO #.(4 3LHINO

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98 Chapter 7 Conclusion and Future Work 7.1 Conclusion This research discusses issues such as traffic surveillance and traff ic simulation modeling and proposes the use of unmanned helicopters to obtain detailed traffic information in real time. Unmanned helicopters are custom made equipped with vision system and pan tilt capabilities to follow vehicles. Real time spatial tempor al video data is collected and converted in useful traffic measures. Further, an approach is presented to generate statistical profiles of obtained data, which provides traffic engineers valuable information about the traffic characteristics required to m ake informed decisions. A traffic simulation model is set up in Synchro/SimTraffic using accurate network geometry and signal timing information. This model is further calibrated based on parameters obtained through the statistical procedure. Results show that the followed approach is suitable to obtain vital information about the traffic pattern as well as the use of such information is utilized to develop more accurate simulation models, which can be used by traffic engineers for taking informed decisions 7.2 Future Work This research presents a novel approach to extract vital traffic information in real time. This work can be expanded in many ways based on the requirements of the study. Currently, only one intersection or part of the link can be obser ved due to limitations of the flying time as well as flying altitude. Better flying time along with helicopters flying at a higher altitude with better

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99 cameras would give a better perspective of the network. In direct context of using unmanned vehicles for traffic surveillance, f uture work needs to be done with multiple helicopters hovering on different intersections collecting data simultaneously. The combined data needs to be input into the simulation model to generate an overall profile of the traffic ne twork. Also, work needs to be done on calculating statistics when the helicopter is in a moving state, that is, the image source is also moving. Multiple MOEs capture the spatial temporal distribution of traffic characteristics. This method may be used fo r validation when multiple helicopters collect data simultaneously such that the dynamics of the network could be captured. These MOEs consist of flow or speed at different locations and travel times at different links/sections of the network. Depending on the nature of study and availability of detailed information, relationship between several variables may be obtained using regression analysis techniques. For example, the current algorithm is able to differentiate between the different types of vehicles. A regression analysis approach may be used to observe the effect of heavy vehicles on speed/travel time/delays of the network. A similar study may utilize logistic regression analysis techniques to predict the probability of occurrence of congestion on a network in case of incidents or special events. Last but not the least, future work needs to be done by utilizing the current approach in emergency situations such as evacuations, accidents, incident management etc. An analysis of real time behavior of tra ffic may be utilized to make decisions to de route/re route traffic in case of accidents and evacuations, change signal timings and plans, informing emergency vehicles of the quickest/shortest path and many other applications.

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106 Appendices

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107 Appendix A. Nomenclature Used Symbol Description h s Space Headway g a Ac ceptable Gap d Link length l i Length of i th vehicle n /N Number of vehicles currently in the network f Flow s Mean Speed of vehicles in network L Total number of lanes t i,j Travel time of the i th vehicle in the j th lane T Total time period under ob servation n j (t) Number of vehicles in lane j at time t s f Free flow speed k s Spatial density s i,j Speed of i th vehicle in the j th lane k t Temporal density k s,t (Pseudo ) spatial temporal density x Width of Virtual Detector d fr Length of Virtual Detection Frame n j Number of vehicles in the j th lane on Origin node dn Destination node n on,dn Number of vehicles with origin on and destination d n t on,dn Travel time for vehicles with origin on and destination d n

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About the Author Anuj Puri received his Bachelor's Degree in Electrical Engineerin g from Nagpur University, India in 2001. He came to the U.S. in 2002 and graduated with his Masters degree ( M.S. ) in Computer Science from Purdue University in 2004. He entered the Ph.D. program at the University of South Florida in Fall of 2004. While in the Ph.D. program at the University of South Florida, Anuj worked with the Unmanned Systems Lab (USL) and Center for Urban Transportation Research (CUTR) on traffic analysis and the development of statistical profiles based on unmanned helicopter based vi deo data. While in the Ph.D. program at the University of South Florida, Mr. Puri has published numerous pieces of work on intelligent traffic analysis. His research interests encompass intelligent transportation systems, traffic analysis and simulation modeling.


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