Research Article  Open Access
Feng YuQin, Leng JunQiang, Wang Peng, He Yi, Zhang Guie, "Travel Time Model for RightTurning Vehicles of Secondary Street at Unsignalized Intersections", Mathematical Problems in Engineering, vol. 2013, Article ID 104034, 6 pages, 2013. https://doi.org/10.1155/2013/104034
Travel Time Model for RightTurning Vehicles of Secondary Street at Unsignalized Intersections
Abstract
The travel time of rightturning vehicles on secondary street at unsignalized intersection is discussed in this paper. Under the assumption that the majorstreet through vehicles’ headway follows Erlang distribution and secondarystreet rightturning vehicles’ headway follows Poisson distribution. The rightturning vehicles travel time model is established on the basis of gap theory and M/G/1 queue theory. Comparison is done with the common model based on the assumption that the majorstreet vehicles’ headway follows Poisson distribution. An intersection is selected to verify each model. The results show that the model established in this paper has stronger applicability, and its most relative error is less than 15%. In addition, the sensitivity analysis has been done. The results show that rightturning flow rate and majorstreet flow rate have a significant impact on the travel time. Hence, the methodology for travel time of rightturning vehicles at unsignalized intersection proposed in this paper is effective and applicable.
1. Introduction
As a bottleneck of urban road network, intersections are the emphasis in traffic management and control [1–3]. The travel time of vehicles at intersections is the basis to evaluate road traffic efficiency and the Intelligent Traffic System (ITS) applications. It is also one of the breakthrough points to calculate the vehicles delay at intersections [4, 5]. Based on the analysis of the conflict disciplines of the fourphase signalized intersection between rightturning vehicles and straightgoing bicycles, Liang et al. established a theoretical model and a binary regression model of rightturning vehicles travel time. The former was based on gap theory and queue theory, and the latter was established on the basis of field observation data. In the binary regression model, it takes rightturning vehicles flow rate and bicycle through flow rate as independent variables. Meanwhile, their application conditions were studied, respectively [6]. Smith and Walsh established motor vehicles and nonmotor vehicles delay models under different mixed traffic conditions and traffic control methods [7]. Liu et al. took the basic link travel time and intersection delay as the basic unit of vehicle travel time in urban road network [8]. Ban et al. believed that vehicle travel time at signalized intersections contained discontinuities and nonsmoothness, and intersection delay pattern can be used to estimate realtime queue length at intersection [9]. Ahmed studied the travel time of indirect rightturning vehicles at intersection with a GPS device [10]. Lu et al. established the model of travel time at intersection with microscopic simulation data. The model considered the signal control effect at a variety of traffic volume combinations [11].
As mentioned above, there are more studies about vehicles delay at intersections, while few researches are about travel time of different turning movements at intersections [12–15]. Typically, Liang et al. established a rightturning motor vehicles’ travel time model with the consideration of conflicts between motor vehicles and nonmotor vehicles at signalized intersections, and it provides a good reference for the following researches. The model was built on strict assumptions. For instance, nonmotor flow and rightturning motor flow were both subject to Poisson distributions. Nonmotor flow only contained bicycles, the bicycle flow was only in one line, and the service time followed a negative exponential distribution [6]. Poisson distribution is applicable to the random vehicle arriving, generally with flow rate less than 500 veh/h per lane. As urban road traffic is more and more congested while Poisson distribution is just applicable to free flow, it is hard to meet the actual traffic circumstances. As a consequence, Poisson distribution will be invalid when the flow rate is more than 500 veh/h per lane. Thus, it limits the application of the model to a large extent. Conversely, Erlang distribution, as a general distribution, has a high applicability to all traffic conditions.
Accordingly, this paper aims to establish the model of the travel time of rightturning vehicles on secondarystreet at unsignalized intersections in congested urban traffic condition. This provides theoretical support for improving the traffic management, intersection control, designation, evaluation, and ITS application.
This paper is organized as follows. The first part gives a general introduction. The second part presents the model establishment methodology. Then, Section 3 takes an intersection as a numerical example to validate the models. In Section 4, the model sensitivity is analyzed. The final section then concludes the paper and gives suggestions for further study.
2. Model Establishment
2.1. Research Conditions Settings
Convenient for the study, the following assumptions were made in this paper. (1)The following distribution models are usually used to describe traffic flow headway: negative exponential distribution, Weibull distribution, and Erlang distribution. The negative exponential distribution can be applied to the situation that vehicles arrive at random, generally in which the flow rate per hour per lane is less than 500 veh/h. Weibull distribution has a broader application range. Erlang distribution is also a general probability distribution of headway. Erlang distribution could be obtained by calculating the parameter . Considering the applicability and conveniences of calibration, Erlang distribution is usually used to describe headway of majorstreet traffic flow. The negative exponential distribution is more suitable when the rightturning flow on the secondary street is not large.(2)The vehicles on secondary street follow the rightin and rightout principle, and pedestrian is prohibited to cross, which is the management and control strategy of the unsignalized intersection.(3)Drivers abide by the principle of the majorstreet priority strictly, and there is no grabline phenomenon.(4)In this research, the gap theory is adopted. The gap theory can be described as follows: at an unsignalized intersection, vehicles on the major street have the priority to cross, while the secondarystreet vehicles have to wait for gaps long enough to cross. Therefore, the maximum flow rate of the secondarystreet may be concluded by calculating the number of gaps provided by the majorstreet flow. The gap theory is used under the situation that secondarystreet vehicles pass through the majorstreet flow perpendicularly at intersections. However, the actual rightturning movements at intersections do not cross the counter flow in perpendicularity. In this case, it is assumed that the rightturning movement crossed them perpendicularly.(5)Queue theory: a system subjects to M/G/1, that is, vehicles arrival follows Poisson distribution, service time follows random distribution, and a single reception desk obeys the rule that the first comer should be served first under the condition that rightturning vehicles are waiting for services in the queue system. The service time is not definite, and there is only one rightturning lane.
2.2. Model Establishment
Based on the above research conditions settings, the conflict zone between rightturning vehicles on the secondarystreet and opposing through vehicles on the major street can be seen as a single service desk as shown in Figure 1. The secondarystreet rightturning vehicles receive service, and headway of opposing through flow provides service. As mentioned in the above assumptions, arrival of rightturning flow follows Poisson distribution, the service time follows Poisson distribution, and a single reception desk system obeys the rule of first comer to be served first, namely, the M/M/1 system.
In this research, the critical accepted headway of rightturning vehicles is , headway of the majorstreet through vehicles is , and the following headway of rightturning vehicles is . Considering that there is a vehicle queue on secondarystreet, then we will have different conditions: when is less than , no rightturning vehicles can merge into major street; when is between and , only one vehicle can cross; when is between and , two vehicles may merge into major street; when , n vehicles may merge into majorstreet. The headway of majorstreet flow follows Erlang distribution, and it can be written as where is the arriving rate of majorstreet vehicles, veh/s; is the distribution parameter, if , the formula above could be simplified as negative exponential distribution; while , headway will follow uniform distribution. In practice, could be determined by and with roundingoff method. The formula may be expressed as where is the observed average headway of majorstreet flow, s; is the variance of observed headway of majorstreet flow Consequently, the probability of different headway on major street can be expressed as where is the probability of headway on the major street that allows vehicles on the secondary street to merge into majorstreet flow. The probability of different headway is shown in Table 1.

The number of rightturning vehicles may merge into majorstreet flow per unit time and can be expressed as where is the number of rightturning vehicles and may merge into majorstreet flow per unit time, veh/s; is the number of rightturning vehicles and may merge into majorstreet flow in one headway; is the probability of the headway and may provide rightturning vehicles to merge into majorstreet flow; the other parameters have the same meanings as previously mentioned.
From the M/G/1 queue system, the average travel time of each vehicle in the queue is where is the average arrival rate of rightturning flow, veh/s; is the service rate of rightturning flow, , veh/s; is the variance of vehicles service time; is the service intensity or traffic intensity, , which reflects the traffic conditions. If , it means that the flow is stable, and each traffic condition will be repeated with a certain probability. If , the flow is unstable, and queue will become longer and longer.
When , service time follows uniform distribution, which may be expressed as
When , service time is subject to negative exponential distribution, which can be written as
2.3. Existing Model
Most of the present researches assume that traffic flow arrival is subject to Poisson distribution, and the queue system is an M/M/1 one. The corresponding models are as follows.
The service rate of rightturning flow may be expressed as The travel time of rightturning vehicles merging into the mainstreet flow can be written as The parameters have the same meanings as previously mentioned.
3. Models Validation
There are some differences between the application premise of gap theory and the research conditions in this paper. For example, the merging of rightturning vehicles into the majorstreet flow is not perpendicular, and the drivers do not strictly abide by the rule of majorstreet priority, especially when the rightturning flow rate is a bit large. Therefore, there still exists the phenomenon of grabbing line. It can be seen from the above that there exist some objective conditions that do not correspond with the practical situations. Thus, it is necessary to validate the models.
A real intersection of Harbin in China was selected to verify the accuracy of the above model based on Erlang distribution (ModelI) and the one based on Poisson distribution (ModelII). This unsignalized intersection lies in Nangang district of Harbin, and its geometric condition is shown in Figure 2. We conducted field observation in both rush and nonrush hours for one week. The following parameters were observed: flow rate and following headway of the majorstreet through vehicles, arrival rate and following headway of the secondarystreet rightturning vehicles, and the time consumed to merge into the majorstreet flow and the critical headway accepted by rightturning vehicles. According to the field observation, critical headway evaluated by maximum likelihood estimation is 3.9 s, and is 2.1 s. The above observation data and the results are applied to (8) and (10), and the results are shown in Table 2. The comparison curves of ModelI, ModelII, and the field observation data are shown in Figure 3.

It can be seen from the results that ModelI has better performance than ModelII, and most times the relative errors of ModelI are less than 15%, with the maximum one 35.11%. The higher accuracy is owing to the reasonable selected headway distribution. The main distinctions between ModelI and ModelII are the distribution models of the majorstreet traffic flow. Erlang distribution and Poisson distribution are used in ModelI and ModelII, respectively. It is well known that Poisson distributions are applicable to the random vehicle arriving, generally with flow rate less than 500 veh/h per lane. As a matter of fact, urban road traffic is more and more congested, while Poisson distribution is just applicable to free flow, and it is hard to meet the actual traffic circumstances. As a result, the Poisson distribution will be invalid when the flow rate is more than 500 veh/h per lane. Thus, it limits the application of ModelII. Conversely, Erlang distribution, as a general distribution, has a high applicability to all traffic conditions. Consequently, ModelI has better performance than ModelII.
The relative error of ModelI is relevant to the flow rate, indicating that the relative error shows an obvious rising trend with the increase of the flow rate. For instance, the most relative error is more than 15%, and the actual travel time is shorter than the theoretical value, while the flow rate of the majorstreet speeds up to 0.4 veh/s, and the flow rate of the rightturning vehicles reaches 0.04 veh/s. The reasons are as follows: with the increase of the rightturning vehicles flow rate, the number of headway long enough for rightturning vehicles to merge into major street decreases. When the flow rate of rightturning vehicles is increasing at the moment, there would be a formation of queues. Therefore, the rightturning vehicles may go after the front car to grab into the major street, and then the rightturning travel time will reduce, and the relative error will increase.
4. Sensitivity Analyses
It is proved in the above section that the model established in this article has an overall better performance. The relationship between parameters and travel time was explored in this section. Specifically speaking, these variables include majorstreet through flow rate and secondarystreet rightturning flow rate.
The influence of the variables is shown in Figure 4. To study the influence of majorstreet through flow rate and secondarystreet rightturning flow rate, the travel times at different flow rates are shown in Figure 4. The trends in this figure indicate the following, Rightturning vehicles travel times increase with the rising of the rightturning flow rate and the conflicting through flow rate. When the conflicting through flow rate is low, the rightturning flow rate has a slight effect on rightturning vehicles travel times. With the increase of through flow rate, the rightturning flow rate would have a more obvious effect on travel time. Simultaneously, the threshold is about 0.30 veh/s. These findings indicate two facts: the larger the number of the opposing through vehicles is, the less acceptable the headway would be; the larger the rightturning flow rate is, the longer the queue and the longer the travel time would be.
5. Conclusions
(1)The travel time model based on Erlang distribution for majorstreet flow and M/G/1 queue system has a better applicability. The relative error has no obvious linear relationship with flow rate, and the error would still be stable, until the flow rate of the major street speeds up to 0.4 veh/s and the rightturning vehicles flow rate reaches 0.04 veh/s. Meanwhile, when the rightturning flow rate and majorstreet flow rate increase, the error also increases. This result shows the applicability of the model.(2)The factors that have significant influence on the travel time are majorstreet flow rate and rightturning vehicles arrival rate. The travel time increases with the growth of them. In fact, there are other factors that have influence on the travel time, such as the intersection control pattern. Whether it is signalized or unsignalized, or it is interrupted by the pedestrian and the vehicles compositions or not, the intersection control pattern will always affect the travel time. Up to now, there is no such research on intersection control pattern, which we should spare no efforts to do within the coming future.
Acknowledgments
This research was supported by China Postdoctoral Science Foundation (2011M500676), National Education Ministry Humanities and Social Sciences Foundation (12YJCZH097), Heilongjiang Institute of Technology Doctoral Science Foundation (2011BJ05) and Technology Research and Development Program of Shandong (2012G0020129). The authors are also grateful to the anonymous referees for their helpful comments and constructive suggestions on an earlier version of the paper.
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Copyright
Copyright © 2013 Feng YuQin et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.