Journal of Advanced Transportation

Journal of Advanced Transportation / 2020 / Article
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Infrastructure Adaptability in Connected and Autonomous Vehicle-Enabled Traffic Flow Dynamics

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Research Article | Open Access

Volume 2020 |Article ID 8340283 | https://doi.org/10.1155/2020/8340283

Da-wei Liu, Zhong-ke Shi, Wen-Huan Ai, "Modeling for Micro Traffic Flow with the Consideration of Lateral Vehicle’s Influence", Journal of Advanced Transportation, vol. 2020, Article ID 8340283, 13 pages, 2020. https://doi.org/10.1155/2020/8340283

Modeling for Micro Traffic Flow with the Consideration of Lateral Vehicle’s Influence

Academic Editor: Hao Yu
Received27 May 2019
Revised18 Aug 2019
Accepted16 Sep 2019
Published19 Sep 2020

Abstract

In order to make the car-following model describe the driving behavior of vehicle on urban road more accurately, existing car-following models are simulated using measured traffic data. According to the analysis of the simulation result, two new improved car-following models based on the optimal velocity model (OVM) are proposed in this paper. The lateral vehicle’s influence is introduced as the influence factor of driving behavior. By using of linear stability analysis, stability conditions of improved car-following models are obtained. Nonlinear analysis is carried out to investigate the traffic performances near the critical point. The result of numerical simulation indicates that stability of traffic flow is under the influence from lateral vehicle; the lesser the influence, the greater the stability. New cooperative car-following models are verified by the traffic flow data collected in Xi’an city. It is shown that compared with the optimal velocity model, the simulation result of the second cooperative model, respectively, gets 62.89% unbiased variance reduction, 66.39% maximum absolute error reduction, and 33.4% minimum absolute error reduction. Therefore, the second cooperative model is more suitable to describe the vehicle’s actual behavior in car-following state.

1. Introduction

Car-following theory is one of the most important parts of modern traffic theory, which describes the dynamic behaviors of one vehicle following the other, and usually used in the study of microscopic traffic flow. The car-following theory has developed rapidly in recent decades, and an increasing number of models have been put forward, which include the early nonlinear models proposed by Pipes [1], Newell [2], the recent classic model presented by Bando et al. [3], Helbing and Tilch [4] and Jiang et al. [5], and some others in the literature [624]. Bando et al. [3] proposed a remarkable car-following model called the optimal velocity model (OVM) because it solves the problem of describing the motion of successive vehicles. By considering both the negative and the positive velocity differences, Jiang et al. [5] developed a full velocity difference model (FVDM). Some scholars considered more headway information of vehicles ahead and proposed some extended optimal velocity models. Based on OVM, Wagner [6] put forward a new model called the looking forward model because it contains the location information of multiple vehicles ahead. Hasebe et al. [7] further expanded the OVM by introducing the headway information of K vehicles ahead and proved that the new model can improve the stability of traffic flow more than the OVM from the perspective of the linear response. Chen et al. [8] extended the single lane feedback model by introducing improved lane-changing rules and analyzed the influence of feedback signal on the stability of traffic flow. Li et al. [9] proposed a heterogeneous car-following model with low- and high-sensitivity vehicles by constructing the motion equation of individual vehicle. In the proposed model, all driver-vehicle units are described by the same model using two different parameter values of sensitivity. Peng et al. [10] explored the effect of the V2V communication and proposed a delayed-feedback control method for the car-following model. In our prior work [11], we developed an extended full velocity difference model by taking the short-term driving memory into account. We found that short-term driving memory can significantly affect the driver’s driving behavior.

Most of the above models are based on such basic assumptions that the driver always keeps following the leading vehicle and responds immediately to the change of the driving state of the leading vehicle. In recent years, scholars found that the driver is also influenced by the driving state of the lateral adjacent vehicles. Tang et al. [12, 13] put forward a new two-lane car-following model by taking the influence of adjacent-ahead vehicle on the car-following behavior into account. Ge et al. [14] believed that vehicles will be subject to the friction interference from the vehicle of neighbor lane, and the friction interference is related to the lateral distance between the vehicle and its closest-ahead vehicle in the neighbor lane. Based on this consideration, they investigated an extended two-lane traffic flow with lane-changing behaviors and derived the stability condition by using the control method.

With the consideration of influence of lateral vehicle, an improved car-following model based on the OVM is proposed in this paper. It is common to see in real traffic that for some special reasons, for example, weather condition, health conditions, driving technology, and personal habits, the driver often does not keep up with the leading vehicle but drives at a velocity similar to that of lateral vehicles to form a stable vehicle group. Therefore, the lateral vehicles are in role of auxiliary reference. This phenomenon is an incomplete car-following behavior. In view of the above discussions, by using the general force framework, the influence of both the leading vehicle and the lateral adjacent vehicle is used as stimulus in the new proposed model. This paper is organized as follows. In Section 2, the driving phenomenon is described. In Section 3, an improved car-following model based on the OVM is developed by taking into account the lateral effect. Linear stability analysis is carried out in Section 4, and the stability condition of the improved model is obtained. In Section 5, the MKDV equation near the critical point is derived by using nonlinear analysis. In Section 6, a series of numerical simulations are proposed to confirm the theoretical results. Conclusions are given in Section 7.

2. Description and Analysis of Driving Phenomenon

2.1. Description of Driving Phenomenon

In actual traffic, one can often observe a phenomenon that although the headway between vehicle and its leader vehicle is larger, the driver still keeps a similar velocity to the surrounding vehicles and does not accelerate to shorten the distance from the leader vehicle. For example, the two investigated vehicles in Figure 1 are, respectively, marked as car 1 and car 2. Obviously, the driving state of car 2 is in accordance with the driving rules that can be described by the classic car-following model. However, despite a greater distance from the leader vehicle, car 1 still keeps the same velocity as its adjacent car on the right side. This phenomenon cannot be described by car-following models mentioned above because car 1 did not keep up with its leading car according to the rules describing by those car-following models.

2.2. Analysis of Driving Phenomenon

Figure 1 is intercepted from video captured by a camera. An overpass with 7.6 meter high in the South Second Ring Road of Xi’an City is selected for the field data collection. The location of the camera is identified as coordinate origin, and the distance between the coordinate origin and the lower edge of Figure 1 is 17.5 meters. For ensuring the measurement accuracy, measurement range is set from 17.5 meters to 89.5 meters because the larger shooting distance will reduce the measurement accuracy. The video is intercepted a set of images by frame/0.2 seconds. With the method of geometric transformation, one-to-one relationship can be established between image coordinates and vehicle’s actual position.

Data of the vehicles in Figure 1 can be seen in Table 1. Since the data obtained from images are discrete data, average velocity of vehicle in every image can be calculated. Velocity data are fitted by polynomial, and the function curves of velocity-time are obtained in Figure 2.


Time (s)The left laneThe right lane
Position of leading carPosition of following carHeadwayVelocity of leading carVelocity of following carPosition of leading carPosition of following carHeadwayVelocity of leading carVelocity of following car

037.0917.7519.3411.189.3622.5517.445.1110.3610.67
0.239.5519.8619.6910.189.1024.9119.895.029.9210.41
0.441.3221.6119.719.488.9126.7921.884.919.6010.22
0.642.7823.0519.739.028.7928.2123.544.679.3610.08
0.84525.1119.898.748.7230.5725.844.739.199.99
1.046.5426.5120.038.598.6932.1127.484.639.079.92
1.248.3728.5819.798.528.7034.1829.94.288.979.86
1.450.1430.4119.738.498.7435.8531.913.948.899.80
1.651.631.7719.838.478.7937.3333.3348.809.73
1.853.8333.9719.868.438.8539.4235.763.668.719.65
2.055.0235.6719.358.358.9241.1837.863.328.609.54
2.256.5137.0719.448.218.9842.6339.233.48.469.40
2.458.6239.2319.398.019.0344.5141.293.228.319.23
2.659.7340.6919.047.759.0646.0142.923.098.139.03
2.861.4842.9218.567.439.0647.9944.973.027.938.81
3.063.0144.6918.327.069.0449.5446.762.787.728.55
3.263.9646.1517.816.658.9950.5548.042.517.508.28
3.465.6148.2117.46.248.8952.0350.11.937.298.00
3.666.9949.7417.255.858.7553.3751.381.997.097.71
3.868.0751.7616.315.518.5655.2653.132.136.947.43
4.069.1853.5415.645.288.3256.7654.582.186.837.17
4.269.9354.815.135.208.0357.8159.891.926.816.94
4.471.156.5714.535.327.6859.4557.272.186.896.77
4.671.957.9813.925.717.2760.358.471.837.096.66
4.873.5559.4614.096.436.8062.0859.972.117.456.65
5.074.8360.7614.077.566.2763.6461.292.358.016.75

Figures 2(a) and 2(b) are, respectively, the headway-time curves and velocity-time curves of vehicles. From Figure 2(a), the headway of car 1 is larger than that of car 2. Most of the time, the headway of car 1 is larger than 15 meters, while the headway of car 2 is smaller than 5 meters. From Figure 2(b), it can be found that the two investigated vehicles always have similar velocity and that the trends of velocity changes are roughly the same.

Two classical car-following models, optimal velocity model (OVM) and full velocity difference model (FVDM), are used to simulate the driving state of car 1 in Figure 1:

Equations (1) and (2) are, respectively, the expressions of OVM and FVDM, where denotes sensitivity; and are, respectively, the position and velocity of the vehicle at time ; and are the headway and the velocity difference between the preceding vehicle and the following vehicle, respectively; presents the optimal velocity function; and denotes the sensitivity of velocity difference .

Before the simulation, the parameters in OVM and FVDM need to be fitted. Parameters of OVM are the sensitivity coefficient , maximum velocity of vehicle , and safety distance . Parameters of FVDM are, respectively, , , and the sensitivity of velocity difference . The measured data of car 2 in Figure 1 can be used for parameter fitting because it is in accordance with most of vehicles’ driving rules which are described by classic car-following models. The results of fitting are , , and for OVM, and , , and for FVDM. Substituting above parameters into OVM and FVDM, respectively, to simulate the velocity of car 1 and comparing the simulation result with real velocity, we can obtain Figure 3.

From Figure 3, we can see that there is a large error between the simulation results of the two classic car-following models and this set of traffic data for car 1. The simulation velocities of OVM continuously increase with the increase of headway. The difference between simulation velocity of FVDM and the velocity curve of car 1 keeps a larger value. Moreover, the variation trend of simulation velocity is opposite to that of real velocity after t = 3.8 seconds, which means an increasing error.

From the perspective of model structure, OVM only considers the influence of headway, and FVDM takes into account the influence of both headway and velocity difference between the following vehicle and its preceding vehicle. The previous studies indicate that besides the influence of the leading vehicle, the driving behavior also can be affected by the lateral adjacent vehicle. However, both OVM and FVDM did not consider the factors of lateral influence. With above consideration, new improved car-following models accounting for the lateral influence are proposed in the next section. In Section 6, new improved models are validated by multiple sets of measured traffic data.

3. Model

The second-order car-following model belongs to the stimulus response model, which can be expressed as follows:

Equation (3) expresses that the jth vehicle’s acceleration depends on speed of the jth vehicle, the headway, and relative velocity between the jth vehicle and the (j + 1)th vehicle. represents response of the jth vehicle to the (j + 1)th vehicle. Real driving behavior is determined mainly by the following two motivations: achieving an expectation speed and maintaining an expected distance [22].

By using the general force framework, we, respectively, put forward two improved car-following models, named model 1 and model 2, and compared to choose the optimum model.

The new improved model with the general force framework can be expressed as follows:where and represent the influence of the leading car and the lateral vehicle’s effect, respectively. Because of mainly depending on , can be expressed as OVM. is determined by the impact of lateral adjacent vehicle and plays a role only when headway is in a certain range. When , in order to avoid the danger of collision, the driver often neglects the influence of lateral vehicle and changes the velocity to increase the headway. Only when , the driver will consider the lateral effect.

can be defined aswhere represents the position of the jth vehicle’s lateral adjacent vehicle. Obviously, lateral vehicles can play an auxiliary reference role only under certain conditions; for example, the relative speed between the investigated car and the lateral car is larger, or the distance is far. Therefore, we set the parameter , where is the headway between the jth vehicle’s lateral adjacent vehicle and its leading vehicle. and , respectively, represent the headway and velocity difference between the jth vehicle and its lateral adjacent vehicle. is a constant. Thus, the first improved model (model 1) is given as follows:

According to Reference [25], the second improved model (model 2) can be defined aswhere is a coefficient which represents the weight of lateral effect. When , equation (7) is reduced to the OVM. It means that the driver is completely unaffected by the lateral vehicle, and the driving state is determined only by the driving state of the leading vehicle. When , the driver is only affected by lateral vehicle, and the vehicle exits the state of car-following.

Next, the two improved models are verified by the measured data to select the optimal model. In this paper, the least square method is used for parameter fitting. Result of fitting is as follows: , , , and . The fitted parameters are taken into the models, and velocity of the vehicle is simulated by the two improved models. Simulation results are compared with the actual data in Figure 4.

Figure 4 shows the comparison between simulation results of improved models and a set of traffic data for car 1 in Figure 1. The solid line is the curve of real velocity data, and the dashed line is the simulation result obtained by using the improved models. From Figure 4, we can find that for the data of car 1 in Figure 1, the curve of simulated velocity by using the first improved model has an increasing deviation from the real velocity after 3.6 seconds, while the curve obtained by the second improved model is close to the measured velocity curve during most of the time.

4. The Linear Stability Analysis

The linear stability theory is applied to derive linear stability condition of the improved model by the linear stability theory. The uniform traffic flow is defined by such a state that all vehicles on lane move with the optimal velocity and the identical headway . The solution is given bywhere , , is length of road section, and represents the total number of vehicles in lane . Assuming , where , and be a small deviation from the steady state , then we can rewrite the two improved models (equations (6) and (7)) aswhere , . For convenience of calculation, we set , .Expanding in the Fourier-modes , we have

Substituting into equations (10) and (11), we obtain the first- and second-order terms of coefficients in the expression of as follows:

According to the long wave theory, the uniform steady state will become unstable when is negative. Thus, the neutral stability curves for model 1 and model 2 are given by

For model 1, the uniform traffic flow will be stable if

For model 2, the uniform traffic flow will be stable if

When and , the stability condition (equations (15) and (16)) is reduced to the stability condition in the literature [3].

Figure 5 shows the neutral stability line in the headway-sensitivity space with and different sets of parameters of lateral influence, where (a) and (b) are, respectively, for model 1 and model 2. The apex of each curve represents the critical point . It can be seen clearly from Figure 5(a) that for model 1, the critical points decrease with increasing . It means that with decrease of lateral influence, traffic flow is more stable. On the contrary, from Figure 5(b), we can find that critical points rise with increasing . It is in accordance with common sense that lateral interference can affect driving.

5. Nonlinear Analysis

In this section, nonlinear analysis is carried out to investigate the traffic performances near the critical point of improved car-following model 2. The mKdV equation is deduced to describe the traffic congestion in the unstable area of traffic flow. For extracting slow scales with the space variable and the time variable , the slow variables and are defined as follows:where is a constant to be determined. We set the headway as

We rewrite equation (7) as follows:

For convenience of calculation, we assume that the vehicles around the investigated vehicle are in normal driving process and have similar driving state. Therefore, the driving condition of the lateral vehicle can be approximately expressed by that of other vehicles around it. In view of above considerations, we set , where and are constant, and . Substituting equations (17) and (18) into equation (19) and making the Taylor expansion to the fifth order of lead to the following expression:

Near the critical point , taking , , and eliminating both the second-order and the third-order term of , equation (14) can be simplified aswhere

Making such transformations as and , we obtain the modified KDV equation with a correction term:

If we ignore term, this is just the modified KDV equation, and the solution is as follows:where .Thus, we obtain the kink solution of the headway:

6. Numerical Simulations

6.1. Model Validation with Measured Data

In this subsection, the OVM and improved models are, respectively, verified by using real traffic data. The traffic data can be seen in Tables 25. The model parameters need to be fitted by using the least square method. Due to the difference of driving behavior, the model parameters obtained from different sets of data are different. Hence, the data of each group need to be fitted, respectively, and the fitting results are shown in Table 6.


Time (s)The left laneThe right lane
Position of leading carPosition of following carHeadwayVelocity of following carPosition of leading carPosition of following carHeadwayVelocity of following car

026.2218.937.296.8540.7118.2722.448.43
0.227.8520.57.356.8642.6520.1822.478.30
0.429.0221.567.466.8443.7621.4622.38.19
0.630.6523.177.486.7945.5423.4522.098.11
0.831.6124.247.376.7246.8124.6822.138.04
1.033.225.827.386.6348.6626.5522.117.99
1.234.527.157.356.5450.2928.1822.117.94
1.435.828.437.376.4551.8429.7322.117.91
1.636.9929.787.216.3653.2631.3821.887.88
1.837.9430.827.126.2854.3332.6421.697.86
2.039.2832.017.276.2155.934.1721.737.84
2.240.8333.557.286.1657.5636.221.367.82
2.441.8534.57.356.1258.8137.421.417.79
2.643.62367.626.1060.6539.2121.447.77
2.844.7837.17.686.0962.0340.7521.287.74
3.045.8538.177.686.1063.4841.9221.567.70
3.247.6339.538.16.1364.9943.8221.177.66
3.449.0240.748.286.1766.2645.3220.947.61
3.650.4842.028.466.2267.9146.7821.137.55
3.851.8443.398.456.2769.2948.3420.957.48
4.053.0544.48.656.3370.3749.520.877.40
4.254.7745.7796.3971.8551.2620.597.31
4.456.1346.99.236.4372.6252.5620.067.22
4.657.8148.449.376.4674.254.1420.067.12
4.859.3249.79.626.4775.4355.8119.627.01
5.060.3850.849.546.4476.756.6920.016.89
5.261.7552.239.526.3877.1358.318.836.77


Time (s)The left laneThe right lane
Position of leading carPosition of following caHeadwayPosition of leading carPosition of following carHeadwayPosition of leading carPosition of following car

022.517.215.298.0935.8919.0716.829.35
0.224.2918.85.497.4638.0220.9617.068.89
0.426.0320.445.597.0240.1322.9717.168.60
0.627.2521.495.766.7341.5524.2317.328.44
0.829.0823.0866.5743.5526.2217.338.38
1.030.3324.116.226.5045.0527.5517.58.39
1.231.9325.456.486.4946.8229.3117.518.44
1.433.5926.756.846.5248.5431.0517.498.52
1.635.4228.357.076.5750.5833.0817.58.60
1.837.0929.677.426.6452.1234.8217.38.67
2.038.5330.727.816.7053.536.217.38.72
2.240.2232.078.156.7555.2137.9917.228.75
2.442.3333.698.646.7957.0239.9617.068.76
2.643.5534.738.826.8258.3941.3317.068.73
2.845.6736.389.296.8460.4143.5516.868.69
3.047.0737.59.576.8761.6344.916.738.63
3.248.7538.99.856.9163.2146.6316.588.58
3.450.5540.310.256.9864.8848.3416.548.54
3.652.4741.9210.557.1166.2750.3615.918.54
3.854.0743.4210.657.3268.152.1815.928.61
4.055.7544.6211.137.6369.2453.5415.78.77
4.257.5446.1911.358.0970.8355.1715.669.05
4.459.7348.0211.718.7272.4857.3715.119.49


Time (s)The left laneThe right lane
Position of leading carPosition of following carHeadwayPosition of leading carPosition of following carHeadwayPosition of leading carPosition of following car

039.8619.1420.729.6224.1117.486.639.62
0.241.7221.2420.488.8826.2219.616.619.22
0.443.3422.9420.48.4027.9721.466.519.01
0.644.6324.3120.328.1229.3522.96.458.92
0.846.1625.9920.177.9831.0924.766.338.93
1.047.827.6520.157.9432.8726.556.328.98
1.249.1929.3719.827.9634.5928.46.199.05
1.451.0531.3219.738.0136.6930.66.099.11
1.652.4432.6419.88.0637.9432.075.879.15
1.854.1134.3519.768.0939.6333.855.789.14
2.055.4435.9319.518.0841.4735.675.89.09
2.257.5637.8919.678.0243.3437.695.658.97
2.458.8139.5319.287.9245.0839.535.558.80
2.660.1140.7519.367.7746.3240.865.468.58
2.861.7542.4119.347.5947.9742.535.448.33
3.063.4844.4918.997.3949.9244.495.438.06
3.264.6945.7518.947.1851.2545.895.367.80
3.466.5847.7118.877.0152.8547.715.147.58
3.667.9149.1618.756.9154.1149.164.957.42
3.868.9450.1918.756.9054.9950.364.637.38
4.070.7351.9918.747.0556.8451.994.857.49
4.271.8553.3418.517.4058.353.344.967.82
4.473.855.3918.418.0159.8455.174.678.41


Time (s)The left laneThe right lane
Position of leading carPosition of following carHeadwayPosition of leading carPosition of following carHeadwayPosition of leading carPosition of following car

036.3816.4219.9610.5026.3516.539.8210.14
0.238.2618.5619.710.5228.2718.659.6210.21
0.439.9820.6419.3410.5330.1320.739.410.19
0.642.1222.7219.410.5431.9422.769.1810.11
0.844.0524.8519.210.5333.8624.79.169.97
1.045.8526.9118.9410.5135.6726.718.969.79
1.247.6329.0518.5810.4737.4128.568.859.60
1.449.3731.2118.1610.4139.1830.468.729.40
1.651.2533.1718.0810.3440.9732.328.659.21
1.852.8535.2317.6210.2442.7634.158.619.02
2.054.7737.3617.4110.1244.21368.218.85
2.256.1339.3316.89.9945.9237.638.298.71
2.457.5641.6515.919.8447.95407.958.58
2.658.8142.9215.899.6748.5440.997.558.48
2.860.9245.1215.89.4950.5842.977.618.40
3.062.3147.0815.239.3052.1244.47.728.34
3.264.0848.8815.29.1053.7446.257.498.29
3.465.6250.6414.988.9155.2147.917.38.24
3.667.2452.3414.98.7256.7649.517.258.18
3.868.9454.1614.788.5457.8451.036.818.09
4.070.7356.3414.398.3959.5352.646.897.97
4.271.4857.513.988.2560.7154.146.577.80
4.473.0158.9614.058.1662.2556.196.067.55
4.674.260.7613.448.1063.5457.46.147.21
4.875.8562.3913.468.1064.8858.676.216.75
5.077.1364.1113.028.1666.2759.996.286.15



The 1st sets of data0.02338.44820.42590.9263
The 2nd sets of data0.15449.00740.60040.8195
The 3rd sets of data0.029816.68181.18861
The 4th sets of data0.12939.42270.76890.6038

The skewness test and kurtosis test of the fitted parameters are carried out. and are, respectively, denote sample skewness and sample kurtosis of the fitted parameters. Calculation results for skewness and kurtosis are shown in Table 7.



0.10911.90930.9596−0.9933
−1.16300.83650.20850.1299

We set the significant level as , so the reject region is . From Table 2, it can be seen that the calculation results of and are all outside the reject region. Therefore, the fitted parameters obey normal distribution.

In order to compare the performance of the models, we substitute the fitted parameters into OVM and two improved models, respectively, carry out simulation by using the three models, and then obtain the curves of velocity. Comparing the simulation curves with the measured velocity curve, we obtain Figure 6.

In Figure 6, real line is the measured velocity of vehicle, “.” represents the curve of OVM, and “+” and “” denote the curve of improved model 1 and model 2, respectively. The simulation results show that the velocity curves of the two improved models are more close to the real velocity than that of the OVM and that in the comparison of the two improved models, and the velocity curve of the improved model 2 is closer to the actual speed.

In this paper, the following three performance indexes are used to evaluate the simulation results: the mean square error, the maximum absolute error, and the minimum absolute error.

Table 8 shows the comparison of three performance evaluation indices for each group of data. From Table 8, we can find that for mean square deviation and maximum absolute error, numerical values of OVM are the largest in four sets of data, while the numerical values of improved model 2 are the smallest. Moreover, least absolute errors of improved model 1 are larger than that of OVM in the 1st and 3rd sets of data, while improved model 2 has the smallest least absolute errors in all four sets of data. Compared with the OVM, the simulation result of improved model 2, respectively, gets 62.89% unbiased variance reduction, 66.39% maximum absolute error reduction, and 33.4% minimum absolute error reduction, while that of improved model 1 only gets 27.53% unbiased variance reduction, 28.4% maximum absolute error reduction, and 19.97% minimum absolute error reduction, respectively. The results indicate that improved model 2 is more suitable than OVM and improved model 1 for describing the traffic phenomena mentioned in this article.


Mean square deviationMaximum absolute errorMinimum absolute error
OVMModel 1Model 2OVMModel 1Model 2OVMModel 1Model 2

The 1st sets2.63282.44391.71593.14692.97311.76041.61161.62701.6094
The 2nd sets5.26314.43451.64316.75896.09421.86302.11851.67171.3226
The 3rd sets2.51560.85570.57223.70241.13960.81460.78030.18690.0462
The 4th sets3.87832.61831.36966.94914.51162.47110.14390.23920.1219
Average value3.57132.58811.32525.13933.67961.72731.16360.93120.7750

6.2. Density Wave

In order to check the validity of the above theoretical results, we discuss the space-time evolution of the headway for various values of by using the Euler method in this section. In two adjacent lanes which are named lane 1 and lane 2, all vehicles drive in the same direction with the constant headway . Under the periodic boundary condition, the following initial conditions in the two lanes are given as follows:

Equations (26) and (27) are, respectively, the initial conditions in lane 1 and lane 2. The total number of vehicles in each lane is .The safety distance is . Other input parameters for the simulation are . In order to simplify the experiment, we consider the vehicles in lane 2 are in normal driving process; therefore, the driving state of those vehicles can be described by the classic car-following model. The vehicles in lane 1 are investigated. Then, space-time evolution of the headway in lane 1 after a sufficiently long time and the corresponding hysteresis loops will be obtained in Figures 7 and 8.

Figure 7 shows the space-time evolution of the headway for different sets of after . The patterns (a)–(d) are, respectively, corresponding to , 0.2, 0.4, and 0.6. Muramatsu and Nagatani [26] present the solution of MKDV equation can be exhibited as kink-antikink wave. From Figure 7, because of the lateral influence from the vehicles in lane 2, disturbance generates in the uniform flow in lane 1. Small disturbance added to the uniform traffic flow is amplified, and the kink-antikink wave appears as traffic jam. Only parts of the vehicles in lane1 are affected by the lateral vehicle, so the amplitudes of the density wave are not uniform. In addition, it can be seen clearly from Figure 7 that the amplitudes of the density wave increase with increasing . It indicates that the greater the lateral influence, the more unstable the traffic flow is.

Figure 8 exhibits the hysteresis loops after with different sets of . The solid line and dotted line are, respectively, obtained with and . Hysteresis loop has a larger size means that the stability of traffic flow is lower, and the stability of traffic flow is improved with the decrease of the size of the loop. From Figure 8, we can see that the hysteresis loop obtained with is much larger than that with . The result indicates that by taking lateral influence into account, the stability of the traffic flow decreases, which is in accordance with the linear stability analysis and nonlinear analysis in Sections 4 and 5, respectively.

7. Conclusion

In this paper, we describe a kind of traffic phenomenon that the driver often does not keep up with the leading vehicle but drives at a velocity similar to that of the surrounding vehicles. Because of special reasons such as weather condition, health conditions, driving technology, and personal habits, the driver does not always keep up with the leading vehicle but maintains a larger distance from the leading vehicle to leave more reaction time. This phenomenon is an incomplete car-following behavior. With the consideration of the lateral vehicle’s influence, we put forward two improved models with different structures on the base of the OV model in this paper. The new improved models are verified by multiple sets of measured data. Linear stability analysis and nonlinear analysis are carried out to study the traffic characteristics. The results of linear stability analysis and numerical simulation show that with increase of lateral influence, traffic flow is more unstable, which is in accordance with the traffic phenomenon that lateral interference can affect driving.

Data Availability

The real traffic data used to support the findings of this study are included within the article. There are no restrictions on data access.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

This work was partially supported by the National Nature Science Foundation of China (grant nos. 61134004 and 61863032), China Postdoctoral Science Foundation (grant no. 2018M633653XB), Gansu Province Educational Research Project (grant no. 2015B-130), and “Qizhi” Personnel Training Support Project of Lanzhou Institute of Technology (grant no. 2018QZ-11).

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Copyright © 2020 Da-wei Liu 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.


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