# Travel Time Model for Right-Turning Vehicles of Secondary Street at Unsignalized Intersections

Authors: Feng Yu-Qin; Leng Jun-Qiang; Wang Peng; He Yi; Zhang Gui-e
Journal: Mathematical Problems in Engineering
 (2013)

---

## Abstract

The travel time of right-turning vehicles on secondary street at unsignalized intersection is discussed in this paper. Under the assumption that the major-street through vehicles’ headway follows Erlang distribution and secondary-street right-turning vehicles’ headway follows Poisson distribution. The right-turning 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 major-street 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 right-turning flow rate and major-street flow rate have a significant impact on the travel time. Hence, the methodology for travel time of right-turning vehicles at unsignalized intersection proposed in this paper is effective and applicable.


---

## Body

## 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 four-phase signalized intersection between right-turning vehicles and straight-going bicycles, Liang et al. established a theoretical model and a binary regression model of right-turning 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 right-turning 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 real-time queue length at intersection [9]. Ahmed studied the travel time of indirect right-turning 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 right-turning 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 right-turning 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 right-turning vehicles on secondary-street 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, Section3 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 parameterl. Considering the applicability and conveniences of calibration, Erlang distribution is usually used to describe headway of major-street traffic flow. The negative exponential distribution is more suitable when the right-turning flow on the secondary street is not large.(2)
The vehicles on secondary street follow the right-in and right-out 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 major-street priority strictly, and there is no grab-line 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 secondary-street vehicles have to wait for gaps long enough to cross. Therefore, the maximum flow rate of the secondary-street may be concluded by calculating the number of gaps provided by the major-street flow. The gap theory is used under the situation that secondary-street vehicles pass through the major-street flow perpendicularly at intersections. However, the actual right-turning movements at intersections do not cross the counter flow in perpendicularity. In this case, it is assumed that the right-turning 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 right-turning vehicles are waiting for services in the queue system. The service time is not definite, and there is only one right-turning lane.


### 2.2. Model Establishment

Based on the above research conditions settings, the conflict zone between right-turning vehicles on the secondary-street and opposing through vehicles on the major street can be seen as a single service desk as shown in Figure1. The secondary-street right-turning vehicles receive service, and headway of opposing through flow provides service. As mentioned in the above assumptions, arrival of right-turning 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.Figure 1
Service desk at unsignalized intersection.In this research, the critical accepted headway of right-turning vehicles isτc, headway of the major-street through vehicles is h, and the following headway of right-turning vehicles is hf. Considering that there is a vehicle queue on secondary-street, then we will have different conditions: when h is less than τc, no right-turning vehicles can merge into major street; when h is between τc and τc+hf, only one vehicle can cross; when h is between τc+hf and τc+2hf, two vehicles may merge into major street; when τc+(n-1)hf≤h<τc+nhf, n vehicles may merge into major-street. The headway of major-street flow follows Erlang distribution, and it can be written as
(1)P(h≥t)=∑i=0l-1(λlt)ie-λti!,
where λ is the arriving rate of major-street vehicles, veh/s; l is the distribution parameter, if l=1, the formula above could be simplified as negative exponential distribution; while l=∞, headway will follow uniform distribution. In practice, l could be determined by m and S2 with rounding-off method. The formula may be expressed as
(2)l=int(m2S2),
where m is the observed average headway of major-street flow, s; S2 is the variance of observed headway of major-street flow
(3)P(h≥t)=∑i=0l-1(λlt)ie-λti!.
Consequently, the probability of different headway on major street can be expressed as
(4)Pi=P(τc+(i-1)hf≤h≤τc+ihf)=P(h≥τc+(i-1)hf)-P(h≥τc+ihf),
where Pi  is the probability of headway on the major street that allows i vehicles on the secondary street to merge into major-street flow. The probability of different headway is shown in Table 1.Table 1
Probability of headway.
Headway
Vehicles number/i
Probability/Pi
τ
c
≤
h
<
τ
c
+
h
f
1
∑
i
=
0
l
-
1
(
λ
l
τ
c
)
i
e
-
λ
τ
c
i
!
-
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
h
f
)
)
i
e
-
λ
(
τ
c
+
h
f
)
i
!
τ
c
+
h
f
≤
h
<
τ
c
+
2
h
f
2
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
h
f
)
)
i
e
-
λ
(
τ
c
+
h
f
)
i
!
-
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
2
h
f
)
)
i
e
-
λ
(
τ
c
+
2
h
f
)
i
!
τ
c
+
2
h
f
≤
h
<
τ
c
+
3
h
f
3
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
2
h
f
)
)
i
e
-
λ
(
τ
c
+
2
h
f
)
i
!
-
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
3
h
f
)
)
i
e
-
λ
(
τ
c
+
3
h
f
)
i
!
⋮
⋮
⋮
τ
c
+
(
n
-
1
)
h
f
≤
h
<
τ
c
+
n
h
f
n
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
(
n
-
1
)
h
f
)
)
i
e
-
λ
(
τ
c
+
(
n
-
1
)
h
f
)
i
!
-
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
n
h
f
)
)
i
e
-
λ
(
τ
c
+
n
h
f
)
i
!The number of right-turning vehicles may merge into major-street flow per unit time and can be expressed as(5)N=∑i=1ni·λ·PiN=∑m=0n-1∑i=0l-1λ(λl(τc+mhf))ie-λ(τc+mhf)i!-n∑λ(λl(τc+nhf))ie-λ(τc+nhf)i!,
where N is the number of right-turning vehicles and may merge into major-street flow per unit time, veh/s; i is the number of right-turning vehicles and may merge into major-street flow in one headway; Pi is the probability of the headway and may provide i right-turning vehicles to merge into major-street 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(6)T=ρ2+λ12δ22λ1(1-ρ)+1μ,
where λ1 is the average arrival rate of right-turning flow, veh/s; μ is the service rate of right-turning flow, μ=N, veh/s;  δ2 is the variance of vehicles service time; ρ  is the service intensity or traffic intensity, ρ=λ1/μ, which reflects the traffic conditions. If ρ<1, it means that the flow is stable, and each traffic condition will be repeated with a certain probability. If ρ≥1, the flow is unstable, and queue will become longer and longer.Whenδ2=0, service time follows uniform distribution, which may be expressed as
(7)T=ρ22λ1(1-ρ)+1μ.Whenδ2=1/μ2, service time is subject to negative exponential distribution, which can be written as
(8)T=ρ2λ1(1-ρ)+1μ.


### 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 right-turning flow may be expressed as(9)μ=λe-λτc1-e-λhf.
The travel time of right-turning vehicles merging into the main-street flow can be written as
(10)T=1μ-λ1=1(λe-λτc/(1-e-λhf))-λ1.
The parameters have the same meanings as previously mentioned.


## 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 parameterl. Considering the applicability and conveniences of calibration, Erlang distribution is usually used to describe headway of major-street traffic flow. The negative exponential distribution is more suitable when the right-turning flow on the secondary street is not large.(2)
The vehicles on secondary street follow the right-in and right-out 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 major-street priority strictly, and there is no grab-line 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 secondary-street vehicles have to wait for gaps long enough to cross. Therefore, the maximum flow rate of the secondary-street may be concluded by calculating the number of gaps provided by the major-street flow. The gap theory is used under the situation that secondary-street vehicles pass through the major-street flow perpendicularly at intersections. However, the actual right-turning movements at intersections do not cross the counter flow in perpendicularity. In this case, it is assumed that the right-turning 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 right-turning vehicles are waiting for services in the queue system. The service time is not definite, and there is only one right-turning lane.


## 2.2. Model Establishment

Based on the above research conditions settings, the conflict zone between right-turning vehicles on the secondary-street and opposing through vehicles on the major street can be seen as a single service desk as shown in Figure1. The secondary-street right-turning vehicles receive service, and headway of opposing through flow provides service. As mentioned in the above assumptions, arrival of right-turning 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.Figure 1
Service desk at unsignalized intersection.In this research, the critical accepted headway of right-turning vehicles isτc, headway of the major-street through vehicles is h, and the following headway of right-turning vehicles is hf. Considering that there is a vehicle queue on secondary-street, then we will have different conditions: when h is less than τc, no right-turning vehicles can merge into major street; when h is between τc and τc+hf, only one vehicle can cross; when h is between τc+hf and τc+2hf, two vehicles may merge into major street; when τc+(n-1)hf≤h<τc+nhf, n vehicles may merge into major-street. The headway of major-street flow follows Erlang distribution, and it can be written as
(1)P(h≥t)=∑i=0l-1(λlt)ie-λti!,
where λ is the arriving rate of major-street vehicles, veh/s; l is the distribution parameter, if l=1, the formula above could be simplified as negative exponential distribution; while l=∞, headway will follow uniform distribution. In practice, l could be determined by m and S2 with rounding-off method. The formula may be expressed as
(2)l=int(m2S2),
where m is the observed average headway of major-street flow, s; S2 is the variance of observed headway of major-street flow
(3)P(h≥t)=∑i=0l-1(λlt)ie-λti!.
Consequently, the probability of different headway on major street can be expressed as
(4)Pi=P(τc+(i-1)hf≤h≤τc+ihf)=P(h≥τc+(i-1)hf)-P(h≥τc+ihf),
where Pi  is the probability of headway on the major street that allows i vehicles on the secondary street to merge into major-street flow. The probability of different headway is shown in Table 1.Table 1
Probability of headway.
Headway
Vehicles number/i
Probability/Pi
τ
c
≤
h
<
τ
c
+
h
f
1
∑
i
=
0
l
-
1
(
λ
l
τ
c
)
i
e
-
λ
τ
c
i
!
-
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
h
f
)
)
i
e
-
λ
(
τ
c
+
h
f
)
i
!
τ
c
+
h
f
≤
h
<
τ
c
+
2
h
f
2
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
h
f
)
)
i
e
-
λ
(
τ
c
+
h
f
)
i
!
-
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
2
h
f
)
)
i
e
-
λ
(
τ
c
+
2
h
f
)
i
!
τ
c
+
2
h
f
≤
h
<
τ
c
+
3
h
f
3
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
2
h
f
)
)
i
e
-
λ
(
τ
c
+
2
h
f
)
i
!
-
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
3
h
f
)
)
i
e
-
λ
(
τ
c
+
3
h
f
)
i
!
⋮
⋮
⋮
τ
c
+
(
n
-
1
)
h
f
≤
h
<
τ
c
+
n
h
f
n
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
(
n
-
1
)
h
f
)
)
i
e
-
λ
(
τ
c
+
(
n
-
1
)
h
f
)
i
!
-
∑
i
=
0
l
-
1
(
λ
l
(
τ
c
+
n
h
f
)
)
i
e
-
λ
(
τ
c
+
n
h
f
)
i
!The number of right-turning vehicles may merge into major-street flow per unit time and can be expressed as(5)N=∑i=1ni·λ·PiN=∑m=0n-1∑i=0l-1λ(λl(τc+mhf))ie-λ(τc+mhf)i!-n∑λ(λl(τc+nhf))ie-λ(τc+nhf)i!,
where N is the number of right-turning vehicles and may merge into major-street flow per unit time, veh/s; i is the number of right-turning vehicles and may merge into major-street flow in one headway; Pi is the probability of the headway and may provide i right-turning vehicles to merge into major-street 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(6)T=ρ2+λ12δ22λ1(1-ρ)+1μ,
where λ1 is the average arrival rate of right-turning flow, veh/s; μ is the service rate of right-turning flow, μ=N, veh/s;  δ2 is the variance of vehicles service time; ρ  is the service intensity or traffic intensity, ρ=λ1/μ, which reflects the traffic conditions. If ρ<1, it means that the flow is stable, and each traffic condition will be repeated with a certain probability. If ρ≥1, the flow is unstable, and queue will become longer and longer.Whenδ2=0, service time follows uniform distribution, which may be expressed as
(7)T=ρ22λ1(1-ρ)+1μ.Whenδ2=1/μ2, service time is subject to negative exponential distribution, which can be written as
(8)T=ρ2λ1(1-ρ)+1μ.


## 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 right-turning flow may be expressed as(9)μ=λe-λτc1-e-λhf.
The travel time of right-turning vehicles merging into the main-street flow can be written as
(10)T=1μ-λ1=1(λe-λτc/(1-e-λhf))-λ1.
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 right-turning vehicles into the major-street flow is not perpendicular, and the drivers do not strictly abide by the rule of major-street priority, especially when the right-turning 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 (Model-I) and the one based on Poisson distribution (Model-II). This unsignalized intersection lies in Nangang district of Harbin, and its geometric condition is shown in Figure2. 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 major-street through vehicles, arrival rate and following headway of the secondary-street right-turning vehicles, and the time consumed to merge into the major-street flow and the critical headway accepted by right-turning vehicles. According to the field observation, critical headway τc  evaluated by maximum likelihood estimation is 3.9 s, and hf 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 Model-I, Model-II, and the field observation data are shown in Figure 3.Table 2
Model validation data.
Serial number
τ
c (s)
h
f (s)
l
λ
1 (veh/s)
λ (veh/s)
Field (s)
Model-I
Model-II
Theoretical (s)
Relative error (%)
Theoretical (s)
Relative error (%)
1
3.9
2.1
2
0.03
0.36
4.1
3.5
14.63
7.3
78.44
2
3.9
2.1
2
0.03
0.32
3.2
2.6
18.75
6.3
98.11
3
3.9
2.1
3
0.04
0.38
4.9
5.6
14.29
8.5
74.39
4
3.9
2.1
3
0.04
0.37
4.9
5.1
4.08
8.2
67.57
5
3.9
2.1
2
0.02
0.27
2
1.8
10.00
5.1
152.95
6
3.9
2.1
2
0.03
0.24
1.8
1.4
22.22
4.8
167.40
7
3.9
2.1
3
0.02
0.35
4.6
3.8
17.39
6.6
43.28
8
3.9
2.1
2
0.04
0.2
1.3
1.1
15.38
4.4
238.38
9
3.9
2.1
3
0.03
0.32
2.6
3.0
15.38
6.3
143.82
10
3.9
2.1
3
0.03
0.24
1.9
1.5
21.05
4.8
153.33
11
3.9
2.1
3
0.02
0.22
1.6
1.2
25.00
4.3
169.25
12
3.9
2.1
3
0.05
0.36
5.4
4.8
11.11
8.6
58.70
13
3.9
2.1
2
0.03
0.31
3.3
2.4
27.27
6.1
85.46
14
3.9
2.1
2
0.02
0.36
4
3.4
15.00
6.8
70.43
15
3.9
2.1
2
0.01
0.36
3.8
3.3
13.16
6.4
67.95
16
3.9
2.1
3
0.03
0.36
5.1
4.4
13.73
7.3
43.45
17
3.9
2.1
2
0.05
0.40
5.1
5.3
3.92
10.2
100.27
18
3.9
2.1
3
0.02
0.39
4.9
5.6
14.29
7.6
54.14
19
3.9
2.1
3
0.01
0.34
3.9
3.4
12.82
6.0
53.62
20
3.9
2.1
2
0.04
0.39
4
4.6
15.00
8.9
122.42
21
3.9
2.1
3
0.05
0.44
9.4
12.7
35.11
12.3
31.06
22
3.9
2.1
3
0.04
0.46
11.9
14.7
23.53
12.0
0.64
23
3.9
2.1
3
0.05
0.41
7.8
8.5
8.97
10.7
37.06
24
3.9
2.1
2
0.04
0.42
6.6
6.0
9.09
10.1
52.59
25
3.9
2.1
2
0.05
0.45
8.2
8.5
3.66
12.9
57.81
26
3.9
2.1
3
0.03
0.43
7.9
9.0
13.92
9.5
20.35
27
3.9
2.1
3
0.05
0.41
8
8.5
6.25
10.7
33.63
28
3.9
2.1
3
0.04
0.46
11.4
14.7
28.95
12.0
5.05Figure 2
The sketch of study case.Figure 3
Model validation curve.It can be seen from the results that Model-I has better performance than Model-II, and most times the relative errors of Model-I 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 Model-I and Model-II are the distribution models of the major-street traffic flow. Erlang distribution and Poisson distribution are used in Model-I and Model-II, 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 Model-II. Conversely, Erlang distribution, as a general distribution, has a high applicability to all traffic conditions. Consequently, Model-I has better performance than Model-II.The relative error of Model-I 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 major-street speeds up to 0.4 veh/s, and the flow rate of the right-turning vehicles reaches 0.04 veh/s. The reasons are as follows: with the increase of the right-turning vehicles flow rate, the number of headway long enough for right-turning vehicles to merge into major street decreases. When the flow rate of right-turning vehicles is increasing at the moment, there would be a formation of queues. Therefore, the right-turning vehicles may go after the front car to grab into the major street, and then the right-turning 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 major-street through flow rate and secondary-street right-turning flow rate.The influence of the variables is shown in Figure4. To study the influence of major-street through flow rate and secondary-street right-turning flow rate, the travel times at different flow rates are shown in Figure 4. The trends in this figure indicate the following, (1) Right-turning vehicles travel times increase with the rising of the right-turning flow rate and the conflicting through flow rate. (2) When the conflicting through flow rate is low, the right-turning flow rate has a slight effect on right-turning vehicles travel times. With the increase of through flow rate, the right-turning 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 right-turning flow rate is, the longer the queue and the longer the travel time would be.Figure 4
Influence of flow rate on right-turning vehicles travel time.


## 5. Conclusions

(1)
The travel time model based on Erlang distribution for major-street 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 right-turning vehicles flow rate reaches 0.04 veh/s. Meanwhile, when the right-turning flow rate and major-street 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 major-street flow rate and right-turning 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.



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*Source: 104034-2013-03-27.xml*