# Operational Efficiency Evaluation of Intersections with Dynamic Lane Assignment Using Field Data

Authors: Jing Zhao; Jiao Yao; Shengxue He; Yin Han
Journal: Journal of Advanced Transportation
 (2017)

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## Abstract

The dynamic lane assignment at signalized intersections is a possible countermeasure to address the traffic demand variability problem. However, the operational efficiency is affected by the unfamiliarity of the drivers. This paper evaluates the operational efficiency of the intersections with dynamic lane assignment using field data collected at five intersections in China. A total of 63488 vehicles were captured, which were divided into four groups according to the lanes they drive on: Group 1, the variable approach lane; group 2, the lane adjacent to the variable lane with the same lane-use; group 3, the lane adjacent to the variable lane with different lane-use of the variable lane; and group 4, the lanes with the same lane-use as the variable lane at other approaches of the intersection. The statistical analysis was conducted to identify the difference of saturation flow rate among the four groups. A saturation flow rate adjustment model was established accordingly. Results indicate that the using of the dynamic lane assignment decreases the saturation flow rate of the variable lane and the adjacent lane with different lane-use 22.86% and 9.80%, respectively. For the variable lane, the reduction of the saturation flow rate comes from three aspects: the unequal distribution of traffic (8.9%), the mandatory lane-changing (10.7%), and the lane blockage (4.9%).


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## Body

## 1. Introduction

In many cities, congestion at intersections continues to worsen as the direct result of ever-increasing traffic demand. Moreover, real-world travel demands are intrinsically fluctuating, and traffic flows at intersections may vary significantly even for the same time of day and day of week [1]. The variability in volumes of turning movements exacerbates the perennial problem of congestion [2].As one of numerous possible countermeasures to address the traffic demand variability problem, the concept of dynamic lane assignment at signalized intersections was proposed and has been carried out in practice [3, 4]. Different from the commonly used signal timing method, the dynamic lane assignment method directly changes the lane-use dynamically according to the traffic demand. Therefore, it is designed to accommodate situations in which the relationship between supply and demand varies significantly [5].To date, many lane assignment optimal models have been established to produce the best operational strategy for the intersections. At the beginning, the lane assignment was designed on a trial-and-error basis. The design scheme was revised by the engineer according to his/her experience until the performance of the intersection was satisfactory. This method, however, may not always produce the optimal set of lane markings [6, 7]. Then an integrated model with mix-integer program was proposed to minimize the sum of flow ratios of all the phases [6]. Results show that substantial improvement in intersection performance can be achieved by combining the design of lane markings and signal timings into a unified framework. Along the same line as the integrated design method, Wong et al. [7–9] further developed lane assignment optimization models using the lane-based approach. In these lane-based models, all key design variables were given on a lane basis. This simplifies the expression of the set of constraints as linear equations and thus ensures the feasibility of the solution algorithm for the optimization model. Wong et al. also use this method to deal with the problem that the traffic demand varies in various periods, for example, the morning peak, off peak, and evening peak periods [10, 11].However, the computing times may be a problem using these models into online settings for real dynamic optimization because of the model complexity. To overcome the computing time difficulty, some simplified models was established to reduce the total number of variables. Zhong et al. narrowed the study scope from an intersection to an approach [12]. An optimization model was established to minimize the delay of an approach by dynamically changing the number of through and left-turn lanes at the approach. Zeng et al. [13] reduced the number of variables by fixing the signal control policy, which was proposed by Webster [14], in his integrative model. Then, a two-step optimization model for dynamic lane assignment is presented [5]. In the first step, an arm-group-based integer nonlinear program model was formulated for obtaining the best lane assignment scheme. In the second step, a suitable implementation scheme was identified between the optimization result and the status quo by determination of a binary-type threshold. To respond to the demand variation on time, the procedure runs on a cycle-by-cycle basis. This method reduces the number of variables and maintains the optimal results by segmenting the intersection into arm groups.The implementation of the dynamic lane assignment systems has also been years away. Three major applications have been developed to accommodate the demand imbalance in different peak periods, special events such as large sporting events, concerts, and festivals, and emergency conditions such as evacuation [15–17]. However, this requires the use of a signing technology to advise the motorist of the change in lane-use designation [18]. Several techniques could be used which include mechanical sign face movement, pixel addressable modules, and predefined display segments [19]. To designate the lane assignment at intersections in practice, the dynamic overhead lane-use sign was used [4]. However, the existing study has primarily focused on developing optimization methods. In these theoretical models mentioned above, it is assumed that the operational efficiency of the variable lane, such as the saturation flow rate, is the same as other normal lanes. As many other unconventional designs, like the median U-turn intersection, jug-handle, superstreet intersection, paired intersection, quadrant roadway, bowties, displaced left-turn intersection, tandem intersection, exit-lanes for left-turn intersection, and others [20–27], the drivers may be confused and violated the rules intentionally or unintentionally. The promising benefits in theoretical analysis would not be fully materialized. Therefore, to remedy this deficiency, the operational characteristic of the variable lane should be carefully analyzed. The present paper aims to discuss the following critical operation issues: (1) is there a significant difference between the variable lanes and normal lanes on operational efficiency? and (2) what are the influence factors?The operational evaluation could be conducted by using field data or driving simulator. The former is a more direct way and could obtain the real operational condition [28–32]. The latter is a cost-effective way in examining driver responses under different traffic conditions, signage, and other design factors without posing any risk to drivers [33–40]. Considering that we have good survey conditions and the driving environment in the simulator generally differs from that in the real world, such as effect from other road users, marking degradation, and limited sight distance, the field data method was used in this research.The rest of this paper is organized as follows. In Section2, the data collection for field observations is introduced. The findings for the saturation flow rate changes caused by the dynamic lane assignment are analyzed in Section 3. Section 4 discusses the potential efficiency issues and the improvement recommendations. Conclusions are given at the end of the paper.


## 2. Materials

### 2.1. Surveyed Intersections

To match the lane-use with the variation of traffic demand at signalized intersections, the dynamic lane assignment strategy has been applied in five intersections in Shanghai, China, as illustrated in Figure1. The basic geometry information of the surveyed intersections is summarized in Table 1. The protected left-turn phase was used in all these intersections. For the condition that each approach has the same phase, the dynamic lane assignment is rarely used because the shared left-turn and through lane could be used to adjust the fluctuating of traffic flows between different movements, which will not be discussed in this paper.Table 1
Basic geometry information of the surveyed intersections.
Number Intersection Leg using the dynamic lane assignment Number of approach lanes Lane assignment of the approach lanes Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 1 Caoxibei Rd.-Lingling Rd. North 3 LT Variable TH 2 Tianyaoqiao Rd.-Zhongshan Rd. North 4 LT Variable TH RT 3 Yanggaonan Rd.- Huamu Rd. South 5 LT Variable TH TH TH + RT 4 Yanggaozhong Rd.-Yunshan Rd. West 5 LT Variable TH TH TH + RT 5 Xizangbei Rd.-Haining Rd. North 3 LT Variable TH RT Note: the approach lanes are numbered from left to right. LT, TH, and RT refer to the left-turn, through movement, and right-turn, respectively.Figure 1
Target intersections with dynamic lane assignment in Shanghai, China.


### 2.2. Data Collection

The traffic data used in this study is obtained by video cameras. For each survey point, two cameras shot simultaneously; see Figure2 for examples. One was mounted near the stop line to record the running characteristic of the vehicles at the approach, such as the saturation flow rate, the usage distribution of vehicles among approach lanes, and the violations. The other was mounted at the upstream of the intersection to record the lane-changing and selection behavior, which can help to analyze the reason of the running characteristic of the vehicles at the approach. The video-based data collection was performed at 7:30–10:30 and 16:00–18:00 for two weekdays.Figure 2
Examples of the camera views of the surveyed intersections.
(a)
Camera 1: near the stop line (b)
Camera 2: upstream of the intersectionWith the video cameras, second-by-second vehicle arrivals and departures are readily captured for later analyses. To ensure that the data to be collected are at the sufficient level of accuracy and precision, a specially developed image processing software has been employed, which has been successfully used in the project of Highway Capacity Manual of Shanghai. The user interface was designed to sequentially measure the time that vehicles touch each virtual detection line. Therefore, the time-varying traffic data and operational performances such as volume, headway, and speed can be collected.


### 2.3. Data Grouping

In order to analyze the impact of the dynamic lane assignment on traffic operation, the approach lanes were divided into four groups, as illustrated in Figure3: Group 1, the variable approach lane; group 2, the lane adjacent to the variable lane with the same lane-use; group 3, the lane adjacent to the variable lane with different lane-use of the variable lane; and group 4, the lanes with the same lane-use as the variable lane at other approaches of the intersection. Then, group 4 can be used as a benchmark to analyze the operational characteristic of the variable lane (group 1). Moreover, the lanes adjacent to the variable lane may also be affected. Therefore, the data of the four groups was counted, respectively, and multiple comparisons were conducted to identify the operational differences among the four groups of lanes.Figure 3
Data grouping diagram.A total of 63488 samples have been collected at the five intersections for further analysis. The detailed number of measured vehicles of each group for each surveyed intersections is summarized in Table2.Table 2
Number of measured vehicles for the surveyed intersections.
No. Intersection Group 1 Group 2 Group 3 Group 4 1 Caoxibei Rd.-Lingling Rd. 2432 2856 2298 3354 2 Tianyaoqiao Rd.-Zhongshan Rd. 2379 2747 2772 6083 3 Yanggaonan Rd.-Huamu Rd. 2561 2886 2650 6430 4 Yanggaozhong Rd.-Yunshan Rd. 2520 2826 2664 3328 5 Xizangbei Rd.-Haining Rd. 2248 2676 2420 5358  Sum 12140 13991 12804 24553


## 2.1. Surveyed Intersections

To match the lane-use with the variation of traffic demand at signalized intersections, the dynamic lane assignment strategy has been applied in five intersections in Shanghai, China, as illustrated in Figure1. The basic geometry information of the surveyed intersections is summarized in Table 1. The protected left-turn phase was used in all these intersections. For the condition that each approach has the same phase, the dynamic lane assignment is rarely used because the shared left-turn and through lane could be used to adjust the fluctuating of traffic flows between different movements, which will not be discussed in this paper.Table 1
Basic geometry information of the surveyed intersections.
Number Intersection Leg using the dynamic lane assignment Number of approach lanes Lane assignment of the approach lanes Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 1 Caoxibei Rd.-Lingling Rd. North 3 LT Variable TH 2 Tianyaoqiao Rd.-Zhongshan Rd. North 4 LT Variable TH RT 3 Yanggaonan Rd.- Huamu Rd. South 5 LT Variable TH TH TH + RT 4 Yanggaozhong Rd.-Yunshan Rd. West 5 LT Variable TH TH TH + RT 5 Xizangbei Rd.-Haining Rd. North 3 LT Variable TH RT Note: the approach lanes are numbered from left to right. LT, TH, and RT refer to the left-turn, through movement, and right-turn, respectively.Figure 1
Target intersections with dynamic lane assignment in Shanghai, China.


## 2.2. Data Collection

The traffic data used in this study is obtained by video cameras. For each survey point, two cameras shot simultaneously; see Figure2 for examples. One was mounted near the stop line to record the running characteristic of the vehicles at the approach, such as the saturation flow rate, the usage distribution of vehicles among approach lanes, and the violations. The other was mounted at the upstream of the intersection to record the lane-changing and selection behavior, which can help to analyze the reason of the running characteristic of the vehicles at the approach. The video-based data collection was performed at 7:30–10:30 and 16:00–18:00 for two weekdays.Figure 2
Examples of the camera views of the surveyed intersections.
(a)
Camera 1: near the stop line (b)
Camera 2: upstream of the intersectionWith the video cameras, second-by-second vehicle arrivals and departures are readily captured for later analyses. To ensure that the data to be collected are at the sufficient level of accuracy and precision, a specially developed image processing software has been employed, which has been successfully used in the project of Highway Capacity Manual of Shanghai. The user interface was designed to sequentially measure the time that vehicles touch each virtual detection line. Therefore, the time-varying traffic data and operational performances such as volume, headway, and speed can be collected.


## 2.3. Data Grouping

In order to analyze the impact of the dynamic lane assignment on traffic operation, the approach lanes were divided into four groups, as illustrated in Figure3: Group 1, the variable approach lane; group 2, the lane adjacent to the variable lane with the same lane-use; group 3, the lane adjacent to the variable lane with different lane-use of the variable lane; and group 4, the lanes with the same lane-use as the variable lane at other approaches of the intersection. Then, group 4 can be used as a benchmark to analyze the operational characteristic of the variable lane (group 1). Moreover, the lanes adjacent to the variable lane may also be affected. Therefore, the data of the four groups was counted, respectively, and multiple comparisons were conducted to identify the operational differences among the four groups of lanes.Figure 3
Data grouping diagram.A total of 63488 samples have been collected at the five intersections for further analysis. The detailed number of measured vehicles of each group for each surveyed intersections is summarized in Table2.Table 2
Number of measured vehicles for the surveyed intersections.
No. Intersection Group 1 Group 2 Group 3 Group 4 1 Caoxibei Rd.-Lingling Rd. 2432 2856 2298 3354 2 Tianyaoqiao Rd.-Zhongshan Rd. 2379 2747 2772 6083 3 Yanggaonan Rd.-Huamu Rd. 2561 2886 2650 6430 4 Yanggaozhong Rd.-Yunshan Rd. 2520 2826 2664 3328 5 Xizangbei Rd.-Haining Rd. 2248 2676 2420 5358  Sum 12140 13991 12804 24553


## 3. Operational Efficiency Analysis

For operational efficiency analysis, the saturation flow rate is the key indicator for traffic lanes. In this section, we will first identify whether the differences of saturation flow rate among four groups of lanes were significant. Then, we will further analyze where the differences lay from three aspects, including the unequal distribution of traffic, the mandatory lane-changing, and the lane blockage. Please note that other conventional saturation flow rate factors will not be discussed in detail in this paper because they are not the additional effect caused by the dynamic lane assignment, although they may also affect the operational efficiency of the variable lane.


### 3.1. Saturation Flow Rate

Vehicles are recorded when their front axles cross the stop line. Then, the actual saturation flow rate could be measured accordingly. To remove the impact of the start-up lost time, the saturation flow is calculated only from the headways after the fourth vehicle in queue passes the stop line [41]. The distribution of headways for different groups at each intersection is shown in Figure 4. Results of statistical description and nonparametric test analysis (Kruskal-Wallis test) are shown in Table 3. From Figure 4 and Table 3, one could observe that the difference in headway under different groups was statistically significant (p < 0.01) at each intersection.Table 3
Statistical description of the headway and nonparametric tests for several independent samples.
Intersection Group Sample size Minimum (s) Maximum (s) Mean (s) Std. deviation Kruskal-Wallis test χ 2 Sig. (p) 1 1 1483 1.08 7.57 2.397 1.088 115.340 0.000 2 1836 1.08 5.09 2.001 0.582 3 1382 1.05 5.57 2.101 0.719 4 2216 1.08 5.17 1.985 0.515  2 1 1403 1.07 8.15 2.631 1.551 145.171 0.000 2 1783 1.03 5.92 2.024 0.523 3 1763 1.05 6.40 2.247 0.862 4 3960 1.03 5.90 1.997 0.503  3 1 1512 1.09 8.39 2.722 1.328 449.283 0.000 2 1908 1.06 6.59 2.068 0.688 3 1676 1.06 5.98 2.302 0.943 4 4262 1.05 5.41 2.006 0.532  4 1 1494 1.08 9.89 2.652 1.467 163.600 0.000 2 1902 1.06 5.13 2.041 0.593 3 1675 1.08 7.28 2.226 1.015 4 2204 1.05 4.09 2.011 0.529  5 1 1180 1.09 8.88 2.605 1.282 256.159 0.000 2 1857 1.08 6.56 2.032 0.601 3 1476 1.08 7.59 2.254 0.884 4 3380 1.04 5.19 2.031 0.531Figure 4
Distribution of headways.
(a)
Intersection 1 (b)
Intersection 2 (c)
Intersection 3 (d)
Intersection 4 (e)
Intersection 5Using group 4 as a benchmark, Table4 further tests the significance of difference in headway between each pair of groups. A consistent result could be produced from the five surveyed intersections: the differences between group 1 and group 4 and between group 3 and group 4 are statistically significant, while there is no significant difference between group 2 and group 4. It indicates that the setting of dynamic lane assignment affected the saturation flow rate of the variable lane itself and the adjacent lane with different lane-use. However, operational efficiency of the lane adjacent to the variable lane with the same lane-use was not affected significantly. On average, the reduction of the saturation flow rate reaches 22.86% and 9.80% (see Table 4) for variable lane and the adjacent lane with different lane-use, respectively. Then, we will analyze the influencing factors as follows. To eliminate the interaction of factors, when studying an effect, the other effects were excluded. For example, when studying the effect of unequal distribution, the data that neither mandatory lane-changing nor lane blockage occurs in the signal cycle was used.Table 4
Multiple comparisons of the headway (Mann–Whitney test).
Intersection Group 1-group 4 Group 2-group 4 Group 3-group 4 s g 1 / s g 4 Z value Sig. (p) s g 2 / s g 4 Z value Sig. (p) s g 3 / s g 4 Z value Sig. (p) 1 0.828 −9.777 0.000 0.992 −0.011 0.991 0.944 −2.617 0.009 2 0.759 −10.654 0.000 0.987 −1.516 0.129 0.889 −7.422 0.000 3 0.736 −20.108 0.000 0.969 −0.988 0.323 0.871 −8.921 0.000 4 0.758 −11.801 0.000 0.985 −0.559 0.576 0.903 −3.179 0.001 5 0.780 −14.230 0.000 0.999 −1.534 0.125 0.901 −6.425 0.000  Average 0.771 −31.329 0.000 0.987 −0.537 0.591 0.902 −15.296 0.000 Note:sg1, sg2, sg3, and sg4 refer to the saturation flow rate of group 1, group 2, group 3, and group 4, respectively.


### 3.2. Effect of Unequal Distribution of Traffic

In the intersections with the dynamic lane assignment, the variable lane cannot be the only lane for a movement; otherwise, the movement has to be prohibited when the lane-use of the variable lane changed. Therefore, there is at least one normal lane with the same lane-use as the variable lane in the approach (there is only one normal lane at each data collected location in this paper). The distribution of traffic demand among these lanes is recorded cycle by cycle in the investigation. The statistical results are shown in Figure5. Paired t-test results (see Table 5) further show there is a significant difference of traffic demand between the variable lane and the adjacent lane with the same lane-use (the normal lane) at each surveyed intersection (p < 0.01). It indicates that the drivers prefer to choose the normal lane instead of the variable lane. The adjustment of variable lane saturation flow rate for the unequal distribution of traffic could be calculated by (1) [41]. Results show that, on average, 8.9% reduction of the saturation flow rate will be caused by the demand starvation for the variable lane (see Table 6), which is larger than the recommended value for normal approach lanes in HCM2010 [41] (4.8% for exclusive through, 2.9% for exclusive left-turn),(1)fv1=DvDmax,where fv1 is the adjustment of variable lane saturation flow rate for the unequal distribution of traffic; Dv is the demand flow rate on variable lane, veh/h; Dmax is the demand flow rate on single lane with highest volume in the lane group, veh/h.Table 5
Paired comparison of the traffic demand per cycle between the variable lane and the adjacent lane.
Intersection Sample size Normal lane Variable lane Paired samples test Mean Std. deviation Mean Std. deviation t Sig. (2-tailed) 1 360 7.933 2.376 7.519 2.255 7.441 0.000 2 190 14.458 2.816 13.121 2.692 14.145 0.000 3 190 15.168 2.411 14.079 3.099 8.309 0.000 4 190 14.874 2.674 13.863 3.381 7.264 0.000 5 170 15.741 3.204 13.823 2.977 12.947 0.000Table 6
Adjustment of variable lane saturation flow rate for the unequal distribution of traffic.
Intersection Sample size Minimum Maximum Mean Std. deviation 1 360 0.40 1.00 0.937 0.133 2 190 0.50 1.00 0.890 0.107 3 190 0.38 1.00 0.903 0.157 4 190 0.36 1.00 0.925 0.146 5 170 0.46 1.00 0.870 0.116  Average 1100 0.36 1.00 0.911 0.134Figure 5
Distribution of traffic demand.
(a)
Intersection 1 (b)
Intersection 2 (c)
Intersection 3 (d)
Intersection 4 (e)
Intersection 5


### 3.3. Effect of Mandatory Lane-Changing

Due to the unfamiliarity of the running characteristic of the dynamic lane assignment, drivers may make a mistake during the lane-choosing process and enter a wrong approach lane. Then, some of these drivers attempt to make a mandatory lane-changing which brings negative effect on the operational efficiency. The effect of the mandatory lane-changing can be divided into two cases, as illustrated in Figure6. For case 1, the mandatory lane-changing occurs during the green time of the adjacent lane with different lane-use (the target lane of the lane-changing movement); see Figure 6(a). Then the smooth driving of vehicles on the adjacent lane is affected and maybe interrupted in the process of the slow-going of the mandatory lane-changing. For case 2, the mandatory lane-changing occurs during the green time of the variable lane; see Figure 6(b). Then, the following vehicles have to make a detour and the operational efficiency may decrease accordingly.Figure 6
Mandatory lane-changing.
(a)
Case  1: during the green time of the adjacent lane (b)
Case  2: during the green time of the variable laneThe impact of the mandatory lane-changing on saturation flow rate is determined by the possibility of the event occurring and its effects. The number of the mandatory lane-changing vehicles under the two cases is shown in Table7. On average, 18.18 percent of vehicles in the variable lane drive to the adjacent approach lane with different lane-use mandatorily. Moreover, according to the paired samples test, there is no significant difference on the occurring possibility between the two cases (see Table 7, t = 0.384, p > 0.05). Therefore, the possibility of the mandatory lane-changing equals 9.0% for both case 1 and case 2.Table 7
Number of the mandatory lane-changing vehicles.
Intersection Total Case1 Case2 Paired samplest-test (case 1-case 2) Number Percentage Number Percentage Number Percentage t Sig. (2-tailed) 1 575 19.12% 272 9.05% 303 10.08% 0.384 0.720 2 521 17.97% 249 8.59% 272 9.38% 3 593 18.80% 312 9.89% 281 8.91% 4 543 17.73% 288 9.40% 255 8.33% 5 466 17.17% 241 8.88% 225 8.29%  Average 2698 18.18% 1362 9.18% 1336 9.00% — —The percentages of saturation flow rate drops under different number of mandatory lane-changings on the variable lane are recorded cycle by cycle at each surveyed intersection, as illustrated in Figure7. There is a significant drop when the mandatory lane-changing occurs. Furthermore, according to the regression analysis (see Table 8 and Figure 8), all the four kinds of equations, including linear, logarithmic, power, and logistic kind, are significant under the F-test (p < 0.01). The logarithmic equation has the highest degree of fitting. Therefore, it could be used to describe the relationships between the saturation flow rate drops and the number of lane-changings, as shown in (2)δ1=6.884ln⁡m+11.787,δ2=6.317ln⁡m+15.016,where δ1 and δ2 are the percentage of saturation flow rate drops under case  1 and case 2; m is the number of the mandatory lane-changings.Table 8
Regression analysis results.
Equation Case1 Case2 R 2 F Sig. Constant b 1 R 2 F Sig. Constant b 1 Linear 0.676 1785.468 0.000 8.543 3.644 0.662 1649.227 0.000 11.875 3.399 Logarithmic 0.729 2299.194 0.000 11.878 6.884 0.701 1974.785 0.000 15.016 6.317 Power 0.667 1717.869 0.000 11.741 0.471 0.655 1597.606 0.000 14.918 0.358 Logistic 0.605 1309.876 0.000 0.106 0.782 0.606 1294.001 0.000 0.080 0.826Figure 7
Percentages of saturation flow rate drops under different number of mandatory lane-changings.
(a)
Mandatory lane-changing case  1 (b)
Mandatory lane-changing case  2Figure 8
Regression analysis of four kinds of equations.
(a)
Mandatory lane-changing case  1 (b)
Mandatory lane-changing case  2Then the adjustment of variable lane saturation flow rate for the unequal distribution of traffic could be calculated by (3). The calculation results are shown in Table 9. It indicates that, on average, 8.9% reduction of the saturation flow rate on the adjacent lane with different lane-use and 10.7% reduction of the saturation flow rate on the variable lane are caused by mandatory lane-changing,(3)fv21=1-∑m=1qq!m!q-m!ρ1m1-ρ1q-mδ1,fv22=1-∑m=1qq!m!q-m!ρ2m1-ρ2q-mδ2,where fv21 and fv22 are the adjustment for mandatory lane-changing under case 1 and case 2, respectively (for the adjacent lane and the variable lane with different lane-use, resp.); q is the demand flow rate on variable lane in a signal cycle, veh/cycle; ρ1 and ρ2 are the possibility of the mandatory lane-changing under case 1 and case 2, respectively; ρ1=ρ2=9.0%.Table 9
Adjustment of lane saturation flow rate for the mandatory lane-changing.
Intersection q (veh/cycle) Adjustment of the adjacent lane (case1) Adjustment of the variable lane (case2) ρ 1 (%) δ 1 (%) f v 2 1 ρ 2 (%) δ 2 (%) f v 2 2 1 6.756 9.0 6.884 ln ⁡ m + 11.787 0.948 9.0 6.317 ln ⁡ m + 15.016 0.935 2 12.521 0.907 0.888 3 13.479 0.901 0.882 4 13.263 0.899 0.879 5 13.224 0.899 0.879  Average    0.911   0.893


### 3.4. Effect of Lane Blockage

Besides the mandatory lane-changing, some other vehicles that enter the wrong approach lane stopped just at the stop line (maybe intentionally and maybe not) and wait for the green signal of their direction. The variable lane was blocked and the rest of the green time was wasted if this occurred, which caused great negative effect on the operational efficiency of the variable lane. The possibility of the lane blockage and the percentages of saturation flow rate drops at the surveyed intersections are shown in Tables10 and 11, respectively. Statistical analysis results show that the possibility of the lane blockage obeys the normality distribution, and the mean value equals 0.80% (see Table 10). Although the possibility of the lane blockage is quiet small, its negative effect on saturation flow rate is significant. On average, the saturation flow rate drops 54% when the lane blockage occurs (see Table 11).Table 10
Number of vehicles causing lane blockage.
Intersection Number Percentage Normal parameters Normality test (Kolmogorov-Smirnov test) Mean Std. deviation Z Sig. (2-tailed) 1 23 0.937% 0.80% 0.001 0.668 0.764 2 18 0.751% 3 19 0.736% 4 18 0.709% 5 20 0.882%Table 11
Percentages of saturation flow rate drops when the lane blockage occurs.
Intersection Sample size Minimum Maximum Mean Std. deviation 1 23 39.51% 65.55% 53.69% 0.073 2 18 41.21% 76.08% 53.00% 0.082 3 19 41.14% 76.01% 57.17% 0.080 4 18 48.32% 67.93% 57.90% 0.058 5 20 38.80% 60.01% 49.55% 0.055  Average 98 38.80% 76.08% 54.17% 0.075Then, combining the above two factors, the adjustment of variable lane saturation flow rate for the lane blockage could be calculated by (4). The calculation results show (see Table 12) that, on average, 4.90% reduction of the saturation flow rate on the variable lane is caused by the lane blockage,(4)fv3=1-1-1-βqη,where fv3 is the adjustment of variable lane saturation flow rate for the lane blockage; β is the possibility of the lane blockage; q is the demand flow rate on variable lane in a signal cycle, veh/cycle; η is the percentage of saturation flow rate drops caused by the lane blockage.Table 12
Adjustment of lane saturation flow rate for the lane blockage.
Intersection q (veh/cycle) β η f v 3 1 6.756 0.80% 54% 0.971 2 12.521 0.948 3 13.479 0.945 4 13.263 0.945 5 13.224 0.946  Average    0.951


### 3.5. Adjustment for Dynamic Lane Assignment

Considering the above three factors, the adjustment for dynamic lane assignment of the variable lane and the adjacent lane with different lane-use could be determined by (5) and (6), respectively,(5)fdv=fv1fv22fv3,(6)fda=fv21,where fdv is the adjustment for dynamic lane assignment of the variable lane; fda is the adjustment for dynamic lane assignment of the adjacent lane with different lane-use; the recommend values for fv1, fv21, fv22, and fv3 are 0.911, 0.911, 0.893, and 0.951, respectively, according to the analysis results mentioned above.Comparison of results between the developed dynamic lane assignment adjustment model and the field survey is summarized in Table13. The mean error is 2.15%. Paired t-test results (see Table 14) further show there is no significant difference (p value = 0.826 > 0.05 and p value = 0.228 > 0.05 for the variable lane and the adjacent lane with different lane-use, resp.), indicating that the accuracy of the proposed adjustment model is acceptable.Table 13
Comparison of results between the proposed model and field survey.
Intersection Lane Proposed adjustment model Field survey Percentage of difference f v 1 f v 2 1 f v 2 2 f v 3 f d v f d a 1 Group 1 0.937 — 0.935 0.971 0.851 — 0.828 2.74% 2 0.890 — 0.888 0.948 0.749 — 0.759 −1.29% 3 0.903 — 0.882 0.945 0.753 — 0.736 2.26% 4 0.925 — 0.879 0.945 0.768 — 0.758 1.37% 5 0.870 — 0.879 0.946 0.723 — 0.780 −7.25%  1 Group 3 — 0.948 — — — 0.948 0.944 0.42% 2 — 0.907 — — — 0.907 0.889 2.02% 3 — 0.901 — — — 0.901 0.871 3.44% 4 — 0.899 — — — 0.899 0.903 −0.44% 5 — 0.899 — — — 0.899 0.901 −0.22% Note: group 1 and 3 are the variable lane and the adjacent lane with different lane-use (see Figure3).Table 14
Pairedt-test results.
Lane Paired differences t df Sig. (2-tailed) Mean Std. deviation Std. error mean 95% confidence interval of the difference Lower Upper Group 1 0.003 0.032 0.015 −0.037 0.044 0.234 4 0.826 Group 3 −0.009 0.014 0.006 −0.027 0.009 −1.422 4 0.228 Note: group 1 and 3 are the variable lane and the adjacent lane with different lane-use (see Figure3).


## 3.1. Saturation Flow Rate

Vehicles are recorded when their front axles cross the stop line. Then, the actual saturation flow rate could be measured accordingly. To remove the impact of the start-up lost time, the saturation flow is calculated only from the headways after the fourth vehicle in queue passes the stop line [41]. The distribution of headways for different groups at each intersection is shown in Figure 4. Results of statistical description and nonparametric test analysis (Kruskal-Wallis test) are shown in Table 3. From Figure 4 and Table 3, one could observe that the difference in headway under different groups was statistically significant (p < 0.01) at each intersection.Table 3
Statistical description of the headway and nonparametric tests for several independent samples.
Intersection Group Sample size Minimum (s) Maximum (s) Mean (s) Std. deviation Kruskal-Wallis test χ 2 Sig. (p) 1 1 1483 1.08 7.57 2.397 1.088 115.340 0.000 2 1836 1.08 5.09 2.001 0.582 3 1382 1.05 5.57 2.101 0.719 4 2216 1.08 5.17 1.985 0.515  2 1 1403 1.07 8.15 2.631 1.551 145.171 0.000 2 1783 1.03 5.92 2.024 0.523 3 1763 1.05 6.40 2.247 0.862 4 3960 1.03 5.90 1.997 0.503  3 1 1512 1.09 8.39 2.722 1.328 449.283 0.000 2 1908 1.06 6.59 2.068 0.688 3 1676 1.06 5.98 2.302 0.943 4 4262 1.05 5.41 2.006 0.532  4 1 1494 1.08 9.89 2.652 1.467 163.600 0.000 2 1902 1.06 5.13 2.041 0.593 3 1675 1.08 7.28 2.226 1.015 4 2204 1.05 4.09 2.011 0.529  5 1 1180 1.09 8.88 2.605 1.282 256.159 0.000 2 1857 1.08 6.56 2.032 0.601 3 1476 1.08 7.59 2.254 0.884 4 3380 1.04 5.19 2.031 0.531Figure 4
Distribution of headways.
(a)
Intersection 1 (b)
Intersection 2 (c)
Intersection 3 (d)
Intersection 4 (e)
Intersection 5Using group 4 as a benchmark, Table4 further tests the significance of difference in headway between each pair of groups. A consistent result could be produced from the five surveyed intersections: the differences between group 1 and group 4 and between group 3 and group 4 are statistically significant, while there is no significant difference between group 2 and group 4. It indicates that the setting of dynamic lane assignment affected the saturation flow rate of the variable lane itself and the adjacent lane with different lane-use. However, operational efficiency of the lane adjacent to the variable lane with the same lane-use was not affected significantly. On average, the reduction of the saturation flow rate reaches 22.86% and 9.80% (see Table 4) for variable lane and the adjacent lane with different lane-use, respectively. Then, we will analyze the influencing factors as follows. To eliminate the interaction of factors, when studying an effect, the other effects were excluded. For example, when studying the effect of unequal distribution, the data that neither mandatory lane-changing nor lane blockage occurs in the signal cycle was used.Table 4
Multiple comparisons of the headway (Mann–Whitney test).
Intersection Group 1-group 4 Group 2-group 4 Group 3-group 4 s g 1 / s g 4 Z value Sig. (p) s g 2 / s g 4 Z value Sig. (p) s g 3 / s g 4 Z value Sig. (p) 1 0.828 −9.777 0.000 0.992 −0.011 0.991 0.944 −2.617 0.009 2 0.759 −10.654 0.000 0.987 −1.516 0.129 0.889 −7.422 0.000 3 0.736 −20.108 0.000 0.969 −0.988 0.323 0.871 −8.921 0.000 4 0.758 −11.801 0.000 0.985 −0.559 0.576 0.903 −3.179 0.001 5 0.780 −14.230 0.000 0.999 −1.534 0.125 0.901 −6.425 0.000  Average 0.771 −31.329 0.000 0.987 −0.537 0.591 0.902 −15.296 0.000 Note:sg1, sg2, sg3, and sg4 refer to the saturation flow rate of group 1, group 2, group 3, and group 4, respectively.


## 3.2. Effect of Unequal Distribution of Traffic

In the intersections with the dynamic lane assignment, the variable lane cannot be the only lane for a movement; otherwise, the movement has to be prohibited when the lane-use of the variable lane changed. Therefore, there is at least one normal lane with the same lane-use as the variable lane in the approach (there is only one normal lane at each data collected location in this paper). The distribution of traffic demand among these lanes is recorded cycle by cycle in the investigation. The statistical results are shown in Figure5. Paired t-test results (see Table 5) further show there is a significant difference of traffic demand between the variable lane and the adjacent lane with the same lane-use (the normal lane) at each surveyed intersection (p < 0.01). It indicates that the drivers prefer to choose the normal lane instead of the variable lane. The adjustment of variable lane saturation flow rate for the unequal distribution of traffic could be calculated by (1) [41]. Results show that, on average, 8.9% reduction of the saturation flow rate will be caused by the demand starvation for the variable lane (see Table 6), which is larger than the recommended value for normal approach lanes in HCM2010 [41] (4.8% for exclusive through, 2.9% for exclusive left-turn),(1)fv1=DvDmax,where fv1 is the adjustment of variable lane saturation flow rate for the unequal distribution of traffic; Dv is the demand flow rate on variable lane, veh/h; Dmax is the demand flow rate on single lane with highest volume in the lane group, veh/h.Table 5
Paired comparison of the traffic demand per cycle between the variable lane and the adjacent lane.
Intersection Sample size Normal lane Variable lane Paired samples test Mean Std. deviation Mean Std. deviation t Sig. (2-tailed) 1 360 7.933 2.376 7.519 2.255 7.441 0.000 2 190 14.458 2.816 13.121 2.692 14.145 0.000 3 190 15.168 2.411 14.079 3.099 8.309 0.000 4 190 14.874 2.674 13.863 3.381 7.264 0.000 5 170 15.741 3.204 13.823 2.977 12.947 0.000Table 6
Adjustment of variable lane saturation flow rate for the unequal distribution of traffic.
Intersection Sample size Minimum Maximum Mean Std. deviation 1 360 0.40 1.00 0.937 0.133 2 190 0.50 1.00 0.890 0.107 3 190 0.38 1.00 0.903 0.157 4 190 0.36 1.00 0.925 0.146 5 170 0.46 1.00 0.870 0.116  Average 1100 0.36 1.00 0.911 0.134Figure 5
Distribution of traffic demand.
(a)
Intersection 1 (b)
Intersection 2 (c)
Intersection 3 (d)
Intersection 4 (e)
Intersection 5


## 3.3. Effect of Mandatory Lane-Changing

Due to the unfamiliarity of the running characteristic of the dynamic lane assignment, drivers may make a mistake during the lane-choosing process and enter a wrong approach lane. Then, some of these drivers attempt to make a mandatory lane-changing which brings negative effect on the operational efficiency. The effect of the mandatory lane-changing can be divided into two cases, as illustrated in Figure6. For case 1, the mandatory lane-changing occurs during the green time of the adjacent lane with different lane-use (the target lane of the lane-changing movement); see Figure 6(a). Then the smooth driving of vehicles on the adjacent lane is affected and maybe interrupted in the process of the slow-going of the mandatory lane-changing. For case 2, the mandatory lane-changing occurs during the green time of the variable lane; see Figure 6(b). Then, the following vehicles have to make a detour and the operational efficiency may decrease accordingly.Figure 6
Mandatory lane-changing.
(a)
Case  1: during the green time of the adjacent lane (b)
Case  2: during the green time of the variable laneThe impact of the mandatory lane-changing on saturation flow rate is determined by the possibility of the event occurring and its effects. The number of the mandatory lane-changing vehicles under the two cases is shown in Table7. On average, 18.18 percent of vehicles in the variable lane drive to the adjacent approach lane with different lane-use mandatorily. Moreover, according to the paired samples test, there is no significant difference on the occurring possibility between the two cases (see Table 7, t = 0.384, p > 0.05). Therefore, the possibility of the mandatory lane-changing equals 9.0% for both case 1 and case 2.Table 7
Number of the mandatory lane-changing vehicles.
Intersection Total Case1 Case2 Paired samplest-test (case 1-case 2) Number Percentage Number Percentage Number Percentage t Sig. (2-tailed) 1 575 19.12% 272 9.05% 303 10.08% 0.384 0.720 2 521 17.97% 249 8.59% 272 9.38% 3 593 18.80% 312 9.89% 281 8.91% 4 543 17.73% 288 9.40% 255 8.33% 5 466 17.17% 241 8.88% 225 8.29%  Average 2698 18.18% 1362 9.18% 1336 9.00% — —The percentages of saturation flow rate drops under different number of mandatory lane-changings on the variable lane are recorded cycle by cycle at each surveyed intersection, as illustrated in Figure7. There is a significant drop when the mandatory lane-changing occurs. Furthermore, according to the regression analysis (see Table 8 and Figure 8), all the four kinds of equations, including linear, logarithmic, power, and logistic kind, are significant under the F-test (p < 0.01). The logarithmic equation has the highest degree of fitting. Therefore, it could be used to describe the relationships between the saturation flow rate drops and the number of lane-changings, as shown in (2)δ1=6.884ln⁡m+11.787,δ2=6.317ln⁡m+15.016,where δ1 and δ2 are the percentage of saturation flow rate drops under case  1 and case 2; m is the number of the mandatory lane-changings.Table 8
Regression analysis results.
Equation Case1 Case2 R 2 F Sig. Constant b 1 R 2 F Sig. Constant b 1 Linear 0.676 1785.468 0.000 8.543 3.644 0.662 1649.227 0.000 11.875 3.399 Logarithmic 0.729 2299.194 0.000 11.878 6.884 0.701 1974.785 0.000 15.016 6.317 Power 0.667 1717.869 0.000 11.741 0.471 0.655 1597.606 0.000 14.918 0.358 Logistic 0.605 1309.876 0.000 0.106 0.782 0.606 1294.001 0.000 0.080 0.826Figure 7
Percentages of saturation flow rate drops under different number of mandatory lane-changings.
(a)
Mandatory lane-changing case  1 (b)
Mandatory lane-changing case  2Figure 8
Regression analysis of four kinds of equations.
(a)
Mandatory lane-changing case  1 (b)
Mandatory lane-changing case  2Then the adjustment of variable lane saturation flow rate for the unequal distribution of traffic could be calculated by (3). The calculation results are shown in Table 9. It indicates that, on average, 8.9% reduction of the saturation flow rate on the adjacent lane with different lane-use and 10.7% reduction of the saturation flow rate on the variable lane are caused by mandatory lane-changing,(3)fv21=1-∑m=1qq!m!q-m!ρ1m1-ρ1q-mδ1,fv22=1-∑m=1qq!m!q-m!ρ2m1-ρ2q-mδ2,where fv21 and fv22 are the adjustment for mandatory lane-changing under case 1 and case 2, respectively (for the adjacent lane and the variable lane with different lane-use, resp.); q is the demand flow rate on variable lane in a signal cycle, veh/cycle; ρ1 and ρ2 are the possibility of the mandatory lane-changing under case 1 and case 2, respectively; ρ1=ρ2=9.0%.Table 9
Adjustment of lane saturation flow rate for the mandatory lane-changing.
Intersection q (veh/cycle) Adjustment of the adjacent lane (case1) Adjustment of the variable lane (case2) ρ 1 (%) δ 1 (%) f v 2 1 ρ 2 (%) δ 2 (%) f v 2 2 1 6.756 9.0 6.884 ln ⁡ m + 11.787 0.948 9.0 6.317 ln ⁡ m + 15.016 0.935 2 12.521 0.907 0.888 3 13.479 0.901 0.882 4 13.263 0.899 0.879 5 13.224 0.899 0.879  Average    0.911   0.893


## 3.4. Effect of Lane Blockage

Besides the mandatory lane-changing, some other vehicles that enter the wrong approach lane stopped just at the stop line (maybe intentionally and maybe not) and wait for the green signal of their direction. The variable lane was blocked and the rest of the green time was wasted if this occurred, which caused great negative effect on the operational efficiency of the variable lane. The possibility of the lane blockage and the percentages of saturation flow rate drops at the surveyed intersections are shown in Tables10 and 11, respectively. Statistical analysis results show that the possibility of the lane blockage obeys the normality distribution, and the mean value equals 0.80% (see Table 10). Although the possibility of the lane blockage is quiet small, its negative effect on saturation flow rate is significant. On average, the saturation flow rate drops 54% when the lane blockage occurs (see Table 11).Table 10
Number of vehicles causing lane blockage.
Intersection Number Percentage Normal parameters Normality test (Kolmogorov-Smirnov test) Mean Std. deviation Z Sig. (2-tailed) 1 23 0.937% 0.80% 0.001 0.668 0.764 2 18 0.751% 3 19 0.736% 4 18 0.709% 5 20 0.882%Table 11
Percentages of saturation flow rate drops when the lane blockage occurs.
Intersection Sample size Minimum Maximum Mean Std. deviation 1 23 39.51% 65.55% 53.69% 0.073 2 18 41.21% 76.08% 53.00% 0.082 3 19 41.14% 76.01% 57.17% 0.080 4 18 48.32% 67.93% 57.90% 0.058 5 20 38.80% 60.01% 49.55% 0.055  Average 98 38.80% 76.08% 54.17% 0.075Then, combining the above two factors, the adjustment of variable lane saturation flow rate for the lane blockage could be calculated by (4). The calculation results show (see Table 12) that, on average, 4.90% reduction of the saturation flow rate on the variable lane is caused by the lane blockage,(4)fv3=1-1-1-βqη,where fv3 is the adjustment of variable lane saturation flow rate for the lane blockage; β is the possibility of the lane blockage; q is the demand flow rate on variable lane in a signal cycle, veh/cycle; η is the percentage of saturation flow rate drops caused by the lane blockage.Table 12
Adjustment of lane saturation flow rate for the lane blockage.
Intersection q (veh/cycle) β η f v 3 1 6.756 0.80% 54% 0.971 2 12.521 0.948 3 13.479 0.945 4 13.263 0.945 5 13.224 0.946  Average    0.951


## 3.5. Adjustment for Dynamic Lane Assignment

Considering the above three factors, the adjustment for dynamic lane assignment of the variable lane and the adjacent lane with different lane-use could be determined by (5) and (6), respectively,(5)fdv=fv1fv22fv3,(6)fda=fv21,where fdv is the adjustment for dynamic lane assignment of the variable lane; fda is the adjustment for dynamic lane assignment of the adjacent lane with different lane-use; the recommend values for fv1, fv21, fv22, and fv3 are 0.911, 0.911, 0.893, and 0.951, respectively, according to the analysis results mentioned above.Comparison of results between the developed dynamic lane assignment adjustment model and the field survey is summarized in Table13. The mean error is 2.15%. Paired t-test results (see Table 14) further show there is no significant difference (p value = 0.826 > 0.05 and p value = 0.228 > 0.05 for the variable lane and the adjacent lane with different lane-use, resp.), indicating that the accuracy of the proposed adjustment model is acceptable.Table 13
Comparison of results between the proposed model and field survey.
Intersection Lane Proposed adjustment model Field survey Percentage of difference f v 1 f v 2 1 f v 2 2 f v 3 f d v f d a 1 Group 1 0.937 — 0.935 0.971 0.851 — 0.828 2.74% 2 0.890 — 0.888 0.948 0.749 — 0.759 −1.29% 3 0.903 — 0.882 0.945 0.753 — 0.736 2.26% 4 0.925 — 0.879 0.945 0.768 — 0.758 1.37% 5 0.870 — 0.879 0.946 0.723 — 0.780 −7.25%  1 Group 3 — 0.948 — — — 0.948 0.944 0.42% 2 — 0.907 — — — 0.907 0.889 2.02% 3 — 0.901 — — — 0.901 0.871 3.44% 4 — 0.899 — — — 0.899 0.903 −0.44% 5 — 0.899 — — — 0.899 0.901 −0.22% Note: group 1 and 3 are the variable lane and the adjacent lane with different lane-use (see Figure3).Table 14
Pairedt-test results.
Lane Paired differences t df Sig. (2-tailed) Mean Std. deviation Std. error mean 95% confidence interval of the difference Lower Upper Group 1 0.003 0.032 0.015 −0.037 0.044 0.234 4 0.826 Group 3 −0.009 0.014 0.006 −0.027 0.009 −1.422 4 0.228 Note: group 1 and 3 are the variable lane and the adjacent lane with different lane-use (see Figure3).


## 4. Discussion

The dynamic lane assignment at signalized intersections was proposed to match traffic demands and to fully utilize the existing traffic facilities [4, 13]. It could smartly choose the occasion to change the lane assignment and improve the traffic operational efficiency of the overall intersection when the traffic demand varies significantly. However, according to the statistical analysis based on the field data, the using of the dynamic lane assignment decreases the saturation flow rate of the variable lane (group 1) and the adjacent lane with different lane-use (group 3).For the variable lane, the potential operational efficiency problem lies in three aspects: the unequal distribution of traffic, the mandatory lane-changing, and the lane blockage. Among the three aspects, the mandatory lane-changing plays the most important role (10.7% reduction). It is due to the fact that most of the unfamiliar drivers, who enter the wrong approach lane, make a mandatory lane-changing. Other drivers who enter the wrong approach lane stopped just at the stop line and wait for the green signal of their direction. Then, the variable lane was blocked. Although quite few drivers will do this (0.80%), the saturation flow rate will be significantly affected (54% reduction) when this phenomenon occurred. On average, the lane blockage causes 4.90% reduction on the saturation flow rate.For the adjacent lane with different lane-use, the mandatory lane-changing on the variable lane is the main factor of the reduction of the saturation flow rate. The smooth driving of vehicles on the adjacent lane is significantly affected and interrupted in the process of the slow-going of the mandatory lane-changing. On average, it causes 8.90% reduction on the saturation flow rate.Most of the reduction on the saturation flow rate is caused by the unfamiliarity of the drivers to the dynamic lane assignment as well as the wrong way to deal with the mistake. Therefore, in practice, more guiding information (more dynamic overhead lane signals) should be provided to the drivers to make them notice the special lane assignment at the oncoming approach. The possibility of the wrong approach-lane-choosing could be reduced. Moreover, strong law enforcement, such as camera investigating and punishing, needs to be deployed to reduce the number of mandatory lane-changings and lane blockage. If a driver chooses a wrong approach lane and goes into the no-passing zone of the approach, he/she should go through the intersection with the current stream instead of changing lane mandatorily or blocking the traffic lane.


## 5. Conclusion

Through the operational efficiency evaluation of the intersections with dynamic lane assignment based on the field measurement in five intersections in China, the following conclusions are drawn.(1)
The using of the dynamic lane assignment decreases the saturation flow rate of the variable lane and the adjacent lane with different lane-use, although the dynamic lane assignment at signalized intersections helps to match traffic demands and improve the traffic operational efficiency of the overall intersection.(2)
On average, the reduction of the saturation flow rate reaches 22.86% and 9.80% (see Table5) for the variable lane and the adjacent lane with different lane-use, respectively. For the variable lane, the reduction of the saturation flow rate comes from three aspects: the unequal distribution of traffic (8.9%), the mandatory lane-changing (10.7%), and the lane blockage (4.9%). For the adjacent lane with different lane-use, the reduction of the saturation flow rate is mainly caused by the mandatory lane-changing of the vehicles on the variable lane.(3)
A saturation flow rate adjustment model for the dynamic lane assignment is established. The accuracy of the model is validated by comparing the results between the proposed model and the field survey. The mean difference is 2.15%.In practice, more guiding information (e.g., multigroup overhead lane signals) and strong law enforcement (e.g., camera investigating and punishing) are recommend to improve the operational efficiency of the variable lane. Moreover, the lane-use should not be changed too frequently. From the optimization design aspect, the reduction and variability of the saturation flow rate caused by the variable lane should be considered that is the direction of our future study.



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*Source: 2130385-2017-01-11.xml*