as well. Contrary to early merge, drivers do not merge into open lane much in advance of the lane closure and do not need to worry about which lane is closed ahead of time, since all lanes can be used before the merge point. The Minnesota Department of Transportation (MnDOT) has evaluated this strategy and concluded that queue length can be reduced by 40% by implementing late merge control [17]. The superiority of late merge TTC at 3-to-2 lane closures was further confirmed by Ramadan and Sisiopiku in 2018 [20].

The dynamic late merge (DLM) strategy attempts to address the problems associated with static late merge during high-speed and low traffic volumes conditions. So, dynamic late merge considers real-time information of traffic and accordingly changes merge points and controls the traffic in a fashion similar to early merge control during off-peak. To ensure effective use of dynamic late merge, volume and speed threshold points need to be identified for interchanging between early and late merge control [18].

Table 1 presents a summary of available strategies focusing on their potential benefits and limitations as reported in the literature.

Table 1. Summarizing the findings of different traffic control options.

2.3. Current State-of-Practice in the United States

A detailed study about the current practice to control traffic at work zones around the states had been conducted by questionnaire survey among DOTs [25]. The study gathered information from 27 states over a period at more than one month. The response from these states about the merge control strategy used during work zone lane closures identified that most of them follow merge control strategies based on their previous experience [26]. Another study indicated that the majority of states carry on the work during night time or off-peak based on the type of roadway [27].

Several studies have examined TTC strategies for work zones around the states. Some conducted field tests and some used simulation studies to evaluate the performance of different TTCs. Earlier studies and their findings are important for enabling efficient work zone planning. Table 2 summarizes earlier studies that are conducted by researchers focusing on different temporary traffic controls and highlights major findings.

A wide variety of microscopic simulation tools are available and can be used to analyze traffic impacts on work zones. Based on the literature, VISSIM was selected as the simulation platform in this study for its superiority and ability to meet the study goals and needs.

3. Methodology

The purpose of the study is to investigate operational performance of early- and late merge TTC for 3-to-1 lane closure configuration for various work zone lengths using simulation modeling. In this study, a 12-mile corridor of Interstate 65 (I-65), passing through the city of Birmingham in the state of Alabama, was selected as the test bed. The study corridor extends from downstream of Exit 247 near Valleydale Road to just before Exit 261A on the northbound direction where the interstate passes over 1st Ave North. The interstate has 3 traffic lanes per direction, with occasional acceleration/ deceleration lanes added near ramps to facilitate the vehicle movements. The typical lane width is 12-ft and the posted speed limit is 60 mph on the interstate and 45 mph on the ramps.

Table 2. Summary of earlier studies on various temporary traffic control (TTC) strategies.

Traffic volumes for the study corridor mainline were obtained through the Alabama Department of Transportation (ALDOT) for Thursday April 19, 2018, a typical weekday. The volumes were obtained for 24hrs on an hour-by-hour basis starting from 12 midnight. The Traffic Monitoring section of the Maintenance Bureau at ALDOT routinely collects and maintains traffic volume for the major roadways in the state of Alabama. For traffic coding purposes, in addition to mainline counts, on-ramp and off-ramp volumes were also needed. Those are collected periodically by ALDOT and were obtained by contacting with the personnel of ALDOT. Many of those ramp counts were not collected on April 19, 2018 but all were collected in 2018. Traffic volumes were balanced to ensure that no vehicles were disappearing from the network. Heavy vehicles accounted for 10% of the total volume.

For network coding, the roadway network geometry was obtained from available aerial map of VISSIM. Moreover, the number of lanes, location of auxiliary lanes, and curves were confirmed by field visits. All segments of study corridor were drawn using links and the connector feature of VISSIM. One link can have the same number of lanes throughout it. Therefore, separate links were drawn from one exit to the next one since the total number of lanes remains same for such segments except for locations where auxiliary lanes are needed. The width of each lane was set to be 12 ft. On-ramp and off-ramp segments were drawn using the link feature. To represent extra lanes for deceleration, a connector was drawn starting from the end of freeway link end extending until the starting point of off-ramp link. Acceleration lanes were also coded in a similar manner.

Traffic coding was used to input traffic volume with correct vehicle composition for each link. Traffic demand data set was prepared based on field observed data retrieved from ALDOT data sources. In VISSIM, traffic can enter at the starting point of a link. To represent actual conditions, vehicles’ entrance was coded for the very first link of interstate and for the entrance at each on-ramps. The data sheet was prepared for on-ramp volumes so that the mainline volume for all links matches with actual data. Vehicles exit behavior also needed careful coding as VISSIM has various route choice decisions. Vehicle routes have a sequence of links and connectors that direct vehicles in the desired direction. For this study, the static route decision was coded before each exit. One route directed vehicle towards the off-ramp, and another route directed vehicle along the interstate. Based on ALDOT’s off-ramp data, exit volumes were coded using route choice decision and the rest were entered in the straight direction of the route to make sure that no vehicles were disappearing or added automatically in the network.

Once the geometric properties of the study corridor and traffic data were established, simulation models were developed in VISSIM for baseline conditions (i.e., no work zone presence) and for work zone operation with a 3-to-1 lane closure configuration. A work zone length of 500 ft was considered for long-term work zone operation (24 hrs), as well as for short-term work zone operation during the 3-hr morning peak hour (6:00-9:00 AM) and 3-hr non-peak period (9:00 PM-midnight). Based on the findings from the 500 ft work zone length, other work zone lengths were tested for peak and non-peak short-term work zones (i.e., 1000 ft and 1500 ft).

Five iterations were performed for each simulation scenario tested and the results were averaged. To allow for comparisons, the same five random seeds were maintained for all versions of models (one for each iteration) to ensure that no change in the results was attributable to the vehicle arrival patterns. In addition to the seed numbers, parameters such as warm-up period, simulation resolution, and other model assumptions were kept the same throughout the simulation process.

After coding the network and traffic in the VISSIM model, effort was made for calibration and validation of the model. The goal of the calibration and validation effort was to fine-tune the model so that travel time from VISSIM for each hour falls within ±15% range of field travel time values. The field travel times were obtained from the National Performance Management Research Data Set (NPMRDS) through the Regional Planning Commission of Greater Birmingham (RPC). The plot depicted in Figure 1 shows the comparison between the actual travel time from the NPMRDS dataset (RPC data) and the travel times obtained from the VISSIM base model. The plot shows the upper control limit (UCL) and the lower control limit (LCL) which represent a 15% increase and a 15% decrease of RPC data respectively.

As shown in Figure 1, the line that represents the VISSIM model’s travel time along the study corridor nicely matches the field data and falls within the upper limit and lower limit boundaries. The validation effort undertaken in this study ensured that the model represents the actual traffic behavior observed on the selected study segment.

Figure 1. Validation of travel time along northbound corridor.

Work Zone Setup

Once the base model was calibrated and validated, a work zone was placed in the middle portion of the study corridor in the northbound direction. The 3-to-1 lane closure configuration closed the two right most lanes, leaving the left-most lane in operation through the work zone. Early merge- and late merge traffic control were coded in VISSIM using link structures and connectors, along with route decisions. According to the experimental design of the study, a short work zone length was considered equal to 500 ft. Initially, both early merge and late merge scenarios were coded for long-term work zones, meaning the work zone was active on the roadway segment for a 24-hr period. Then, based on the findings from long-term work zone study, separate models of peak and non-peak hour were also considered.

Traffic density, speed, travel time, and flow were selected as measures of effectiveness (MOE). Results comparing density and speed are shown in this paper. Detailed results can be found in the original research work [32]. The MOEs used in the analysis were extracted for the study segments located upstream of the starting point of the work zone, the segment including the work area, and the segment 1 mile downstream of the work zone end. Flow and density obtained under the 3-to1 lane closure operation were estimated per lane and then compared against base model outputs.

4. Data Analysis and Results

4.1. Long-Term Work Zone Analysis (24 hr) for 500 ft Work Zone

The simulation models of early and late merge scenarios with a 500 ft 3-to1 work zone closure were run for a 24-hr period. Figure 2 shows the flow along the segments from the start of the study corridor (i.e., upstream of the work zone) and up to one mile downstream of the work zone (a total of 7.61 mile from exit 247 to exit 255).

Figure 2. Flow variation along I-65 NB corridor (work zone length of 500 ft).

The results show that when the volume was far below the capacity (for instance at midnight), the presence of the work zone did not have much impact on the flow. However, when the volume started to increase from 6:00 AM in the morning, the work zone scenario quickly resulted in oversaturated conditions, leading to sever congestion. This was the case for both TTC options considered. One noteworthy observation is that the system became completely overwhelmed by the 2-lane closure and could not recover throughout the day. This is because the capacity of one open lane is not enough to handle the demand and cannot clear the traffic accumulated from previous time intervals. Therefore, congestion persists even in the non-peak hours.

4.2. Short-Term Work Zone Analysis (Peak Period) for 500 ft Work Zone

Besides the investigation of the impact of a long-term work zone with two lanes closing, the researchers also looked at the impact of a 3-to-1 closures for short-term work zones. Short-term work zones were analyzed for the morning peak period (6:00 AM to 9:00 AM) which is the most severe peak period along the northbound direction. The VISSIM model was run for AM peak period and generated MOEs such as hourly flow, speed, density, and travel time for base scenario (without any work zone), and for the 3-to-1 early and late merge scenarios. Then each MOE was compared for all these three situations for a specific time. Sample results showing density and speed are depicted in Figure 3 and Figure 4, respectively.

As expected, the base model outperformed the short-term 3-to-1 work zone lane closure of 500 ft length during the AM peak with respect to density and speed. When early merge and late merge performance were compared, it was observed that late merge resulted in slightly better performance than early merge for all MOEs considered as long as the volume-to-capacity ratio was under 1. However, under oversaturated conditions both types of merge controls failed to accommodate the demand.

Figure 3. Density variation along I-65 NB corridor (work zone length of 500 ft, AM Peak period).

Figure 4. Speed variation along I-65 NB corridor (work zone length of 500 ft, AM Peak period).

4.3. Short-Term Work Zone Analysis (Non-Peak Period) for 500 ft Work Zone

Since late merge strategy performs slightly better than early merge at the onset of the peak hour, it is important to examine if the same is true for non-peak hours or not. Therefore, MOEs were collected for a non-peak time interval (9:00 PM-12:00 AM) and compared, as shown in Figure 5 and Figure 6.

As far as the throughput is concerned all options perform similarly during the night non-peak time period. Given the low demand during the 9:00 PM-12:00 AM time period (i.e., low volume-to-capacity ratio) the performance of the network is not affected by the 3-to-1 lane closure and the remaining open lane can handle the traffic demand at that time. This observation is consistent in the results presented in Figure 5 through Figure 6 and all other MOEs considered in the study. Moreover, late merge control options show a small advantage over early merge control, but it is not clear from the direct comparison if this is significant enough to justify its selection over its counterpart.

Figure 5. Density variation along I-65 NB corridor (work zone length of 500 ft, Non-peak period).

Figure 6. Speed variation along I-65 NB corridor (work zone length of 500 ft, Non-peak period).

4.4. Statistical Analysis

The comparisons performed so far focused on visual inspections of MOEs estimated values. Still, there is a need to study if the observed difference in the performance between early- and late merge traffic control is statistically significant. Therefore, a t-test was conducted to identify the t-score for each of the MOEs considered in comparisons. The t-score has to be more than 2.132 to ensure with 90% confidence that the MOEs are significantly different between early and late merge for two-tailed test. Two-tailed test means that one set of values can be significantly greater or smaller than another set of values.

The results from the comparison based on a two-tailed t-test and for a 90% confidence interval are shown in Table 3. All t-test scores are found to be below 2.132, which confirms that for 3-to-1 lane closures, early merge and late merge traffic control strategies do not have statistically significant differences in their performance. In other words, any of these two TTC strategies will result in similar impacts in the presence of a 3-to-1 lane closure for work zone length of 500 ft under both peak and non-peak traffic conditions.

Table 3. T-score for statistical significance analysis.

5. Conclusions and Recommendations

This study investigated the operational impacts of two temporary traffic control (TTC) strategies, namely static late and early merge control with 3-to-1 lane-drop configurations for a hypothetical work zone at a corridor along I-65 in Birmingham, AL. Some major findings from this study are summarized below:

· Between 12:00 PM and 5:00 AM, a time period that corresponds to very low demand, 3-to-1 lane closures are feasible under any type of traffic control configuration studied.

· During the morning peak, the 3-to-1 lane closure results in rapid deterioration of traffic conditions. The corridor becomes overwhelmed by the excess demand and unable to cope.

· When considering short-term work zones during the morning peak, the late merge strategy slightly outperforms the early merge one, when volume-to-capacity ratio is still below 1.

· Late merge and early merge traffic control for a 3-to-1 lane drop scenario perform quite similarly during the non-peak period with short-term work zones.

· While late merge control outperforms early merge control when any noticeable differences between the two strategies are observed, the differences are not statistically significant for any of the comparisons performed in this study.

Based on the findings from this investigation, it is recommended that long-term work zones with 3-to-1 lane closures should be avoided. Instead, short duration closures should be considered, preferably during non-peak periods in order to minimize the impacts on traffic operations.

Suggestions for Future Study

This study did not consider traffic diversion during the 3-to-1 lane closures at the worksite. As a result, the traffic network quickly became oversaturated and failed to serve the demand. A sensitivity analysis is recommended to determine the percentage of traffic that needs to be diverted in order to provide an acceptable level of service to users of the facility during the 3-to-1 operation. Moreover, work zone capacity can be determined by using machine learning method [33] as this technique is robust and can handle a large number of variables [34]. Future study can also look into the impact of 3-to-1 lane closure at work zones during other time intervals and at roadway facilities with different design configurations. Also, the impact of placement of the lane closures on the left side, rather than the right should be further investigated in follow up studies.


The study is sponsored by research grants provided by the Southeastern Transportation, Research, Innovation, Development and Education (STRIDE) Center and the Alabama Department of Transportation (ALDOT). The authors wish to thank the RPC for making available travel time data from the National Performance Management Research Data Set (NPMRDS) and Drs. Ossama Ramadan and Rod Turochy for their valuable assistance with this study.

Cite this paper
Saha, T. and Sisiopiku, V. (2020) Assessing Work Zone Traffic Control Options for 3-to-1 Lane Closures. Journal of Transportation Technologies, 10, 50-64. doi: 10.4236/jtts.2020.101004.

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