Estimation of Traffic Delay Due to U-Turns at Uncontrolled Medians: Case Study in Phnom Penh, Cambodia

Lack of infrastructure capacity to the demand in mobility results in delays in traffic. U-turns restrict the movement of the opposing through-traffic during the maneuver, hence triggering delays. Significant delays can be observed, especially in high volume traffic, where U-turning is not restricted. Hence, it is imperative to study the delays incurred by the U-turning vehicles to assess their impacts on traffic congestion. This study thus proposes a quantitative method to estimate the aggregate and average delay per vehicle caused by U-turns at uncontrolled medians of urban roads. Traffic data were collected at a corridor where vehicles were allowed to U-turn on a four-lane divided mixed traffic urban road in Phnom Penh, Cambodia. The delay in the opposing lane of traffic was calculated by analyzing the data using a novel analytical method; a derivative of the Webster’s delay model. The results reveal that the suggested technique evaluates the caused delay with good accuracy. Excessive traffic delay and about three seconds delay per vehicle in the through-traffic of the opposite lane align well with the experienced delay at the site. The method can be used to assess the delay at straight corridor sections where U-turns are not restricted, understand the causes of the delay, and develop control measures for improved traffic performance.

An Intersection Platoon Speed Control Model Considering Traffic Efficiency and Energy Consumption in CVIS

This paper proposed an intersection platoon speed control model considering traffic efficiency and energy consumption in the cooperative vehicle-infrastructure systems (CVIS) environment. This model divides the control situation in detail according to the different state of signal lights at the intersection and splits the platoon that cannot pass the intersection completely. The optimization model is established by taking the traffic delay and energy consumption of the platoon as the control objectives, and the model is solved by using a genetic algorithm (GA). Finally, the simulation platform is built by SUMO traffic simulation software, MATLAB, and Python to verify the model. The simulation results show that the total number of queued vehicles, the maximum number of queued vehicles, and the mean travel time of vehicles decreased by 77.81%, 33.33%, and 10.95%, respectively. Besides, the total fuel consumption is reduced by 19.95%, the total emissions of CO2, CO, HC, NOx, and PMx decreased by 19.96%, 58.55%, 51.33%, 23.81%, and 37.51%, respectively. It indicates that the proposed platoon speed control model can effectively improve traffic efficiency while reducing energy consumption and pollutant emissions.

Minimization of traffic delay in traffic flows with coordinated control

The method and results of transport research, carried out by field research method, on the determination of the main indicators of traffic flows with significant unevenness of the movement on the arterial street in conditions of coordinated control is reviewed in the paper. Time parameters of traffic light control for which a reduction in traffic delay is achieved in direct and opposite traffic flow by the change of permissive signal depending on traffic intensity are determined using the simulation method. Change (increase) of the duration of the permissive signal provides uninterrupted movement of vehicles` group during their passage of stop-line at traffic light objects. The proposed method can be used on sections of transport networks with coordinated control, where there is significant heterogeneity of traffic flow, and it prevents the dissipation of groups that consist of vehicles with different dynamic characteristics. Such a result is being performed in the case when in the system of automated control, which combines adjacent intersections on an arterial street, fixed-time program control of traffic light signalization is operating. In this condition, there is a possibility to adjust the duration of signals of traffic light groups by correcting the width (permissive signal duration) and angle of inclination (speed of movement) of the timeline in coordination graphs. The scientific novelty of this research is that the method of traffic delay minimization in conditions of coordinated control acquired further development. The essence of the method is in the controlled change of the range of permissive signal duration in conditions of simultaneous control of the speed of movement between adjacent intersections. Practical value is the application of different programs of traffic light control on sections of arterial streets in transport districts where a significant difference of values of traffic intensity by directions is in morning and evening peak periods.

Performance Analysis of Routing Protocols On IPv4 and IPv6 Addressing Networks

With IPv4 addresses being exhausted, network engineers and researchers are encouraged to adopt IPv6. But before using the IPv6 network directly, engineers need to test their hardware and network performance under new conditions of IPv6 as it has an extended address, high complexity, overhead performance, and IPsec complications. As routing protocols play a crucial role in network performance, it leads to a network’s extended performance by finding the shortest path, good throughput, and lowest delay. As the specifications, viz. frame structure for IPv4 and IPv6 are entirely different, there are modified routing protocols specified for IPv6. Routing Information Protocol (RIP) and Routing Information Protocol Next Generation (RIPng) are distance vector routing protocols and use hop count as a cost. In this paper, we have used RIPng on the IPv6 addressing network and RIP on the IPv4 addressing network and then analyze and compare them on the basis of different performance parameters. For this comparison, three different applications – File Transfer Protocol (FTP), DB Query (DataBase), and electronic mail (e-mail) – are set on a network consisting of three different subnets, each having a diverse network topology. The performance parameters analyzed are global and object statistics, viz. ethernet delay, number of hops, applications response time, background traffic delay, traffic dropped, point-to-point links throughput, links utilization, and links queuing delay. The experimental results determine the strength of the routing protocols. Thus, the quantitative results give the option to choose the routing protocol according to the network scenarios. In terms of ethernet delay, traffic dropped, network convergence, and security, it is found that the RIPng_IPv6 network performs better than RIP_IPv4. RIPng_IPv6 has an ethernet delay of 2.9 milliseconds, traffic dropped of 0.29 packets/second, and network convergence of 17 seconds less than RIP_IPv4 values. However, the RIP_IPv4 network is scalable, uses less hop, and has 40 milliseconds of traffic delay, while RIPng_IPv6 has 0.40 seconds of traffic delay. RIP_IPv4 also has a better response time for all three applications, FTP as 100 milliseconds, DB as 40 milliseconds, and e-mail as 20 milliseconds which is much less than the values obtained for RIPng_IPv6 network. Therefore, according to the performance requirements, the network engineers/operators or researchers can use either the existing IPv4 network or a new IPv6 network to achieve the Quality of Service (QoS) target level.

Analisis Kinerja Bundaran Duhung Di Kota Kuala Kurun Kabupaten Gunung Mas

Changes in the volume of traffic passing through duhung roundabout have an impact on traffic conditions. This study aims to find out traffic volume, roundabout performance and road geometric shapes. The method used is MKJI 1997. Hasil analysis shows that the interlaces Bundaran Duhung in 2020 has the largest interlacess current value of 815 junior/hour on the AB interlace (Ahmad YaniStreet – Tjilik RiwutStreet), the largest capacity on the AB braid (Ahmad Yani Street -Jalan Tjilik Riwut),which is6803 junior/hour, with the highest saturation rate of cd braids (Jalan Kopri-Jalan Tjilik Riwut) which is0.274,the average roundabout traffic delay(DT R) is 2.07 det / smp, the average roundabout delay (DR) is 6.07 det / smp and includes the characteristics of service level in the current condition is class A. Geometric Duhung Roundabout has the largest value of -5,800%, on arm D (Jalan Tjilik Riwut), on arm A (Ahmad Yani Street) which is 2.824%, on arm B (Jalan Tjilik Riwut) which is 1.424%, on arm C (Kopri) which is -3.425%, from geometric research results of roundabout on arm D (Jalan Tjilik Riwut) does not meet the maximum limit of 4%, thus reducing the comfort of road users.

Analisis Kinerja Simpang Bersinyal Pada Simpang PLN Di Wua-Wua Kota Kendari

This study aims to analyze the degree of saturation of the signaled intersection at the intersection of PLN Wua-Wua Kendari, the longqueue condition based on the Manual Capacity Road Indonesia(MKJI, 1997) method with direct measurement in the field, trafficdelay condition, and predict the performance of PLN intersectionWua- Wua at 5 and 10 years to come. Data analysis techniques usemathematical equations by using Manual Capacity Method ofIndonesia (MKJI, 1997) with the help of Microsoft Excel. Trafficvolume surveys and queue lengths are carried out together for 15minutes each time for 12 hours of measurement. The long queuingcondition based on MKJI 1997 method on the east approaches 42,62meters, west approach 79,5 meter, North approach 47,1 meter andSouthern approach 52,4 meter with average queue length 55, 4meters. While based on the calculation directly in the field obtainedvalue on the approach of the East of 33.51 meters, Westernapproach of 39.23 meters, Northern approach of 41.53 meters,South approach of 58.05 meters, with an average queue length of43, 08 meters. The traffic delay on the Eastern approach was 56.2seconds / smp, Western approach of 84.1 seconds / smp, Northapproach of 64.1 seconds / smp, and Southern approach of 69.0seconds / smp. Predicted traffic volume for the next 5 years for theEastern approach of the DS value of 0.94 with the LOS E, the westernapproach to the DS value of 1.29 with the LOS F, the Northapproaches the DS value of 1.20 with the LOS F, the Southernapproach of the DS value of 1.27 with LOS F, while for the next 10years on the Eastern approach the value of DS is 1.57 with LOS F,Western approach of DS value of 2.25 with LOS F, North approach ofDS value of 2.00 with LOS F, South DS value of 2.12 with LOS F.