Development of an Optimization Traffic Signal Cycle Length Model for Signalized Intersections in China

The primary objective of this study is to develop an optimization traffic signal cycle length model for signalized intersections. Traffic data were collected from 50 signalized intersections in Xi’an city. Using comprehensive delay data, the optimization cycle length model is re-recalibrated to the Chinese traffic conditions based on the Webster delay model. The result showed that the optimization cycle length model takes vehicle delay time, pedestrian crossing time, and drivers’ anxiety into consideration. To evaluate the effects of the optimization cycle length model, three intersections were selected for a simulation. The delay time and queue length based on the optimization cycle length model and the TRRL model were compared. It was found that the delay times and queue lengths with the optimization cycle length model were significantly smaller than those with the TRRL model. The results suggested that the optimization traffic signal cycle length model was more optimal than the TRRL model.

[1]  F. Webster.  TRAFFIC SIGNAL SETTINGS , 1958 .

[2]  D L Gerlough.  THE USE OF THE POISSON DISTRIBUTION IN HIGHWAY TRAFFIC , 1955 .

[3]  Jeongyoon LeeJ. Lee,et al.  Performance Comparison Between Artificial Neural Network and Analytical Models for Real-Time Cycle Length Design , 2006 .

[4]  Luca Quadrifoglio,et al.  Comparing Ant Colony Optimization and Genetic Algorithm Approaches for Solving Traffic Signal Coordination under Oversaturation Conditions , 2012, Comput. Aided Civ. Infrastructure Eng..

[5]  Chang-Jen Lan,et al.  NEW OPTIMAL CYCLE LENGTH FORMULATION FOR PRETIMED SIGNALS AT ISOLATED INTERSECTIONS , 2004 .

[6]  R Akcelik,et al.  Time dependent expressions for delay, stop rate and queue length at traffic signals , 1980 .

[7]  Hideki Nakamura,et al.  Cycle Length Optimization at Isolated Signalized Intersections from the Viewpoint of Emission , 2010 .

[8]  Randy B Machemehl,et al.  Sensitivity of Simulated Capacity to Modification of VISSIM Driver Behavior Parameters , 2006 .

[9]  Jan-Mou Li,et al.  Short or Long—Which is Better? , 2007 .

[10]  R Akcelik,et al.  TRAFFIC SIGNALS: CAPACITY AND TIMING ANALYSIS , 1981 .

[11]  Zong Z. Tian,et al.  Development of an Improved Cycle Length Model over the Highway Capacity Manual 2000 Quick Estimation Method , 2005 .

[12]  Jerome Sacks,et al.  Assessment of Stochastic Signal Optimization Method Using Microsimulation , 2001 .

[13]  D. Noyce,et al.  TRAFFIC SIGNALS , 1934 .

[14]  Guoqiang Li,et al.  Signal timing of intersections using integrated optimization of traffic quality, emissions and fuel consumption: a note , 2004 .

[15]  Darcy M. Bullock,et al.  Cycle-Length Performance Measures , 2009 .

[16]  W. Marsden.  I and J , 2012 .

[17]  S. Washington,et al.  Statistical and Econometric Methods for Transportation Data Analysis , 2010 .

[18]  Zhaowei Qu,et al.  RESEARCH ON THE OPTIMAL METHOD OF CYCLE LENGTH FOR SIGNALIZED INTERSECTION , 2004 .

[19]  Yue Liu,et al.  Signal Timing Optimization Models for Two-Stage Midblock Pedestrian Crossing , 2010 .

[20]  Lei Zhao,et al.  A Fast Signal Timing Algorithm for Individual Oversaturated Intersections , 2011, IEEE Transactions on Intelligent Transportation Systems.

[21]  Tang-Hsien Chang,et al.  Optimal signal timing for an oversaturated intersection , 2000 .