Medical, Pharma, Engineering, Science, Technology and Business

Innovative Transportation Research Institute, Texas Southern University, USA

- *Corresponding Author:
- Fengxiang Qiao

PhD, Professor, Innovative Transportation Research Institute Texas Southern University

3100 Cleburne Street, Houston, Texas - 77004 USA

**Tel:**713-313-1915; Fax: 713-313-1856;

**E-mail:**qiao_fg@tsu.edu

**Received date: ** February 20, 2017; **Accepted date: ** April 11, 2017; **Published date: ** April 15, 2017

**Citation: ** Qiao F, Li Q, Yu L (2017) Updated Traffic Flow Dispersion Model
Considering Effects of in-Vehicle Advisory Messages. J Civil Environ Eng 7: 270.
doi: 10.4172/2165-784X.1000270

**Copyright:** © 2017 Qiao F, et al. This is an open-access article distributed under
the terms of the Creative Commons Attribution License, which permits unrestricted
use, distribution, and reproduction in any medium, provided the original author and
source are credited.

**Visit for more related articles at** Journal of Civil & Environmental Engineering

Traditional dispersion models; such as the travel time distribution based normal distribution model and geometric distribution model; are dedicated to traffic situations with conventional traffic signs and signals; which may not be able to depict the platoon dispersion phenomenon under a connected vehicle system with in-vehicle advisory messages. This research re-examines the traditional dispersion models with suitable adjustment considering impacts of in-vehicle messages. A correction factor was employed to update the travel time distribution model; while travel time distributions of leading vehicles with and without the in-vehicle messages were simulated in a driving simulator with forty-five subjects tested. Parameter calibrations for travel time dispersion of traffic flow in work zone and intersections with sun glares were conducted to illustrate the entire modeling and calibration procedure. With more practical simulations and field tests; the flow dispersion models can be further calibrated for more applications in traffic flow simulation and optimizations.

Dispersion model; Platoon dispersion; Travel time distribution model; In-vehicle messages; Work zones; Intersection; Sun glare

Platoon dispersion of traffic flow is the deterioration in platoon integrity that changes the compactness of a platoon. There are several measures of platoon dispersion: 1) the change of gap between the same pairs of vehicles when travelling towards downstream; 2) the change of headway; 3) the change of traffic flow rate within portions of the platoon, which is the most commonly used measure of dispersion; or 4) the change of density in different portions of platoon. Dispersion is a function of the length of the platoon and the travel time from a given point to a downstream location (or sometimes a downstream stop-line) [1]. Obviously the longer the travel time is, the greater the dispersion would be as the longer the travel time would provide longer time (opportunity) for different drivers to deviate from the average travel time. For a given distance over a roadway segment (such as the distance between two traffic signals), there will be more dispersion of a slow speed traffic flow than that of a higher speed one. Typical flow dispersion models include the Normal Distribution Model by Pacey [2], the Geometric Model by Robertson [3], and the Neural Network System Identification Model by Qiao [4]. Some of these dispersion models have by now been incorporated into the famous traffic simulation and signal timing optimization programs such as TRANSYT (Traffic Network study tool) [5] and TRANSYT-7FTM [6], which are now widely used in the world for routine operations of traffic signals by serving millions of the public every day [4]. Since then, the calibration and implementation of traffic flow dispersion models seem to be a well-developed technology already [4,7,8].

However, in recent years, many innovative technologies in communication and computer engineering have advanced not only the revolution of vehicle designs, but also the operation of transportation systems. For example, the Connected Vehicle (CV) and Vehicle-to- Infrastructure (V2I) technologies could change drivers’ behaviors, especially when vehicles are approaching the areas with traffic control guidance such as the work zones and intersections [9-11]. The space distributions of vehicle speeds, acceleration rates, the travel time, and thus the ways of dispersion could be totally changed [12-14]. Therefore, there is a need to re-examine the traditional traffic flow dispersion models, and make suitable adjustment accordingly.

With regard to this, this research is proposed to calibrate travel time based traffic flow dispersion models. A travel time factor was proposed to update the traffic flow dispersion model for the application of the V2I based Drivers’ Smart Advisory System (DSAS). Driving simulator tests was conducted in simulated sequential intersections with sun glare disturbance as well as within a typical work zone area. The exact travel time and average driving speed of the leading vehicles that are instructed by the DSAS in the two study sites were recorded. Meanwhile, field observations were carried out at the intersection of NASA@HS 146, Webster Texas, and within the work zone area in Bellaire Blvd, in Houston Texas, to collect the driving speed variation of the vehicle platoon. A total of seventy-five subjects were recruited for the driving simulator tests, and the model parameters were carefully calibrated. The difference in the travel time distributions were visualized and compared.

**Normal distribution model**

The diffusion theory proposed by Pacey [2] and investigated in detail by Grace and Potts [15] have shown to be adequate in describing the spreading of platoons in medium traffic flow without interference. According to Pacey’s model, vehicles in a platoon travel in speeds ѵ with mean ѵ ̅ and standard deviation S. The arrival flow at the downstream section is the combination of the flows traveled from the upstream flow several time intervals ago, and the combination is governed by a kind of special normal distribution. The basic assumptions of the model are as follows: (l) vehicles in a platoon travelling at a certain speed follow a kind of transformed normal distribution; and (2) the speed of any individual car is unchanged as the car moves down the road. Mathematically, the downstream arrival flow is expressed as:

(1)

where, q_0 (i) is the upstream flow rate at time i; q_d (j) is the downstream flow rate at time j; g(T) is a special normal distribution function of travel time as is defined in equation (2).

(2)

where,

T: Travel time between upstream and downstream points;

a: Length of the surveyed road segment;

ѵ ̅ : Average speed;

S: Standard deviation of the travel speed.

**Geometric distribution model**

An alternative method for predicting platoon dispersion has been given by Robertson [5], who used observed data to derive an empirical method of predicting the platoon behavior. The method was used for synchronization of traffic signals for minimum delay [16]. For each time interval it is assumed that the arrival flow at the downstream stopline is found by the following recurrence equation:

(3)

where

i: A counter of time interval at the upstream point;

j: A counter of time intervals at the downstream point;

t: 0.8 times the mean travel time;

q_d (j): Predicted flow rate in interval j of the platoon at downstream point;

q_0 (i): Flow rate of the initial platoon in interval i at upstream point;

F: A smoothing factor defined as:

(4)

α: A dispersion factor, the best fit value is 0.5 based on a study by in West London;

β: The platoon arrival time coefficient, it is an empirical factor, generally 0.8;

T: As is defined before.

Some well-known traffic control systems, such as TRANSYT and SCOOT, use Robertson’s model in Equation (3) to describe the dispersion of the platoon along a road segment. Seddon [17] reformatted equation (3) in a geometric distribution form.

(5)

By comparing Equation (5) and Equation (1), the Robertson’s formula in Equation (3) is actually the same as that of Racey’s except that the transferring normal function of travel time is now replaced by the geometric distribution [18]. Rumsey and Hartley [19] proved that the geometric distribution has a longer tail than the corresponding transformed normal distribution, which means the geometric distribution model predicts a wider platoon dispersion for any given mean travel time. Therefore, the distribution range of vehicles travelling according to the geometric distribution model is wider than that from the normal distribution model.

**Intelligent dispersion model**

Qiao et al. proposed an intelligent dispersion model based on a nonlinear mapping of a multi-input one output dynamic system, which is actually a one hidden layer feedforward sigmoid neural network model. The information set of the established neural network mode is as:

(6)

where, Z^{N} represents the information set of all available data, y
represents the downstream flow with ny observed data. u1 and u2 are
the upstream flow and upstream speed, respectively. n1 and n2 are the
numbers of the past upstream flow and the past upstream speed to be
used as inputs to the neural network, respectively. k is the time delay.
Normally, n1, n2 and ny are called the orders of model. The predictor is:

(7)

where, is the predicted value of parameter set. The neural network model under such regressors is called the Series-Parallel model [20] or the NNARX model [21].

In equation (7), is a “guess” of downstream traffic flow y(t), providing that the information in ZN and the particular parameter value are given. The chronicle set is dispersed traffic flow at downstream.

**Calibration of flow dispersion model from travel time
distribution with V2I**

In connected vehicle system, many studies demonstrate that the
V2I messages would influence drivers’ driving behavior, thereby
altering vehicle speeds and accelerations [22-24]. Vehicles’ travel time
could also be changed accordingly. The travel time distribution g(T)
in equation (2) for normal distribution model and the smooth factor
F in equation (3) for geometric distribution model would be varied.
Assuming that the travel time with V2I is T_{V2I}, a time correction factor
can be introduced and calculated as:

(8)

Thus, the calibrated travel time for normal distribution model is updated to:

(9)

The calibrated smooth factor of geometric model is:

(10)

The newly introduced parameter γ can be calibrated from observed data. Since the V2I is still in its infant testing stage, the field test is not feasible. A driving simulator test could be one of possible options to calibrate the γ.

**Testing travel time dispersion in simulator test**

Driving simulator tests were chosen to measure the impacts of V2I message on the travel time of a leading vehicle. Meanwhile, speed standard deviation of a vehicle platoon was measured by field observations on an approach to an intersection and a work zone.

**Apparatus**

In this research, a fixed-base driving simulator (Drive Safety DS-
600C) was employed, while the sun glare was artificially mimicked
through an overhead projector as is illustrated in **Figure 1**.

**Scenario design and test procedure for test bed at intersections
with sun glare effects**

Three scenarios were designed for the driving simulator test. Each scenario
is coded with two letters in relation to two factors: (a) with sun glare (S) or
without and (b) with the DSAS AWM (D) or without . **Figure 2 **shows
the layout of the scenario design with corresponding unique code. Each subject
was requested to drive on a virtual track of approximately 3,000 meters
in an industrial area. The speed limit on the track is 45mph (72 km/
hr). As Figure 2 illustrated, there are three intersections. The distance
between two sequential intersections is about 1,000 meters. Subjects
experienced the situation with and without sun glare disturbance, and
with the aid of DSAS warning message under sun glare effect at each
intersection, respectively. The DSAS messages include “*Red Light is
On*” and “*Green Light is On*”, which last about 1 second. During the
test, each subject was the only driver on the track. The only one visional
disturbance is the sun glare in the simulation environment.

The determination of locations to provide audio messages was based on human’s perception-reaction time 2.5 second [24,25] (Travel
distance in reaction time: Da ), the duration of the audio messages
(Travel distance in audio playtime:Dp), and minimum sight distance
(Ds) for the specific speed limit [26] (**Figure 3**). Therefore, for the speed
limit of 72 km/hr, the total signal message distance of Dsm is: Dsm
= Da + Dp + Ds= 20m+50m+140m= 210m. Besides, the approach of
each intersection was divided into three segments for speed deviation
measurement.

**Scenario design and test procedure for test bed in work zone**

**Figure 4** shows two scenarios designed for the work zone simulator
test. Each work zone was divided into four segments for speed deviation
measurement. Subjects drove through two work zones with and without
the aid of DSAS messages, respectively. In the scenario with the DSAS
messages, subjects received audio messages on the traffic control signs,
such as “*Workzone Ahead*”, “*Speed Limit Is 30 Mph*”, and “*Right Lane* Is Closed”. The distance to provide the audio messages is determined
by the 2.5 seconds perception-reaction time [27,28] the duration of the
audio messages (less than 1 second), and the speed limit.

**Participants**

Individual driving behaviors could be also subject to their
demographic information, such as gender, age, and education level
[29,30]. Therefore, subject recruitment was based on Houston
demographics from 2010 census (**Table 1**). A total of 30 and 45 subjects
were recruited for the driving simulator tests of intersection with sun
glare and work zone, respectively. All subjects possess valid C class
Texas driver license and have self-reported of normal or corrected-tonormal
visions, and don’t have any hearing problem.

Subjects | Gender | Age | Education background | |||
---|---|---|---|---|---|---|

Male | Female | <65 | 65 + | High school/ Associate degree | Bachelor’s degree or higher | |

Houston 2010 Census data | 49.9% | 50.1% | 91.5% | 8.5% | 70.4% | 27% |

Adjusted Distribution for test | 50% | 50% | 90% | 10% | 70% | 30% |

Subjects in test | 15 | 15 | 27 | 3 | 21 | 9 |

Total | 30 | 30 | 30 |

**Table 1:** Demographic information of subjects for simulator tests.

**Data collection and processing tools**

During the driving simulator tests, the leading vehicle’s real-time operation information was collected at a sampling rate of 60 Hz under the situation with and without the aid of the V2I DSAS messages. The collected operation information includes vehicle’s geo-location, speed, and braking levels ranging from 0.0 to 1.0 (0.0 is the minimum with no brake and 1.0 the maximum with full brake). The collected data were processed to measure drivers’ driving performance through a selfdeveloped program in MATLAB, in terms of travel time and driving speed.

**Field observations**

Two field observations were conducted to obtain the speed
deviations. The field observation I was carried at the intersection
of NASA @ HS 146, Webster, TX. Video of vehicle movements on
southbound approach were recorded from Houston Tran Star from
10:00 AM to 11:20 AM on August 20, 2014. A test vehicle started from
1,000 meters away the stop line of the downstream intersection and
randomly joined in a vehicle platoon to approach the intersection.
The test vehicle’s speeds were measured at 210 meters, 190 meters,
140 meters, and zero meters (at the stop line), respectively, which were
within the active area of the DSAS messages as shown in **Figure 3**. After
passing the intersection, the test vehicle turned back to the start point
for another round.

Field observation II was carried out within a road construction zone in Bellaire Blvd. in Houston, Texas, on August 21 in 2014. A test vehicle started from 1,480 meters (zero in Figure 4) away the work zone buffer area (the right lane is complete closed) to randomly join a vehicle platoon. The work zone buffer area was about 500-meter long. The test vehicle went through the work zone area and turned back to the start point for another round. The speeds were recorded at 700 meters, 600 meters, 270 meters, 100 meters, and zero meters to the work zone buffer area, respectively.

The sample size (N) of the joined vehicle platoons was determined using Equation (11) [31,32].

(11)

Where,

S: Standard deviation;

Z: z-score.

E: Acceptable errors.

Based on preliminary study, the S was approximately 7%. When the Z was set to 1.96, the sample size is able to meet a 95 percent conference level. In this study, 5% errors (E) was acceptable for driving speeds. It turns out that a minimum of 8 samples of vehicle platoons was required.

**Intersections with sun glare disturbance**

**Distribution of the first vehicle from simulator tests and
estimation of time factors:** **Figure 5** displays the travel time distribution
of the first vehicle in each segment from simulator tests for three
scenarios. As a whole, the travel time deviates widely with the increase
in travel distance along the approach to an intersection. The deviations
are obviously caused by the sun glare disturbance and the application of DSAS that is proposed to offset the sun glare interference.

The empirical factor β of 0.8 was adopted to calculate average travel
time, namely 1/0.8 times of the first vehicle’s travel time. As sun glare
only affects the drivers approaching the intersection, only the travel time during the segments in the first 400 m away to the intersection are
compared in **Table 2**.

Variables | Segment 1 (0-115 m) |
Segment 2 (115-214 m) |
Segment 3 (214-400 m) |
||||||
---|---|---|---|---|---|---|---|---|---|

S | SD |
S | SD |
S | SD |
||||

First vehicle travel time | 14.16 | 11.18 | 12.11 | 6.04 | 5.60 | 6.04 | 4.66 | 4.81 | 4.66 |

Average travel time | 17.70 | 13.97 | 15.14 | 7.55 | 7.00 | 7.55 | 5.82 | 6.01 | 5.82 |

Time Factor γ | 1.00 | 0.79 | 0.86 | 1.00 | 0.93 | 1.00 | 1.00 | 1.03 | 1.00 |

**Table 2:** Average travel time and time factor for intersection approach with sun
glare (Unit: s).

In Table 2 for segment 1, the average travel time with sun glare S (13.97s) is shorter than that without sun glare (17.70s). When the DSAS is applied in the scenarios SD, the travel time is compensated back to some extent (15.14s). The time factor γ for the sun glare scenario is 0.79, while for the scenario of sun glare with DSAS message is 0.86.

Similar phenomenon can be found for segments 2 and 3, although the differences of travel time among different scenarios are normally less than 1s.

**Field calibration of speed standard deviation at intersection
approach:** **Table 3** lists the calculated mean speeds and standard
deviation for the approach to the intersection from field observation I.
Along with the approach to the intersection, the mean speeds decrease
with higher standard deviations.

UP_Dispatch(240 m) | Segment 1 (0-100 m) |
Segment 2 (100-193 m) |
Segment 3 (193-293 m) |
---|---|---|---|

Mean Speed (m/s) | 14.73 | 18.67 | 19.88 |

Standard Deviation (m/s) | 1.95 | 1.78 | 1.67 |

**Table 3:** Speed standard deviation at intersection approach.

**Comparison of travel time distributions with sun glare and
DSAS messages:** **Figure 6** demonstrates the resulted travel time Comparison of travel time distributions with sun glare and
DSAS messages: Figure 6 demonstrates the resulted travel time
distribution based on normal distribution model in Equation (9) using
the estimated average travel time and time factors g in Table 2 and the
observed speed deviation in Table 3.

In Figure 6 for segment 1, scenario represents the normal
situation with no sun glare and no V2I DSAS message (the blue line).
The time factor γ_{S} is 1.00. In this case, Equation (8) is the same
as Equation (2). For scenario S and SD, however, γ_{S} = 0.79 and
γ_{SD}= 0.86 . The calibrated model in Equation (8) is used to calculate
vehicle travel time (the red line and green line, respectively). The green
line lies in between the red and blue lines, which means the V2I DSAS
messages offset the difference caused by the sun glare disturbance at a
certain level.

For segments 2 and 3, the time factors γ are all close to 1.00 and their speed standard deviations are close to each other as well. This implies that the impacts of both sun glare disturbance and V2I DSAS message are not so obvious, whether or not to use the calibrated dispersion models makes no significant difference.

**Work zones**

**Distribution of the first vehicle from simulator tests and
estimated time factors:** **Figure 7 **shows the travel distribution of the
first vehicle from the simulator tests. With the approaching to the
work zone entrance, the distribution of travel time with DSAS message
becomes narrower.

**Table 4 **lists the average travel time and time factors for both
scenarios. Likewise, the average travel time was estimated by the first
vehicle’s travel time divided by the empirical factor β of 0.8. In all
segments, the time factors γ are all greater than 1.00, meaning that the
DSAS messages yield out longer travel time.

Variables | Segment 1 (1480-1380m) |
Segment 2 (1380-1210m) |
Segment 3 (1210-880m) |
Segment 4 (780-880m) |
||||
---|---|---|---|---|---|---|---|---|

D | S | D | D | |||||

First vehicle travel time | 5.01 | 5.65 | 18.31 | 19.62 | 9.61 | 10.38 | 5.59 | 7.12 |

Average travel time | 6.26 | 7.06 | 22.89 | 24.53 | 12.02 | 12.97 | 6.99 | 8.90 |

Time factor γ | 1.13 | 1.07 | 1.08 | 1.27 |

**Table 4:** Average travel time and time factor for work zone (Unit: s).

Field calibration of speed standard deviation: **Table 5** lists the calculated mean speeds and standard deviation for the work zone
entrance from field observation II, where the mean speeds decrease
with the approaching to the work zone. Segment 2 is the transition
area of the work zone, in where two lanes are merged into one lane.
Significant deviation of vehicle speeds normally shows up in this area. **Table 5** indicates that, the standard deviation (7.54 m/s) of speed in
segment 3 is much higher than those for other segments.

Variables | Segment 4 (1480-1380 m) |
Segment 3 (1380-1210 m) |
Segment 2 (1210-880 m) |
Segment 1 (780-880 m) |
---|---|---|---|---|

Mean Speed (m/s) | 32.58 | 33.79 | 45.05 | 47.87 |

Std. Dev (m/s) | 2.31 | 7.54 | 3.43 | 1.75 |

**Table 5:** Speed standard deviation in work zone.

**Comparison of travel time distributions with and without DSAS
messages:** **Figure 8** illustrates the travel time distribution from the
calibrated distribution equation (8) using the average travel time and
time factor in Table 4, and the speed standard deviations in Table 5.
The distributions of travel time with (green lines) and without DSAS
(red lines) differ the most for segment 1, while less for segments 2 and
3. The obvious difference in the segment 1 further demonstrates that
the application of DSAS changes platoon’s dispersion in the work zone.
In such a situation, the updated calibrated travel time expressed by
equation (8) is recommended for dispersion modeling.

To calibrate a travel time distribution in a platoon’s dispersion, driving simulator tests and field observations were conducted in two critical traffic situations: an intersection and a work zone. The driving simulator tests were used to measure the travel time of the leading vehicle of a platoon, while field tests in one work zone and one intersection were carried out to calibrate the relevant mean speed standard deviations. The travel time distribution model was calibrated by adding a time correction factor (γ). Results showed that the application of V2I DSAS affected the travel time of the first vehicle at varied levels. Besides, the time factors for the intersections and work zones are inconsistent in different situations, which means the travel time T in the traditional normal distribution models as well as in the geometric distribution models may not be able to provide a realistic result for vehicle platoon dispersion. The calibrated model is able to accurately express the dispersion evolution with the V2I DSAS message. With more practical simulations and V2I field tests, the flow dispersion models can be further calibrated for more applications in traffic flow simulation and optimizations.

The authors acknowledge that this research is supported in part by the Tier 1 University Transportation Center TranLIVE, and the National Science Foundation (NSF) under grants #1137732. The opinions, findings, and conclusions or recommendations expressed in this material are those of the author(s) and do not necessarily reflect the views of the funding agencies.

- Messer CJ, Fambro DB, Andersen DA (1975)A studies of the effects of design andoperational performance of signal systems -Final Report.
- Pacey GM (1956) The progress of a bunch of vehicles released from a traffic signal. London: Road Research Laboratory.
- Robertson A (1967). The nature of quantitative genetic variation. In: Brink RA and Styles ED(eds), Heritage from Mendel. University of Wisconsin Press, Madison, WI p: 265-280.
- Qiao F (2010)Intelligent data dependent modeling of traffic flow: solving problems in traffic flow classification, simulation, and control.ISBN-10: 3838329066, ISBN-13: 978- 3838329062, LAP Lambert Academic Publishing, UK.
- Robertson DI (1969) TRANSYT: A traffic network study tool.
- Wallace CE, Courage KG, Chang ECP (1991). Methodology for Optimizing Signal Timing -- The M|O|S|T Reference Manual, Volume 1 of a series prepared for FHWA by Courage and Wallace, Gainesville, FL.
- Rouphail NM (1983)Analysis of transyt platoon-dispersion algorithm (No. HS-036 189).
- Stankiewicz B (1995) LCAO study of the density of states of Ge/RbF. Vacuum 46(5): 541-544.
- Qiao F, Jia J, Yu L (2013) A short range vehicle to infrastructure system at work zones andintersections. In: 20th ITS World Congress, Japan.
- Qiao F, Jia J, Yu L, Li Q, Zhai D (2014) Drivers' Smart Assistance System Based on Radio Frequency Identification: Enhanced Safety and Reduced Emissions in Work Zones. Transportation Research Record: Journal of the Transportation Research Board. 1(2458): 37-46.
- Li Q, Qiao F, Wang X, Yu L (2016) Drivers Smart Advisory System Improves Driving Performance at STOP Sign Intersections. Journal of Traffic and Transportation Engineering (English Edition).
- Qiao F, Rahman R, Li Q, Yu L (2016) Identifying Smartphone Based Intelligent Messages for Worker’s crossing in Work Zones. Journal of Transportation Technologies. 166(02): 76.
- Li Q, Qiao F, Yu L (2016) Calibration of car-following models considering the impacts of warning messages from tablet/smartphone application. Journal of Transportation Technologies. 166(2): 61.
- Li Q, Qiao F, Yu L (2016) Implications of Advanced Warning Messages on Eliminating Sun Glare Disturbances at Signalized Intersections. Journal of Traffic and Transportation Engineering (English Edition). 3(4).
- Grace MJ, Potts RB (1964). A theory of the diffusion of traffic platoons. Opl Res 12: 255-275
- Hillier JA, Rothery R (1967)Thesynchronization of traffic signals for minimum delays. Transportation Science 1(2): 81-94.
- Seddon PA (1972) Another look at platoon dispersion: III. The recurrence relationship. Traffic Engineering and Control. 13(10): 442-444.
- Qiao F, Yang H, Lam WH (2001) Intelligent simulation and prediction of traffic flow dispersion. Transportation Research Part B: Methodological. 30-35(9): 843-863.
- Rumsey AF, Hartley MG (1972) Simulation of a pair of intersections. Traffic Engineering and Control.13(11/12): 522-525.
- Narendra KS, Parthasarathy K (1990) Identification and control of dynamical systems using neural networks. IEEE Transactions on neural networks. 1(1): 4-27.
- Sjberg T, Zhang Q, Ljung L, Benveniste A, Delyon B, et al. (1995) Nonlinear black-box modeling in system identification: a unified overview. Autom. 31(12): 1691-1724.
- Li Q,Qiao F (2014) How drivers’ smart advisory system improves driving performance? A simulator imitation of wireless warning on traffic signal under sun glare. Lambert Academic Publishing. ISBN-13: 978-3-659-57193-0.
__Li Q, Qiao F, Wang X, Yu L (2015)Driving performance test of stop signs with drivers smart advisory system. In: Proceedings of the 28th Annual Conference of the International Chinese Transportation Professionals Association (ICTPA). p: 14-16.____Rahman R, Qiao F, Li Q, Yu L, Kuo PH (2015) Smart phone based forward collision warning messages in work zones to enhance safety and reduce emissions. In: Transportation Research Board 94th Annual Meeting 2015 (No. 15-0648).____Chang MS, Messer CJ, Santiago AJ (1985) Timing traffic signal change intervals based on driver behavior.____Manual on Uniform Traffic Control Devices (MUTCD) for Streets and Highways (2009) 2009 MUTCD with Revisions 1 and 2, May 2012, Section 4D.12.____Li Q, Qiao F, Yu L (2015) Socio-demographic impacts on lane-changing response time and distance in work zone with drivers' smart advisory system. Journal of Traffic and Transportation Engineering (English edition). 2(5): 313-326.____Li Q, Qiao F, Yu L (2015) Fuzzy lane-changing models with socio-demographics and Vehicle-to-Infrastructure system based on a simulator test. The Journal of Ergonomics 5: 100-144.__- Qiao F, Rahman R, Li Q, Yu L (2016) Identifying demographical effects on speed patterns in work zones using smartphone based audio warning message system. Journal of Ergonomics 6(2).
__Robertson DI (1969) TRANSYT: A traffic network study tool. RRL Report LR 253, Road Research Laboratory, UK.__- Roess RP, Prassas, ES, McShane WR (2009) Traffic Engineering, (4thedn). Pearson, Prentice Hall, Upper Saddle River, New Jersey.
- Robertson HP, Thomas WN (1968) Relativity and Cosmology.Brockport Bookshelf
*.*Book-253.

Select your language of interest to view the total content in your interested language

- Agricultural irrigation
- Agriculture in rural development
- Applied Statistics
- Architect
- Architectural Drawing
- Architectural Engineering
- Biomass and Biological Waste Treatment
- Building Material
- Building design
- Business and Management
- Canals
- Chemical Waste Management
- Cognitive Systems Engineering
- Commercialization of New Techniques
- Computation Fluid Dynamics
- Concrete
- Construction
- Construction Engineering
- Construction Estimating Software
- Design and Microfabrication
- Drainage Systems
- Drip Or Micro Irrigation
- Dynamical System
- E-business
- E-waste
- Engineering Drawing
- Entrepreneurship
- Environmental Chemical Toxicology
- Environmental Contamination Toxicology
- Environmental Engineering
- Environmental Impact
- Environmental Issues
- Environmental Mutagenicity
- Environmental Toxicology
- Environmental sustainability
- Evapotranspiration
- Fabric Formwork
- Floodwater Harvesting
- Fly Ash
- Foundation
- Geotechnical Engineering
- Ground water mananement
- Health care management
- Hydraulic Fluids
- Industrial Crystallization
- Interior Design
- Interior Designing
- Irrigation
- Irrigation Management
- Irrigation Water Management
- Landscape Architecture
- Logistics
- Management Cybernetics
- Manufacturing system
- Material Engineering
- Materials Management
- Nonlinear Dynamics
- Nuclear waste
- Operations Research
- Persistent Organic Pollutants
- Pollution Control
- Pollution management
- Predictive Environmental Toxicology
- Process Engineering
- Production and Operations Management
- Recyclable Waste
- Regulatory updates of Environmental Toxicology
- Reliability engineering
- Science and Technology in Waste Treatment
- Sewage Management
- Sewage Pollution
- Sociology of Architecture
- Soil Moisture
- Soil Salinity Control
- Solid Waste Management
- Special Waste
- Stochastic control
- Sub-Irrigation
- Technologies Management
- Transport Engineering
- Underground Drainage System
- Urban Design
- Urban Planner
- Waste Management
- Waste Resources Management
- Waste Water
- Wastewater Treatment Plant
- Water Distribution Systems
- Water Maintenance
- Water Management
- Water Quality
- Water Resource
- Water Resources
- Zero Waste

- Mathematics & Physics Journals
- International Journal of Plant, Animal and Environmental Sciences
- Journal of Industrial Pollution Control
- Research & Reviews: Journal of Ecology and Environmental Sciences
- International Journal of Innovative Research in Science, Engineering and Technology
- Research & Reviews: Journal of Material Sciences
- Research & Reviews: Journal of Engineering and Technology
- Waste Resources Journals
- Environmental Journals
- Irrigation Engineering Journals
- Industrial Engineering Journals
- Architectural Engineering Journals

- 2nd Annual International Conference on Civil and
**Architectural Engineering**

July 17-19, 2017 Berlin, Germany - 3rd International Conference on
**Steel Structures**

September 11-12, 2017 Singapore - 3rd World Congress and Exhibition on
**Construction**&**Steel Structure**

October 16-18, 2017 Atlanta, USA

- Total views:
**180** - [From(publication date):

April-2017 - Jun 28, 2017] - Breakdown by view type
- HTML page views :
**150** - PDF downloads :
**30**

Peer Reviewed Journals

International Conferences 2017-18