# Measurement of Holistic Road Damage and Analysis of Its Corresponding Traffic Characteristics

Authors: Shun Guo; Zhengfeng Huang; Pengjun Zheng; Ting Lu; Lili Lu; Xuan Li
Journal: Advances in Civil Engineering
 (2019)

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## Abstract

Many pavement distress (PD) indexes are defined only from the perspective of the PD physical structure, which cannot describe the change of traffic efficiency. Some PD indexes are defined considering the influence of traffic efficiency, but it is unpractical to calculate them out due to their complex processes. We quantify the impact of the cohesive whole of PD points on the traffic flow and also define the corresponding PD index which is easy to compute. Firstly, the lane cell based on the idea of road discretization is introduced. Secondly, the PD degree for the lane cell is defined by the reduction of the average vehicle speed given the same flow condition. The cell whose PD degree is larger than 0 is defined as the PD cell. Then, considering (1) the ratio of PD cells, (2) PD cell distribution, and (3) the influence of the vehicle lane changing, we define the holistic road-damage degree (HRDD) as the PD index. At last, the relationship among HRDD, flow speed, and flow volume is analyzed through the simulated experiments. The results show that (1) the average speed is inversely proportional to HRDD, and the reduction of vehicle speed is more significant with the increase of the traffic flow input; (2) the inverse relation between road capacity and HRDD can be seen on the whole HRDD range. In another word, the proposed HRDD describes the change of traffic efficiency indeed.


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## Body

## 1. Introduction

Due to the impact of road-use age, vehicle overload, road construction, and bad weather, there are lots of roads in bad conditions in many large- and medium-sized cities. Specifically, many roads connecting mining areas or ports to cities are broken. Pavement distress (PD) has negative effects (vehicle delays, congestion, and overflow) on urban traffic flow. It greatly affects urban commuting travel. So, how to quantify the PD degree accurately is of great significance for urban traffic organization and management.Since the 1960s, studies on evaluation of the PD degree are divided into two categories. The first type could be found in some industry standards, such as the Present Serviceability Index [1] and the Pavement Condition Index (PCI) model [2] in America, the Maintenance Control Index model [3] in Japan, the Road Condition Indicator model [4] in the UK, and the Pavement Quality and Performance Index model [5] in China. These indexes only focus on the physical structural factors, such as the International Roughness Index (IRI) of the road, road surface roughness [6], road rutting depth, road structure strength, and road lateral force. These studies do not consider the characterization of traffic efficiency.The second type of study is about the correlation between the PD degree and traffic efficiency. It is divided into two branches. One branch mainly focuses on the sensitivity of traffic efficiency to the PD degree. The results show that the same PD could have different influences on varied weight vehicles in terms of speed sensitivity [7]. The increase of the PD degree could cause an obvious decline of road capacity [8] and rising of the travel time [9]. The other branch is to establish the correlation index of the traffic efficiency to the PD degree. The indicators could reflect the traffic efficiency, such as trapezoidal flow rate contractions (TFC) and road impact factor (RIF). TFC [10] is the ratio of difference in traffic flow to density. The two densities correspond to the maximum flow scenarios of good road and certain PD road separately. It could show the reduction degree of road capacity. However, its acquisition requires drawing a complete flow-density curve, which need collecting large amount of data in different flow scenarios. RIF [11] is calculated by the changes of speed and acceleration of many test vehicles in the road surface. These changes are in the horizontal and vertical directions on the condition of nonuniform speed. But its cost is higher because it relies on a huge number of experimental facilities.On the whole, most current PD indicators only consider the physical structure characteristics of broken road and cannot reflect the magnitude of traffic efficiency. Few PD indexes take traffic efficiency parameters into account, but the calculation process of these factors is complex and collecting data is time-consuming. Despite the aforementioned shortcomings, one thing is certain: traffic efficiency is related to road damage and corresponding vehicle lane-changing behavior. These factors include the PD point features (PD degree, scale, and distribution) and the ratio of vehicle lane changing. Their influences on traffic efficiency could be described as follows. If PD points are taken as the crosswalks, the effect of pedestrian crossing time, crosswalk number, and crosswalk spacing on the traffic efficiency is the well-known phenomenon [12, 13]. If PD points are taken as the bus stops, traffic efficiency is influenced by lane changing of private vehicles due to the temporary parking of the reaching bus [14, 15].This study proposes the holistic road-damage degree (HRDD) index by considering the relation to traffic efficiency, the easiness of application, the data availability of subparameters, and the physical structure of broken road. This point is our main innovation. In order to demonstrate the feasibility of the HRDD index, we adopt traffic simulation and flow characteristic analysis. So, HRDD definition and its feasibility study is the main content in this paper. The paper is structured as follows. Firstly, the road is divided into lane cells, and the PD degree for lane cell is quantized. Secondly, the density coefficient (f1) of PD cells is defined to describe the scale of PD points; the dispersion coefficient (f2) of PD cells is defined to describe the distribution of PD points; the lane-changing coefficient (f3) is defined to describe the disorder caused by lane changing in PD cells; and then the HRDD is defined with these coefficients comprehensively. In the end, the simulation experiments of different scenarios of multidamage points are designed. On the one hand, it is used to expound the traffic characteristics with the changing of HRDD. On the other hand, it is used to analyze the reasonability of the impact of HRDD on flow speed and road capacity. The HRDD index can be used as a reference for traffic impact analysis on the PD road.


## 2. PD Degree of the Lane Cell

### 2.1. Design of Lane-Cell Length

The locations and the magnitude of the pothole are random in real life. In order to analyze the PD magnitude of the holistic road, the road lanes are divided into many lane cells firstly and then the lane cells are aggregated to obtain the HRDD. Assuming that the length of the research segment isl and the length of a lane cell is l0, the number of lane cells in one road lane is calculated as m = |l/l0|. If there are n lanes on the road, then the research segment has m×n lane cells, as shown in Figure 1(a).Figure 1
Lane-cell division on the research segment and the constituents of the PD cell. (a) Lane-cell division on the investigated segment. (b) The heaviest PD cell. (c) The general PD cell.
(a)
(b)
(c)Lengthl0 of the lane cell is calculated based on the heaviest pothole, and its constituents are shown in Figure 1(b). Assume that the pothole is located in the center of the lane cell. The length l1 of the low-speed zone is assigned with the length of the heaviest pothole from the historical data. The length l2 of the buffer zone is acquired by considering the average speed in the low-speed zone, free-flow speed, and the acceleration\deceleration speed of HGVs. So, the length l0 is calculated as follows:(1)l0=l1+2×l2,l2=v02−vh22a,where vh is the average speed of HGVs in the low-speed zone of heaviest pothole scenario, v0 is the free-flow speed of HGVs, a is the average acceleration of HGVs in the buffer zone. As for the general PD cell (as shown in Figure 1(c)), its constituents are different with the heaviest pothole scenario. The speed in the low-speed zone (its length is l1′) is vgvg≥vh. The length l2′ in the buffer zone is influenced by the same factors in the heaviest pothole scenario. The difference is that there is a length l3 in the free-flow zone in both ends of the lane cell. Vehicles could run in free-flow speed in this zone.


### 2.2. Calculation of the PD Degree of the Lane Cell

The PD degreeγi is defined to describe the reduction of traffic efficiency taking maximum speed as reference in lane cell i. The calculation of γi is based on the average reduction ratio of HGV speed under free-flow conditions. It is related to (1) the currently average speed v¯i in the lane cell i, (2) the minimum speed v¯min in the heaviest PD scenario, and (3) the maximum speed v¯max in lane cell without PD. It is calculated via equation (2). The result belongs to the discrete set {0, 0.25, 0.5, 0.75, 1}. The larger the value is, the more serious the PD is. When γi=0, it means that there is no PD in lane cell i. On the contrary, γi>0 means that lane cell i is a PD cell:(2)γi=v¯max−v¯i/v¯max−v¯min×44.The three speed indexes in equation (2) are calculated as follows:(3)v¯max=v0,v¯min=l02v0−vh/a+l1/vh,v¯i=l02v0−vg/a+l1′/vg+2l0−l1′−v02−vg2/a/v0.


## 2.1. Design of Lane-Cell Length

The locations and the magnitude of the pothole are random in real life. In order to analyze the PD magnitude of the holistic road, the road lanes are divided into many lane cells firstly and then the lane cells are aggregated to obtain the HRDD. Assuming that the length of the research segment isl and the length of a lane cell is l0, the number of lane cells in one road lane is calculated as m = |l/l0|. If there are n lanes on the road, then the research segment has m×n lane cells, as shown in Figure 1(a).Figure 1
Lane-cell division on the research segment and the constituents of the PD cell. (a) Lane-cell division on the investigated segment. (b) The heaviest PD cell. (c) The general PD cell.
(a)
(b)
(c)Lengthl0 of the lane cell is calculated based on the heaviest pothole, and its constituents are shown in Figure 1(b). Assume that the pothole is located in the center of the lane cell. The length l1 of the low-speed zone is assigned with the length of the heaviest pothole from the historical data. The length l2 of the buffer zone is acquired by considering the average speed in the low-speed zone, free-flow speed, and the acceleration\deceleration speed of HGVs. So, the length l0 is calculated as follows:(1)l0=l1+2×l2,l2=v02−vh22a,where vh is the average speed of HGVs in the low-speed zone of heaviest pothole scenario, v0 is the free-flow speed of HGVs, a is the average acceleration of HGVs in the buffer zone. As for the general PD cell (as shown in Figure 1(c)), its constituents are different with the heaviest pothole scenario. The speed in the low-speed zone (its length is l1′) is vgvg≥vh. The length l2′ in the buffer zone is influenced by the same factors in the heaviest pothole scenario. The difference is that there is a length l3 in the free-flow zone in both ends of the lane cell. Vehicles could run in free-flow speed in this zone.


## 2.2. Calculation of the PD Degree of the Lane Cell

The PD degreeγi is defined to describe the reduction of traffic efficiency taking maximum speed as reference in lane cell i. The calculation of γi is based on the average reduction ratio of HGV speed under free-flow conditions. It is related to (1) the currently average speed v¯i in the lane cell i, (2) the minimum speed v¯min in the heaviest PD scenario, and (3) the maximum speed v¯max in lane cell without PD. It is calculated via equation (2). The result belongs to the discrete set {0, 0.25, 0.5, 0.75, 1}. The larger the value is, the more serious the PD is. When γi=0, it means that there is no PD in lane cell i. On the contrary, γi>0 means that lane cell i is a PD cell:(2)γi=v¯max−v¯i/v¯max−v¯min×44.The three speed indexes in equation (2) are calculated as follows:(3)v¯max=v0,v¯min=l02v0−vh/a+l1/vh,v¯i=l02v0−vg/a+l1′/vg+2l0−l1′−v02−vg2/a/v0.


## 3. HRDD

### 3.1. Definition and Calculation

HRDD describes the impact of all PD cells on traffic efficiency. It is related to various factors such as (1) the PD degree of each lane cell, (2) the research segment length, (3) the number of lanes, (4) the density and dispersion of PD cells, and (5) the lane-changing behavior. HRDD is designed as the multiplication of the aggregated PD value and the weighted sum of relevant factors, which is shown in the following equation:(4)HRDD=D0ω1f1+ω2f2+1−ω1−ω2f3,where D0 is the aggregated PD value of research segment; f1 is the density coefficient of PD cells; f2 is the dispersion coefficient of PD cells; f3 is the lane-changing coefficient; and ω1, ω2, and 1−ω1−ω2 are the weighted values of f1, f2, and f3, respectively. The relationship among ω1, ω2, and 1−ω1−ω2 is ω1>ω2>1−ω1−ω2 according to the significance order of each factor. In the subsequent case study, the weights of f1, f2, and f3 are 0.7, 0.2, and 0.1, respectively.


### 3.2. Aggregated PD Value of the Research Segment

The aggregated PD valueD0 of the research segment reflects the relative PD magnitude of all PD cells. It is calculated via the Sigmoid function:(5)D0=11+e−μ∑j∈Ωγj−N/2,where N is the number of PD cells, Ω is the aggregation of PD cells, and μ is a tilt-adjusting constant for the Sigmoid function. In the following case study, μ = 0.63. This assignment keeps D0 being uniformly dispersed when PD scenarios are generated at random in case study.


### 3.3. Density Coefficient of PD Cells

The density coefficientf1 of PD cells is used to describe the PD cell proportion on the whole road. The combination patterns of varied PD cells are shown in Figure 2.Figure 2
Comparison between PD scenarios of high and low densities: (a)f1 is small; (b) f1 is large.
(a)
(b)The shaded rectangles represent the PD cells. When the number of PD cells is increasing, the times of vehicle deceleration would rise and the impact on traffic efficiency would enlarge. Therefore, the value off1 has a positive relationship with the proportion of PD cells. The more the PD cells are, the higher the f1 is. f1 is calculated as follows:(6)f1=0,0.00≤c≤0.20,0.2,0.20<c≤0.25,0.4,0.25<c≤0.35,0.6,0.35<c≤0.50,0.8,0.50<c≤0.70,1,0.70<c≤1.00,where c is the proportion of PD cells and its formula is shown in the following equation:(7)c=Nm×n.


### 3.4. Dispersion Coefficient of PD Cells

Coefficientf2 describes the distribution magnitude of PD cells on the research segment. The more dispersed the PD cells are, the further the traffic efficiency drops are. The reason is that decentralized PD cells could cause frequent vehicle deceleration. So, the value of f2 is higher when the PD cells are in a more dispersed situation. The evaluation of f2 is mainly based on the average distance u among all centers of PD cells. u is calculated as follows:(8)u=∑j∈Ωxj−∑j∈Ωxj⋅γj/∑j∈ΩγjN,where xj is the center position value of PD cell j from the origin of the research segment when taking the road line as the axis. Finally, f2 is calculated by inputting u into the following equation:(9)f2=0,0≤u≤0.05l,0.2,0.05l<u≤0.1l,0.4,0.1l<u≤0.15l,0.6,0.15l<u≤0.2l,0.8,0.2l<u<0.25l,1,u≥0.25l.The distribution of 9 PD cells is gradually dispersed, andf2 is gradually increased, as shown in subgraphs (a)∼(f) of Figure 3. This trend is consistent with the real situation: as the subgraphs (a) and (b) show, vehicles only decelerate once; however, in subgraphs (e) and (f), vehicles need to decelerate three times, consequently resulting in greater reduction in traffic efficiency.Figure 3
PD cell distributions corresponding to different values off2: (a) u = 0.047l, f2 = 0; (b) u = 0.056l, f2 = 0.2; (c) u = 0.138l, f2 = 0.4; (d) u = 0.167l, f2 = 0.6; (e) u = 0.226l, f2 = 0.8; (f) u = 0.382l, f2 = 1.0.
(a)
(b)
(c)
(d)
(e)
(f)


### 3.5. Lane-Changing Coefficient

Historical data show that the proportion of lane-changing vehicles behind varied potholes ranges from 0 to 80%. The higher the proportion is, the more chaotic the traffic flow is, and the lower the travel efficiency is. Herein,f3 is defined to describe the chaotic degree of the flow. It is calculated as follows:(10)f3=−pΣγr>γsλrs/M+1,where λrs is the probability of the vehicle changing into the neighbouring lane cells from its own lane cell r under the condition γr>γs (vehicles change lane from the worse lane into a better lane). M is the total scenario number that satisfies the above condition. p is a parameter between 0 and 1 (in this case study, p is 0.15). The lane-changing ratio λrs of each vehicle type is affected by the PD degree of lane cell, the safe lane-changing spacing, the gap acceptance on neighbouring lane, and so on. Considering these factors, the formula of λrs is established based on the binary logit model [16, 17], as shown in the following equation:(11)λrs=expα1γs+α2T+α3qexpα1γr+α4+expα1γs+α2T+α3q,∀γr>γs,where T is the code of the vehicle type (HGV 1, car 0), reflecting the dummy variable of the safe lane-changing spacing; q (the average flow per hour in one lane) reflects the dummy variable of the gap acceptance degree influenced by the traffic flow Q. When Q < 100 veh/h, 100–300 veh/h, 300–600 veh/h, 600–900 veh/h, 900–1200 veh/h, and >1200 veh/h, the corresponding values of q are 5, 4, 3, 2, 1, and 0, respectively. Even at a fixed Q, the variation in traffic density is still large in a short period of time. However, from a macroperspective, the magnitude of traffic density is directly related to the magnitude of Q. So, the magnitude of Q is used to characterize the magnitude of q in this paper.It should be noted that this model applies to the static lane-changing ratio of the scenario. The parameters are calibrated by the inputs of (1) the PD degree of lane cell, (2) the vehicle type, and (3) the traffic flow input. The fitting results are as shown in Table1.Table 1
Fitting results of the binary logit model.
Coefficient
α
1
α
2
α
3
α
4
Value
−1.96
−0.16
1.04
4.29
T test
−2.18
−4.326
3.18
3.37The least absolute value oft test for each coefficient is 2.18 (confidence level is 95%). It is higher than 1.96. It means that all these variables have an obvious influence on the lane-changing behavior. The McFadden determination coefficient ρ2 is used to judge fitting goodness of model. When ρ2 is between 0.2 and 0.4, it means that the fitting goodness performs well. In this paper, the ρ2 of the lane-changing model is 0.34, and thus the model is consistent with the actual situation.


## 3.1. Definition and Calculation

HRDD describes the impact of all PD cells on traffic efficiency. It is related to various factors such as (1) the PD degree of each lane cell, (2) the research segment length, (3) the number of lanes, (4) the density and dispersion of PD cells, and (5) the lane-changing behavior. HRDD is designed as the multiplication of the aggregated PD value and the weighted sum of relevant factors, which is shown in the following equation:(4)HRDD=D0ω1f1+ω2f2+1−ω1−ω2f3,where D0 is the aggregated PD value of research segment; f1 is the density coefficient of PD cells; f2 is the dispersion coefficient of PD cells; f3 is the lane-changing coefficient; and ω1, ω2, and 1−ω1−ω2 are the weighted values of f1, f2, and f3, respectively. The relationship among ω1, ω2, and 1−ω1−ω2 is ω1>ω2>1−ω1−ω2 according to the significance order of each factor. In the subsequent case study, the weights of f1, f2, and f3 are 0.7, 0.2, and 0.1, respectively.


## 3.2. Aggregated PD Value of the Research Segment

The aggregated PD valueD0 of the research segment reflects the relative PD magnitude of all PD cells. It is calculated via the Sigmoid function:(5)D0=11+e−μ∑j∈Ωγj−N/2,where N is the number of PD cells, Ω is the aggregation of PD cells, and μ is a tilt-adjusting constant for the Sigmoid function. In the following case study, μ = 0.63. This assignment keeps D0 being uniformly dispersed when PD scenarios are generated at random in case study.


## 3.3. Density Coefficient of PD Cells

The density coefficientf1 of PD cells is used to describe the PD cell proportion on the whole road. The combination patterns of varied PD cells are shown in Figure 2.Figure 2
Comparison between PD scenarios of high and low densities: (a)f1 is small; (b) f1 is large.
(a)
(b)The shaded rectangles represent the PD cells. When the number of PD cells is increasing, the times of vehicle deceleration would rise and the impact on traffic efficiency would enlarge. Therefore, the value off1 has a positive relationship with the proportion of PD cells. The more the PD cells are, the higher the f1 is. f1 is calculated as follows:(6)f1=0,0.00≤c≤0.20,0.2,0.20<c≤0.25,0.4,0.25<c≤0.35,0.6,0.35<c≤0.50,0.8,0.50<c≤0.70,1,0.70<c≤1.00,where c is the proportion of PD cells and its formula is shown in the following equation:(7)c=Nm×n.


## 3.4. Dispersion Coefficient of PD Cells

Coefficientf2 describes the distribution magnitude of PD cells on the research segment. The more dispersed the PD cells are, the further the traffic efficiency drops are. The reason is that decentralized PD cells could cause frequent vehicle deceleration. So, the value of f2 is higher when the PD cells are in a more dispersed situation. The evaluation of f2 is mainly based on the average distance u among all centers of PD cells. u is calculated as follows:(8)u=∑j∈Ωxj−∑j∈Ωxj⋅γj/∑j∈ΩγjN,where xj is the center position value of PD cell j from the origin of the research segment when taking the road line as the axis. Finally, f2 is calculated by inputting u into the following equation:(9)f2=0,0≤u≤0.05l,0.2,0.05l<u≤0.1l,0.4,0.1l<u≤0.15l,0.6,0.15l<u≤0.2l,0.8,0.2l<u<0.25l,1,u≥0.25l.The distribution of 9 PD cells is gradually dispersed, andf2 is gradually increased, as shown in subgraphs (a)∼(f) of Figure 3. This trend is consistent with the real situation: as the subgraphs (a) and (b) show, vehicles only decelerate once; however, in subgraphs (e) and (f), vehicles need to decelerate three times, consequently resulting in greater reduction in traffic efficiency.Figure 3
PD cell distributions corresponding to different values off2: (a) u = 0.047l, f2 = 0; (b) u = 0.056l, f2 = 0.2; (c) u = 0.138l, f2 = 0.4; (d) u = 0.167l, f2 = 0.6; (e) u = 0.226l, f2 = 0.8; (f) u = 0.382l, f2 = 1.0.
(a)
(b)
(c)
(d)
(e)
(f)


## 3.5. Lane-Changing Coefficient

Historical data show that the proportion of lane-changing vehicles behind varied potholes ranges from 0 to 80%. The higher the proportion is, the more chaotic the traffic flow is, and the lower the travel efficiency is. Herein,f3 is defined to describe the chaotic degree of the flow. It is calculated as follows:(10)f3=−pΣγr>γsλrs/M+1,where λrs is the probability of the vehicle changing into the neighbouring lane cells from its own lane cell r under the condition γr>γs (vehicles change lane from the worse lane into a better lane). M is the total scenario number that satisfies the above condition. p is a parameter between 0 and 1 (in this case study, p is 0.15). The lane-changing ratio λrs of each vehicle type is affected by the PD degree of lane cell, the safe lane-changing spacing, the gap acceptance on neighbouring lane, and so on. Considering these factors, the formula of λrs is established based on the binary logit model [16, 17], as shown in the following equation:(11)λrs=expα1γs+α2T+α3qexpα1γr+α4+expα1γs+α2T+α3q,∀γr>γs,where T is the code of the vehicle type (HGV 1, car 0), reflecting the dummy variable of the safe lane-changing spacing; q (the average flow per hour in one lane) reflects the dummy variable of the gap acceptance degree influenced by the traffic flow Q. When Q < 100 veh/h, 100–300 veh/h, 300–600 veh/h, 600–900 veh/h, 900–1200 veh/h, and >1200 veh/h, the corresponding values of q are 5, 4, 3, 2, 1, and 0, respectively. Even at a fixed Q, the variation in traffic density is still large in a short period of time. However, from a macroperspective, the magnitude of traffic density is directly related to the magnitude of Q. So, the magnitude of Q is used to characterize the magnitude of q in this paper.It should be noted that this model applies to the static lane-changing ratio of the scenario. The parameters are calibrated by the inputs of (1) the PD degree of lane cell, (2) the vehicle type, and (3) the traffic flow input. The fitting results are as shown in Table1.Table 1
Fitting results of the binary logit model.
Coefficient
α
1
α
2
α
3
α
4
Value
−1.96
−0.16
1.04
4.29
T test
−2.18
−4.326
3.18
3.37The least absolute value oft test for each coefficient is 2.18 (confidence level is 95%). It is higher than 1.96. It means that all these variables have an obvious influence on the lane-changing behavior. The McFadden determination coefficient ρ2 is used to judge fitting goodness of model. When ρ2 is between 0.2 and 0.4, it means that the fitting goodness performs well. In this paper, the ρ2 of the lane-changing model is 0.34, and thus the model is consistent with the actual situation.


## 4. Design of Simulation Experiments

It is hard to find all the scenarios of multi-PD cell combinations in actual life, so the simulation experiments are designed to increase data samples. Assuming that the research segment is divided into 40 cells, there are 540 PD scenarios (40 lane cells with 5 PD degrees) totally by enumerating. In order to ensure the relative uniformity of the sample distribution and reduce the workload simultaneously, the following stratified random sampling method is adapted to design the experiments.Step 1.
The HRDD is uniformly divided into 10 intervals. The upper limit of experiment scenarios in each interval is set to 10. The initial value of experiment scenarios in each interval is set asDk = 0, k = 1, 2, …, h,…, 10.Step 2.
The assumption of uniformly distributed PD degree for each cell is made. 40 PD values (each cell corresponding to a PD value) are extracted independently to generate a set of inputs for an experiment. Judge the subintervalh where its HRDD falls.Step 3.
IfDh = 10, then let h = h + 1 and then return to Step 2. Otherwise, let Dh = Dh + 1 and add this experiment to the simulation group.Step 4.
If∑k=110Dk<100, then return to Step 2.Step 5.
If the 100 experiment scenarios extracted satisfy the condition thatD0, f1, f2, and f3 are relatively dispersed (at least one number per 0.1 interval exists for each coefficient), it means that the sampling is successful. Otherwise, half of the samples are rejected randomly and returned to Step 2.


## 5. Case Study

### 5.1. Description of the Research Segment

A segment of Fenghua Road in Ningbo City was selected. Fenghua Road is an artery undertaking both commuting and freight transport. There is a high ratio of HGVs in its traffic components. Because of the early construction of Fenghua Road, PD point occurs frequently. One bad surface condition is shown in Figure4.Figure 4
Bad surface condition on Fenghua Road.
(a)
(b)During the road maintenance from November 2015 to the end of August 2018, Fenghua Road was narrowed into two-way four lanes (previously two-way six lanes). The starting point of the research segment is the South Gate of Ningbo University of Technology. The distance between the starting point and the westbound ending point is about 1 km. The traffic survey was organized in September 2017. During that time, the potholes of the research segment were mainly located at I, II, III, and IV, as shown in Figure5.Figure 5
Distribution of potholes on Fenghua Road.The private cars, HGVs, and buses accounted for 52.7%, 42.6%, and 4.7% respectively, in this segment. When no pothole occurs on this road, the free-flow speed of private cars, HGVs, and buses are 50 km/h, 40 km/h, and 40 km/h, respectively. The arrival flow in the rush hour is about 1700–1900 veh/h, and the flow rate in the off-peak period is about 1200–1400 veh/h during the survey period. The time distribution of the upstream arrival flow of the day is shown in Figure6.Figure 6
Dynamic distribution of the upstream arrival flow on Fenghua Road.


### 5.2. Determination of the Lane-Cell Length

The lane-cell length is determined by the heaviest pothole on the whole Fenghua Road during the construction and reparation period. The relevant parameters obtained by the survey are shown in Table2.Table 2
Traffic characteristic parameters of the heaviest pothole.
Parameter
l
1
v
h
v
0
a
HGV
Car
HGV
Car
HGV
Car
Value
12.86 m
2.22 m/s
3.12 m/s
12.8 m/s
13.8 m/s
3.33 m/s2
4.46 m/s2According to equation (1), the length l2 of the buffer zone is 18.35 m. Thus, the length l0 of the lane cell is 49.56 m. l0 is set to 50 m by rounding. Thereby, the investigated link is divided into 40 lane cells.


### 5.3. Calculation of HRDD

Take the center position of the lane cell as thex-axis and the corresponding vehicle speed as the y-axis. The speed characteristics of different positions are described by the maximum speed vmax, the 85th percentile speed v85, the average speed v¯s, the 15th percentile speed v15, and the minimum speed vmin, as shown in Figure 7. The segment can be divided into three areas based on pothole positions and speed classification: upstream road of pothole I (x < 225 m), road between two potholes I and III (225 < x < 675 m), and downstream road of pothole III (x > 675 m). Regarding the trend of v¯s, it descends with the increase of cell code in the first area; it rises first and then descends in the second area; it rises to approximate the normal speed and then maintains the speed till out of the segment. The speed trend is in a W-shape throughout the entire segment. From the perspective of speed stability, the speed dispersion (v85−v15) is large in the first area; it diffuses rapidly first and then aggregates in the second area, and it aggregates rapidly in the third area.Figure 7
Speed characteristics of different positions on the investigated section.In Figure7, the speed of each section reflects the average value of two side-by-side lane cells. Actually, we also recorded the speed of each lane cell (specifically for positions I, II, III, and IV). Provided vehicle speed of the lane cell, the PD degrees of lane cell I, II, III, and IV are 0.5, 0.25, 0.25, and 1, respectively, via calculation of equation (2).In this PD scenario,D0 = 0.5, f1 = 0, f2 = 0.8, and f3 = 0.35. Therefore, the HRDD of this scenario is 0.1.


### 5.4. Simulation Settings

In this paper, the lane cell is set by the reduced speed areas that the average speed of the reduced speed area is equal to the average speed of passing the corresponding PD cell. In other words, it is necessary to convertγi into desired speed in the lane cell. The matching results between γi and the desired speed are shown in Table 3. Among them, the upper and lower bounds of the desired speed correspond to the maximal and minimal speeds in equation (2).Table 3
Matching results between the PD degree and the desired speed.
γ
i
Desired speed (km/h)
Car
HGV and bus
0.00
44∼58
40∼48
0.25
34∼44
32∼40
0.50
26∼34
24∼32
0.75
18∼26
16∼24
1.00
10∼18
5∼16


### 5.5. Scenario Design of PD Point Combination

To study the degree influence of PD on traffic efficiency in different flow periods, the range of flow input in simulation is 400∼2000 with the interval of 100. The stratified sampling method was used to design 100 PD point scenarios for traffic characteristic analysis. In order to check whether the values of the coefficients tour each subinterval within their ranges, the values ofD0, f1, f2, and f3 are taken as the x-axis with an interval of 0.1 and the counts of occurrence are taken as the y-axis. The frequency histograms of each coefficient are shown in Figure 8. The results show that D0, f1, f2, and f3 of the 100 simulation scenarios generated could tour all the subintervals.Figure 8
Distribution rule of each coefficient of simulation scenarios: (a)D0; (b) f1; (c) f2; (d) f3.
(a)
(b)
(c)
(d)


### 5.6. Analysis of Traffic Characteristics

#### 5.6.1. Overall Speedv¯ on the Segment

HRDD is taken as thex-axis, and the overall speed v¯ on the segment is taken as the y-axis. The relationship between HRDD and v¯ under different flow inputs is plotted as shown in Figure 9.Figure 9
Relationship amongv¯, HRDD, and flow input.Figure9 shows the tendency that the v¯ on the whole research segment decreases with the increase of HRDD, which demonstrate the effective relation between the proposed HRDD and traffic efficiency. The absolute value of slope of v¯ is 26.27∼45.22 under the low-level range of HRDD (0∼0.6), which shows obvious degradation of v¯ with the increase of HRDD. In this range, the magnitude of flow input has a significant impact on the change of v¯. The absolute value of slope of v¯ is 32.88∼45.52 under the peak-period flow input (1000–2000), whereas 26.27∼31.37 is under the off-peak-period flow input (400–900). The absolute value of slope of v¯ is 7.89∼20.19 under the high-level range of HRDD (0.6∼1). The speed v¯ is still sensitive (absolute slope 18.48∼20.19) to HRDD under off-peak period flow. However, the speed of near-saturation flow is less sensitive to HRDD, and thus, the speed sensitivity falls (absolute slope 7.89∼18.66) under peak-period flow. On the whole, the sensitivity of overall speed to HRDD could be ordered as follows: slight PD and peak flow; slight PD and off-peak flow; heavy PD and off-peak flow; heavy PD and peak flow.


#### 5.6.2. Flow on the Downstream Section

To analyze the impact of flow input and HRDD on the flow on the downstream section (F), flow input is taken as the x-axis, HRDD is taken as the y-axis, and F is taken as the z-axis. The relationship among F, flow input, and HRDD is plotted in Figure 10.Figure 10
Relationship amongF, flow input, and HRDD.The relationship betweenF and HRDD is as follows. The HRDD change has no significant impact on F when flow input is in a low-level range (400∼800). F decreases with the increase of HRDD, when flow input is in a high-level range (800∼2000). The larger the flow input is, the more sensitivity of F to HRDD is in this range. The relationship between F and flow input is as follows: F is proportional to flow input in the low-level range of HRDD (0∼0.6). The maximum of F does not correspond to flow input = 2000 veh/h in the high-level range of HRDD (0.6∼1).There is a phenomenon thatF is less than flow input when HRDD is high. From a microscopic perspective, we can explain it as follows. The PD causes the vehicle to decelerate. When flow input is small, even if the vehicle has decelerated, all the vehicles entering the segment can pass per simulation time. As the flow input increases, vehicle queue appears. More seriously, the queue could reach up to the section x = 0 m on segment. An overflow phenomenon has occurred in the simulation, and some vehicles will be queued outside the research segment. This is the reason why F < flow input in the condition of high HRDD.


#### 5.6.3. Traffic Capacity

Since we use the design flow of good road as one of the scenarios of flow input, under certain HRDD, the maximum ofF out of all the simulation experiments is taken as its road capacity C. The relationship between C and HRDD is plotted with scatter, as shown in Figure 11. When HRDD is in the low-level range (0∼0.3), C is stably above 1800 pcu/h. When HRDD is in the moderate-level range (0.3∼0.8), C varied sharply and declines by up to 40%. When HRDD is in the high-level range (0.8∼1), the magnitude of the declines is minor. The DoseResp model is used to fit the scatters. The fitting result is as shown in equation (12). Reduced chi-square and adjust R-square are 1251.52 and 0.997, respectively, which meet the requirement of fitting accuracy. The fitting curve shows that the relationship between C and HRDD is roughly in an inverse S shape:(12)C=1194.31+2289.231+10−2.490.56−HRDD.Figure 11
Relationship between road capacity and different types of PD indexes.At present, the PCI index is most frequently used to evaluate the magnitude of road PD. The PCI of the aforementioned 100 scenarios are turned to PCIs by normalization processing. The smaller the PCIs are, the better the road condition is. The scatters of C corresponding to PCIs are plotted as shown in Figure 11. The functional relationship between C and PCIs is fitted as equation (13). The reduced chi-square and adjust R-square are 19814 and 0.87, respectively, showing that the fitting results meet the accuracy requirements:(13)C=1462.39+2180.751+10−3.20.3−PCIs.We find some differences by comparing the two types of fitting curves.C decreases rapidly in the low-level range of PCIs (0∼0.5) and then maintains at a stable level in the high-level range of PCIs (0.5∼1). However, C keeps the trend of declining at a relatively constant rate corresponding to HRDD. When HRDD is between 0.1 and 0.8, the distance difference between the two curves is enlarged.In addition, the corresponding relationship between HRDD and PCIs is as shown in Figure 12. When HRDD is in the range of (0.1∼0.8), the PCIs of the same experiment background is generally lower than HRDD. That is the reason why PCIs is lower than HRDD corresponding to the same C in Figure 11.Figure 12
Corresponding relationship between HRDD and PCIs.The above differences between two indexes are caused by different calculation methods. While calculating HRDD, the initial physical PD degree is discounted terminally because the factors considered such as the sparsely agglomerated PD point layout and the standardized driving behaviors could improve traffic efficiency. As a comparison, PCIs only considers the physical structure of the road. Thus, the value of HRDD is smaller in most scenarios.The proposed index HRDD performs better on the aspect of reflecting traffic efficiency when compared to PCIs. We can see that HRDD has a relatively stable sensitivity to C in the whole range of the HRDD value, whereas PCIs cannot reflect the changing of traffic efficiency in part range (0.5∼1) in Figure 11.


## 5.1. Description of the Research Segment

A segment of Fenghua Road in Ningbo City was selected. Fenghua Road is an artery undertaking both commuting and freight transport. There is a high ratio of HGVs in its traffic components. Because of the early construction of Fenghua Road, PD point occurs frequently. One bad surface condition is shown in Figure4.Figure 4
Bad surface condition on Fenghua Road.
(a)
(b)During the road maintenance from November 2015 to the end of August 2018, Fenghua Road was narrowed into two-way four lanes (previously two-way six lanes). The starting point of the research segment is the South Gate of Ningbo University of Technology. The distance between the starting point and the westbound ending point is about 1 km. The traffic survey was organized in September 2017. During that time, the potholes of the research segment were mainly located at I, II, III, and IV, as shown in Figure5.Figure 5
Distribution of potholes on Fenghua Road.The private cars, HGVs, and buses accounted for 52.7%, 42.6%, and 4.7% respectively, in this segment. When no pothole occurs on this road, the free-flow speed of private cars, HGVs, and buses are 50 km/h, 40 km/h, and 40 km/h, respectively. The arrival flow in the rush hour is about 1700–1900 veh/h, and the flow rate in the off-peak period is about 1200–1400 veh/h during the survey period. The time distribution of the upstream arrival flow of the day is shown in Figure6.Figure 6
Dynamic distribution of the upstream arrival flow on Fenghua Road.


## 5.2. Determination of the Lane-Cell Length

The lane-cell length is determined by the heaviest pothole on the whole Fenghua Road during the construction and reparation period. The relevant parameters obtained by the survey are shown in Table2.Table 2
Traffic characteristic parameters of the heaviest pothole.
Parameter
l
1
v
h
v
0
a
HGV
Car
HGV
Car
HGV
Car
Value
12.86 m
2.22 m/s
3.12 m/s
12.8 m/s
13.8 m/s
3.33 m/s2
4.46 m/s2According to equation (1), the length l2 of the buffer zone is 18.35 m. Thus, the length l0 of the lane cell is 49.56 m. l0 is set to 50 m by rounding. Thereby, the investigated link is divided into 40 lane cells.


## 5.3. Calculation of HRDD

Take the center position of the lane cell as thex-axis and the corresponding vehicle speed as the y-axis. The speed characteristics of different positions are described by the maximum speed vmax, the 85th percentile speed v85, the average speed v¯s, the 15th percentile speed v15, and the minimum speed vmin, as shown in Figure 7. The segment can be divided into three areas based on pothole positions and speed classification: upstream road of pothole I (x < 225 m), road between two potholes I and III (225 < x < 675 m), and downstream road of pothole III (x > 675 m). Regarding the trend of v¯s, it descends with the increase of cell code in the first area; it rises first and then descends in the second area; it rises to approximate the normal speed and then maintains the speed till out of the segment. The speed trend is in a W-shape throughout the entire segment. From the perspective of speed stability, the speed dispersion (v85−v15) is large in the first area; it diffuses rapidly first and then aggregates in the second area, and it aggregates rapidly in the third area.Figure 7
Speed characteristics of different positions on the investigated section.In Figure7, the speed of each section reflects the average value of two side-by-side lane cells. Actually, we also recorded the speed of each lane cell (specifically for positions I, II, III, and IV). Provided vehicle speed of the lane cell, the PD degrees of lane cell I, II, III, and IV are 0.5, 0.25, 0.25, and 1, respectively, via calculation of equation (2).In this PD scenario,D0 = 0.5, f1 = 0, f2 = 0.8, and f3 = 0.35. Therefore, the HRDD of this scenario is 0.1.


## 5.4. Simulation Settings

In this paper, the lane cell is set by the reduced speed areas that the average speed of the reduced speed area is equal to the average speed of passing the corresponding PD cell. In other words, it is necessary to convertγi into desired speed in the lane cell. The matching results between γi and the desired speed are shown in Table 3. Among them, the upper and lower bounds of the desired speed correspond to the maximal and minimal speeds in equation (2).Table 3
Matching results between the PD degree and the desired speed.
γ
i
Desired speed (km/h)
Car
HGV and bus
0.00
44∼58
40∼48
0.25
34∼44
32∼40
0.50
26∼34
24∼32
0.75
18∼26
16∼24
1.00
10∼18
5∼16


## 5.5. Scenario Design of PD Point Combination

To study the degree influence of PD on traffic efficiency in different flow periods, the range of flow input in simulation is 400∼2000 with the interval of 100. The stratified sampling method was used to design 100 PD point scenarios for traffic characteristic analysis. In order to check whether the values of the coefficients tour each subinterval within their ranges, the values ofD0, f1, f2, and f3 are taken as the x-axis with an interval of 0.1 and the counts of occurrence are taken as the y-axis. The frequency histograms of each coefficient are shown in Figure 8. The results show that D0, f1, f2, and f3 of the 100 simulation scenarios generated could tour all the subintervals.Figure 8
Distribution rule of each coefficient of simulation scenarios: (a)D0; (b) f1; (c) f2; (d) f3.
(a)
(b)
(c)
(d)


## 5.6. Analysis of Traffic Characteristics

### 5.6.1. Overall Speedv¯ on the Segment

HRDD is taken as thex-axis, and the overall speed v¯ on the segment is taken as the y-axis. The relationship between HRDD and v¯ under different flow inputs is plotted as shown in Figure 9.Figure 9
Relationship amongv¯, HRDD, and flow input.Figure9 shows the tendency that the v¯ on the whole research segment decreases with the increase of HRDD, which demonstrate the effective relation between the proposed HRDD and traffic efficiency. The absolute value of slope of v¯ is 26.27∼45.22 under the low-level range of HRDD (0∼0.6), which shows obvious degradation of v¯ with the increase of HRDD. In this range, the magnitude of flow input has a significant impact on the change of v¯. The absolute value of slope of v¯ is 32.88∼45.52 under the peak-period flow input (1000–2000), whereas 26.27∼31.37 is under the off-peak-period flow input (400–900). The absolute value of slope of v¯ is 7.89∼20.19 under the high-level range of HRDD (0.6∼1). The speed v¯ is still sensitive (absolute slope 18.48∼20.19) to HRDD under off-peak period flow. However, the speed of near-saturation flow is less sensitive to HRDD, and thus, the speed sensitivity falls (absolute slope 7.89∼18.66) under peak-period flow. On the whole, the sensitivity of overall speed to HRDD could be ordered as follows: slight PD and peak flow; slight PD and off-peak flow; heavy PD and off-peak flow; heavy PD and peak flow.


### 5.6.2. Flow on the Downstream Section

To analyze the impact of flow input and HRDD on the flow on the downstream section (F), flow input is taken as the x-axis, HRDD is taken as the y-axis, and F is taken as the z-axis. The relationship among F, flow input, and HRDD is plotted in Figure 10.Figure 10
Relationship amongF, flow input, and HRDD.The relationship betweenF and HRDD is as follows. The HRDD change has no significant impact on F when flow input is in a low-level range (400∼800). F decreases with the increase of HRDD, when flow input is in a high-level range (800∼2000). The larger the flow input is, the more sensitivity of F to HRDD is in this range. The relationship between F and flow input is as follows: F is proportional to flow input in the low-level range of HRDD (0∼0.6). The maximum of F does not correspond to flow input = 2000 veh/h in the high-level range of HRDD (0.6∼1).There is a phenomenon thatF is less than flow input when HRDD is high. From a microscopic perspective, we can explain it as follows. The PD causes the vehicle to decelerate. When flow input is small, even if the vehicle has decelerated, all the vehicles entering the segment can pass per simulation time. As the flow input increases, vehicle queue appears. More seriously, the queue could reach up to the section x = 0 m on segment. An overflow phenomenon has occurred in the simulation, and some vehicles will be queued outside the research segment. This is the reason why F < flow input in the condition of high HRDD.


### 5.6.3. Traffic Capacity

Since we use the design flow of good road as one of the scenarios of flow input, under certain HRDD, the maximum ofF out of all the simulation experiments is taken as its road capacity C. The relationship between C and HRDD is plotted with scatter, as shown in Figure 11. When HRDD is in the low-level range (0∼0.3), C is stably above 1800 pcu/h. When HRDD is in the moderate-level range (0.3∼0.8), C varied sharply and declines by up to 40%. When HRDD is in the high-level range (0.8∼1), the magnitude of the declines is minor. The DoseResp model is used to fit the scatters. The fitting result is as shown in equation (12). Reduced chi-square and adjust R-square are 1251.52 and 0.997, respectively, which meet the requirement of fitting accuracy. The fitting curve shows that the relationship between C and HRDD is roughly in an inverse S shape:(12)C=1194.31+2289.231+10−2.490.56−HRDD.Figure 11
Relationship between road capacity and different types of PD indexes.At present, the PCI index is most frequently used to evaluate the magnitude of road PD. The PCI of the aforementioned 100 scenarios are turned to PCIs by normalization processing. The smaller the PCIs are, the better the road condition is. The scatters of C corresponding to PCIs are plotted as shown in Figure 11. The functional relationship between C and PCIs is fitted as equation (13). The reduced chi-square and adjust R-square are 19814 and 0.87, respectively, showing that the fitting results meet the accuracy requirements:(13)C=1462.39+2180.751+10−3.20.3−PCIs.We find some differences by comparing the two types of fitting curves.C decreases rapidly in the low-level range of PCIs (0∼0.5) and then maintains at a stable level in the high-level range of PCIs (0.5∼1). However, C keeps the trend of declining at a relatively constant rate corresponding to HRDD. When HRDD is between 0.1 and 0.8, the distance difference between the two curves is enlarged.In addition, the corresponding relationship between HRDD and PCIs is as shown in Figure 12. When HRDD is in the range of (0.1∼0.8), the PCIs of the same experiment background is generally lower than HRDD. That is the reason why PCIs is lower than HRDD corresponding to the same C in Figure 11.Figure 12
Corresponding relationship between HRDD and PCIs.The above differences between two indexes are caused by different calculation methods. While calculating HRDD, the initial physical PD degree is discounted terminally because the factors considered such as the sparsely agglomerated PD point layout and the standardized driving behaviors could improve traffic efficiency. As a comparison, PCIs only considers the physical structure of the road. Thus, the value of HRDD is smaller in most scenarios.The proposed index HRDD performs better on the aspect of reflecting traffic efficiency when compared to PCIs. We can see that HRDD has a relatively stable sensitivity to C in the whole range of the HRDD value, whereas PCIs cannot reflect the changing of traffic efficiency in part range (0.5∼1) in Figure 11.


## 5.6.1. Overall Speedv¯ on the Segment

HRDD is taken as thex-axis, and the overall speed v¯ on the segment is taken as the y-axis. The relationship between HRDD and v¯ under different flow inputs is plotted as shown in Figure 9.Figure 9
Relationship amongv¯, HRDD, and flow input.Figure9 shows the tendency that the v¯ on the whole research segment decreases with the increase of HRDD, which demonstrate the effective relation between the proposed HRDD and traffic efficiency. The absolute value of slope of v¯ is 26.27∼45.22 under the low-level range of HRDD (0∼0.6), which shows obvious degradation of v¯ with the increase of HRDD. In this range, the magnitude of flow input has a significant impact on the change of v¯. The absolute value of slope of v¯ is 32.88∼45.52 under the peak-period flow input (1000–2000), whereas 26.27∼31.37 is under the off-peak-period flow input (400–900). The absolute value of slope of v¯ is 7.89∼20.19 under the high-level range of HRDD (0.6∼1). The speed v¯ is still sensitive (absolute slope 18.48∼20.19) to HRDD under off-peak period flow. However, the speed of near-saturation flow is less sensitive to HRDD, and thus, the speed sensitivity falls (absolute slope 7.89∼18.66) under peak-period flow. On the whole, the sensitivity of overall speed to HRDD could be ordered as follows: slight PD and peak flow; slight PD and off-peak flow; heavy PD and off-peak flow; heavy PD and peak flow.


## 5.6.2. Flow on the Downstream Section

To analyze the impact of flow input and HRDD on the flow on the downstream section (F), flow input is taken as the x-axis, HRDD is taken as the y-axis, and F is taken as the z-axis. The relationship among F, flow input, and HRDD is plotted in Figure 10.Figure 10
Relationship amongF, flow input, and HRDD.The relationship betweenF and HRDD is as follows. The HRDD change has no significant impact on F when flow input is in a low-level range (400∼800). F decreases with the increase of HRDD, when flow input is in a high-level range (800∼2000). The larger the flow input is, the more sensitivity of F to HRDD is in this range. The relationship between F and flow input is as follows: F is proportional to flow input in the low-level range of HRDD (0∼0.6). The maximum of F does not correspond to flow input = 2000 veh/h in the high-level range of HRDD (0.6∼1).There is a phenomenon thatF is less than flow input when HRDD is high. From a microscopic perspective, we can explain it as follows. The PD causes the vehicle to decelerate. When flow input is small, even if the vehicle has decelerated, all the vehicles entering the segment can pass per simulation time. As the flow input increases, vehicle queue appears. More seriously, the queue could reach up to the section x = 0 m on segment. An overflow phenomenon has occurred in the simulation, and some vehicles will be queued outside the research segment. This is the reason why F < flow input in the condition of high HRDD.


## 5.6.3. Traffic Capacity

Since we use the design flow of good road as one of the scenarios of flow input, under certain HRDD, the maximum ofF out of all the simulation experiments is taken as its road capacity C. The relationship between C and HRDD is plotted with scatter, as shown in Figure 11. When HRDD is in the low-level range (0∼0.3), C is stably above 1800 pcu/h. When HRDD is in the moderate-level range (0.3∼0.8), C varied sharply and declines by up to 40%. When HRDD is in the high-level range (0.8∼1), the magnitude of the declines is minor. The DoseResp model is used to fit the scatters. The fitting result is as shown in equation (12). Reduced chi-square and adjust R-square are 1251.52 and 0.997, respectively, which meet the requirement of fitting accuracy. The fitting curve shows that the relationship between C and HRDD is roughly in an inverse S shape:(12)C=1194.31+2289.231+10−2.490.56−HRDD.Figure 11
Relationship between road capacity and different types of PD indexes.At present, the PCI index is most frequently used to evaluate the magnitude of road PD. The PCI of the aforementioned 100 scenarios are turned to PCIs by normalization processing. The smaller the PCIs are, the better the road condition is. The scatters of C corresponding to PCIs are plotted as shown in Figure 11. The functional relationship between C and PCIs is fitted as equation (13). The reduced chi-square and adjust R-square are 19814 and 0.87, respectively, showing that the fitting results meet the accuracy requirements:(13)C=1462.39+2180.751+10−3.20.3−PCIs.We find some differences by comparing the two types of fitting curves.C decreases rapidly in the low-level range of PCIs (0∼0.5) and then maintains at a stable level in the high-level range of PCIs (0.5∼1). However, C keeps the trend of declining at a relatively constant rate corresponding to HRDD. When HRDD is between 0.1 and 0.8, the distance difference between the two curves is enlarged.In addition, the corresponding relationship between HRDD and PCIs is as shown in Figure 12. When HRDD is in the range of (0.1∼0.8), the PCIs of the same experiment background is generally lower than HRDD. That is the reason why PCIs is lower than HRDD corresponding to the same C in Figure 11.Figure 12
Corresponding relationship between HRDD and PCIs.The above differences between two indexes are caused by different calculation methods. While calculating HRDD, the initial physical PD degree is discounted terminally because the factors considered such as the sparsely agglomerated PD point layout and the standardized driving behaviors could improve traffic efficiency. As a comparison, PCIs only considers the physical structure of the road. Thus, the value of HRDD is smaller in most scenarios.The proposed index HRDD performs better on the aspect of reflecting traffic efficiency when compared to PCIs. We can see that HRDD has a relatively stable sensitivity to C in the whole range of the HRDD value, whereas PCIs cannot reflect the changing of traffic efficiency in part range (0.5∼1) in Figure 11.


## 6. Conclusion

This paper divides the road into lane cells and then defines the PD degree of lane cell by calculating the reduction ratio of average speed. In the next step, four coefficients, namely, (1) the aggregated PD value of road, (2) the density coefficient of PD cells, (3) the dispersion coefficient of PD cells, and (4) the lane-changing coefficient, are proposed to describe four aspects of the impact on the traffic efficiency. HRDD is synthesized by these four coefficients. The feasibility of the calculation process and performance of HRDD are analyzed through the case study.The result shows that the inverse correlation of the overall speed with flow rate and HRDD. The sensitivity of overall speed to HRDD could be ordered as following intervals: slight PD and peak flow; slight PD and off-peak flow; heavy PD and off-peak flow; heavy PD and peak flow. The increase of flow rate would aggravate the traffic efficiency loss under the same PD scenario. The road capacity and HRDD are in inverse relationship. Compared to PCIs calculated only based on physical structure features of PD points, the value of HRDD is smaller in the same PD scenario. Additionally, HRDD has a relatively stable sensitivity to road capacity in the whole range of the HRDD value, whereas PCIs cannot reflect the changing of road capacity in part range (0.5∼1). It indicates that HRDD is more suitable to illustrate the variation of traffic efficiency under the PD.Most previous PD indicators are only applicable to civil engineering, whereas there is a wider scope for the application of HRDD. Our proposed index could be used to guide the management of transportation infrastructures and travel demand.



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*Source: 8628235-2019-06-25.xml*