ModelingAccelerationandDecelerationRates forTwo-LaneRural Highways Using Global Positioning System Data

Several past studies developed acceleration/deceleration rate models as a function of a single explanatory variable. Most of them were spot speed studies with speeds measured at specific locations on curves (usually midpoint of the curve) and tangents to determine acceleration and deceleration rates. Fewer studies adopted an estimated value of 0.85m/s for both deceleration and acceleration rates while approaching and departing curves, respectively. In this study, instrumented vehicles with a high-end GPS (global positioning system) device were used to collect the continuous speed profile data for two-lane rural highways. .e speed profiles were used to locate the speeds at the beginning and end of deceleration/acceleration on the successive road geometric elements to calculate the deceleration/acceleration rate. .e influence of different geometric design variables on the acceleration/ deceleration rate was analysed to develop regression models. .is study also inspeced the assumption of constant operating speed on the horizontal curve. .e study results indicated that mean operating speeds measured at the point of curvature (PC) or point of tangency (PT), the midpoint of curve (MC), and the end of deceleration in curve were statistically different. Acceleration/ deceleration rates as a function of different geometric variables improved the accuracy of models. .is was evident from model validation and comparison with existing models in the literature. .e results of this study highlight the significance of using continuous speed profile data to locate the beginning and end of deceleration/acceleration and considering different geometric variables to calibrate acceleration/deceleration rate models.


Introduction
Road infrastructure, vehicle, and human factors are the three concurrent factors causing road crashes [1,2]. Specifically, the road infrastructure factor accounts for 34 percent of road crashes [3]. As per the Ministry of Road Transport and Highways report, approximately 20,000 fatal crashes and 64,000 severe injuries were reported on curved roads in India [4]. One of the key factors responsible for these crashes is the lack of geometric design consistency relating drivers' expectations with the road geometric features. For this, the interaction between road infrastructure and human factors has been commonly studied for the evaluation of geometric design consistency. In this context, geometric design consistency can be defined as how likely the drivers' expectations are met with the geometric design features of the road [5,6]. A good consistent roadway optimizes surprising events and allows to maintain consistent operating speed meeting the drivers' expectations leading to safe maneuvers. Conversely, an inconsistent roadway brings in unexpected events for drivers, resulting in inconsistent operating speed and thereby increasing the chance of crashes [2].
ere are various measures available to evaluate geometric design consistency: operating speed, side friction, vehicle dynamics, alignment indices, and mental workload [7,8]. Among these, operating speed measure is commonly used to develop speed profile models for the design consistency evaluation. ere are two types of operating speed consistency models: local and global. Local consistency models are used to assess the design consistency of a single element (tangent or curve) or successive geometric elements (tangent and curve), whereas global consistency models are used to assess the consistency of the entire road segment [2]. Speed models along with the deceleration and acceleration rates when approaching and departing horizontal curves, respectively, are used in developing speed profiles for the design consistency evaluation of road segments [9].
Several studies assumed complete deceleration (or acceleration) on the tangents while approaching (or departing) a curve, and their rates equal to 0.85 m/s 2 [10][11][12]. Limited studies estimated deceleration/acceleration rate when approaching or departing horizontal curves for two-lane rural highways [13,14]. e studies mentioned above assumed constant speed on the horizontal curves and measured speed at the MC (midpoint of the curve) and specific locations on the tangents for the estimation of acceleration/ deceleration rate. Most of the studies measured the maximum operating speed at or below 200 or 300 m from PC on the total available tangent length [15][16][17][18]. A recent study by Malaghan et al. [19] found that deceleration begins even beyond 200 or 300 m on the long tangents, which needs to be considered while measuring maximum operating speed on the tangent, thereby in the calculation of acceleration/deceleration rate. Fewer studies developed acceleration/deceleration rate models using instrumented vehicle data [5,20,21]. Most of these studies developed deceleration and acceleration rate models depending on a single explanatory variable, i.e., horizontal curve radius [22]. e influence of different geometric design variables on the acceleration/ deceleration rates and an approach for selecting a final subset of variables from a set of geometric design variables for the proposed models were not detailed in the previously mentioned studies.
ere is a direct correlation between operating speed variability or deceleration/acceleration rates on consecutive road geometric elements and crash rate to evaluate geometric design consistency [23,24]. For instance, in the local consistency evaluation, the threshold values of speed reduction and deceleration/acceleration rate for the tangentto-curve (or curve-to-tangent) are considered for the design consistency checks as listed in Table 1 [24,25]. e consistency index based on the inertial operating speed is another local design consistency evaluation method [9]. In this method, operating speed and deceleration/acceleration rate models are required to construct operating speed and inertial operating speed profiles. e difference in the speed profiles and crash rates are used to propose inertial consistency index (ICI) values to assess geometric design consistency. e global consistency models predict the number of crashes on the road segment considering the entire road segment's overall speed variation [2]. e operating speed and inertial operating speed profiles are required to determine the consistency parameter in the global consistency model. us, operating speed, deceleration, and acceleration rate models are required to construct the speed profiles in both local and global consistency models. e present study attempts to understand the deceleration and acceleration movements on the successive road geometric elements without making any assumptions about speed variation. e maximum operating speed (or beginning of deceleration) even beyond 200 or 300 m on the long tangents were measured to calculate the acceleration/ deceleration rate. e study also details the selection of the best explanatory variables from a set of variables to develop robust and reliable models for the prediction of acceleration and deceleration rates. In the present study, passenger cars equipped with a high-end global positioning system (GPS) were used to collect continuous speed profile data for twolane rural highways in India. All subset regression approach was used to inspect every possible model, and the best model is proposed to predict deceleration and acceleration rates. is paper is organized as follows: Section 2 reviews the literature relevant to deceleration and acceleration rates while approaching and departing curves, respectively. Section 3 outlines the objectives of this research study. Section 4 presents the data and study methodology. e preliminary data analysis and model development are presented in subsequent Sections 5 and 6. e developed models are validated and compared with the existing models from the literature in Section 7. is is followed by a discussion in Section 8. e conclusions with the findings are listed in Section 9. Finally, the limitations and future research scope are presented in Section 10.

Literature Review
Previous research showed that limited studies are available to predict the deceleration and acceleration rates experienced by drivers while approaching and departing horizontal curves, respectively [22]. e literature relevant to the estimation of deceleration and acceleration rates can be divided into three groups based on the type of device used in data collection.

Deceleration/Acceleration Rate Models Using Spot Speed
Measurements. Lamm et al. [10] marked eleven spots with 250 feet interval along the tangent section from the beginning of the curve to measure spot speeds. e authors studied the deceleration and acceleration movements from tangent-to-curve and curve-to-tangent at curves where speeds of 30 mph, 35 mph, and 40 mph were recommended. e deceleration (or acceleration) was found to begin (or end) at about 700 to 750 feet from the end of the curve. e study results also showed a difference of 4 to 5 mph in operating speed between PC (point of curvature) and PT (point of tangency). e assumption of constant operating speed throughout the horizontal curves and entire deceleration (or acceleration) to complete on tangent sections was considered without statistical validation albeit speed difference was observed at the curve ends. Relating to a distance of 750 feet, the deceleration and acceleration rate of 0.85 m/ s 2 was proposed without validation. Further studies [11,12,26] adopted this value of deceleration (or acceleration) rate to assess the geometric design consistency for two-lane rural highways. Collins and Krammes [13] tested the validity of proposed deceleration and acceleration rates (0.85 m/s 2 ). Operating speed was measured using infrared photoelectronic sensors at PC, PT, MC, and quarter-point of the curve (QP), and at every 60 m interval up to 240 m on the approach tangent from PC. e results of their study concluded that the value of 0.85 m/s 2 was reasonable for the deceleration rate while approaching the curve, whereas the value of 0.85 m/s 2 for the acceleration rate while departing horizontal curve was found statistically insignificant.
In the aforementioned studies, models to estimate the deceleration and acceleration rates were not developed. Also, the deceleration and acceleration rates estimated were based on the assumptions of entire speed variations on the approach/departure tangents and constant speed throughout the curve. Fitzpatrick et al. [27] measured free-flow speeds using Light Detection and Ranging (Lidar) guns at PC, PT, MC, and QP, and at every 50 m interval up to 200 m on the tangent sections from the ends of a curve. e analysis results revealed that deceleration and acceleration occurred even inside the curves. e authors also found that the deceleration and acceleration rates were significantly different and not equal to 0.85 m/s 2 . e authors developed a deceleration rate model as a function of radius for a specified range of radii and also presented the values of deceleration and acceleration rates for different ranges of radii as shown in Table 2. A similar study by Figueroa and Tarko [28] measured speed using a speed gun at PC and PT, and at 91.4 m into approach and departure tangents from the ends of the curve to determine acceleration and deceleration rates. e authors developed acceleration and deceleration rate models by an iterative calibration process. e mean deceleration and acceleration rates were found to be approximately 0.732 m/s 2 and 0.488 m/s 2 , respectively, for a 16.1 km/h speed reduction. e results of their study concluded that made 66 percent of decelerations completed on approach tangents and 72 percent of acceleration on departure tangents from the ends of curves.
Previous studies measured operating speed at specific locations on the tangents and curves to determine acceleration/deceleration rate. Similarly, Sil et al. [29] determined that drivers rightly perceive and evaluate the curve sharpness 50 m ahead of the PC. us, drivers begin deceleration at 50 m from PC and end the deceleration at the MC to negotiate the curve. On the other hand, Jacob and Anjaneyulu [1] found that drivers begin their deceleration at 60 m from PC and attain minimum speed near the MC. e studies mentioned above developed operating speed models for geometric elements (tangents, curves, and tangent-to-curve) with speeds measured at specific locations. However, the studies did not determine the acceleration/deceleration rate.
In the abovementioned studies, spot speed devices allowed single point speed measurements at specified locations on the tangent and curve. To overcome this limitation and to understand speed variations precisely on the tangent-to-curve (or curve-to-tangent), continuous speed profiles were studied by several researchers using driving simulators and vehicles instrumented with GPS devices.

Deceleration/Acceleration Rate Models Using Driving
Simulator. Bella [14] investigated the assumption of constant operating speed throughout the horizontal curve and also developed deceleration/acceleration rate models. e results of their statistical analysis supported the assumption of constant operating speed throughout the horizontal curve and the value of speed equal to that at the MC. e authors developed deceleration and acceleration rate models as a function of radius and maximum operating speed on a tangent. e acceleration/deceleration rates were calculated with speeds measured at the midpoint of the horizontal curves. e study concluded that the 85 th percentile value for deceleration and acceleration rates were not equal and significantly different from a value of 0.85 m/s 2 . is conclusion is in line with the conclusion made by Fitzpatrick et al. [27]. Choudhari and Maji [30] did not support the assumption of constant operating on the horizontal curve. e authors measured operating speed at 200 m from PC on the tangent and speed on the curve at the end of deceleration to develop an 85 th percentile maximum speed reduction (85MSR) model.
On the other hand, a study by Montella et al. [16] used a driving simulator and analysed continuous speed profiles from tangent-to-curve and curve-to-tangent. e study findings did not support the assumption of constant operating speed on the horizontal curve, which is in line with the conclusion made by Bella [14]. e 85 th percentile deceleration rate for individual drivers was estimated to be 1.30 m/s 2 . However, the 85 th percentile acceleration rate was found to be 0.85 m/s 2 for individual drivers, which is in agreement with the value recommended by Lamm et al. [10]. ey also concluded that the acceleration/deceleration rates estimated from individual drivers were greater than those estimated considering the entire driver population.
Another study by Montella et al. [31] investigated continuous speed profiles obtained using a driving simulator and developed operating speed and acceleration/deceleration rate models for a two-lane rural highway. e deceleration rates were greater than the acceleration rates, which agree with other studies [28,31,32]. e deceleration rate was found to be 1.58 times higher than the acceleration rate for a curve with a radius of 800 m. On a curve radius of 125 m, the deceleration rate value was found to be 5 times higher than the acceleration rate. e value of deceleration and acceleration rates was found to be 0.77 m/s 2 and 0.29 m/ s 2 , respectively, for middle curve radius (R � 400 m). For curves with small radii, the end of deceleration was close to the midpoint of the curve (MC) and the beginning of deceleration near the curve end. With the increase in curve radii, the deceleration ended towards the point of curvature (PC), and acceleration began near the MC. e limitations of driving simulators such as low-risk awareness, lack of dynamic visualization of road scenario, and limitations in vestibular and motion cues cannot make the driving task completely realistic [33]. Hence, vehicles instrumented with a GPS device were used to obtain data from the real-world to develop reliable acceleration and deceleration rate models.

Deceleration/Acceleration Rate Models Using Vehicles
Instrumented with GPS. Pérez-Zuriaga et al. [20] equipped passenger cars with a GPS device to determine accurately the beginning and end of deceleration on the successive road geometric elements. e authors developed two deceleration rate models, one with a curvature change rate and the other with the radius as an explanatory variable. e results of their study indicated that 45 percent of the curve length is affected by deceleration and in 58 percent of sites, the deceleration ended before MC. Another study by Pérez-Zuriaga et al. [21] proposed two deceleration rate models for tangent-to-curve transitions. e explanatory variable in the first model was radius whereas the shape of the transition curve was for the second model. e 85 th percentile values ranged between 0.3 m/s 2 and 1.7 m/s 2 for both asymptotic models. e results of their study also concluded that the hypothesis of the constant operating speed on the curves is only true in 8.35 percent of the cases.
Most of the past research performed data collection in the daytime and developed deceleration and acceleration rate models as a function of only one variable, i.e., horizontal curve radius [22]. us, Hu and Donnell [22] aimed to model acceleration and deceleration rates for complex twolane rural highways with experiments conducted during night-time. e explanatory variables for the models included several geometric variables such as horizontal curve length, curve radius, curve direction, and a vertical curve index. e acceleration and deceleration rates in their study ranged between − 1.34 m/s 2 and +1.31 m/s 2 . However, the applicability of the models for the road segments in daylight conditions was not validated.
Montella et al. [17] on the other hand studied driver behavior for speed choice and deceleration and acceleration performance on four-lane rural highways. e authors concluded that drivers' speed did not remain constant throughout the horizontal curves with 52 percent of drivers experiencing deceleration in the curves. e study also found that the values of acceleration and deceleration rates from individual drivers were greater than acceleration and deceleration rates used to draw speed profiles. Table 3 shows summary of deceleration and acceleration rate models from the existing literature.
A naturalistic driving study by Nama et al. [39] fitted a GPS device in passenger cars for the speed data collection on four-lane divided highways in mountainous terrain. e operating speed data were divided at every 4 m interval from tangent-to-curve and curve-to-tangent to draw an average position speed (APS) profile and acceleration/deceleration profile obtained from APS. e maximum, minimum, and average acceleration/deceleration rates were determined at every 4 m interval from the APS. e maximum deceleration and acceleration rate were determined to be 0.013 and 0.684 m/s 2 , respectively. e geometric variables such as curve radius, tangent length, and gradient significantly influenced the acceleration/deceleration rate.
Most of the previous studies measured the operating speed at or below 200 or 300 m on the long tangents to develop speed and acceleration/deceleration rate models [15-18, 21, 30, 40-43]. A recent study by Malaghan et al. [19] analysed the distribution of maximum and minimum speed positions considering the entire length of tangent and curves. e results of the probability distributions showed that maximum speed positions (or beginning of deceleration) are found to occur even beyond 200 or 300 m on the long tangents. Authors found that the 85 th percentile maximum operating speed on the entire length of tangent (V 85tmax ) and the 85 th percentile speed measured at 200 m (V 85(app-max) ) on the tangent are found to be significantly different. Hence, the speed at the beginning of deceleration (or maximum speed point) on the entire length of the long tangent should be considered to determine V 85tmax and thereby calculate the 85 th percentile acceleration/deceleration rate. is results in accurate determination of speed, acceleration and deceleration rates, and classifying road geometric elements (e.g., good, fair, and poor) in evaluating design consistency. e driver's heightened alertness due to GPS device presence in the short-term instrumented vehicle might influence the driver's normal operating speed (Dhahir and Yasser [44]). e drivers were informed about the purpose of fitting the GPS device to minimize its influence on driving behavior. e drivers were instructed that the GPS device will be fitted to the car's windshield, and the data collected will be utilized for the institute's research project and not for any legal enforcement. Also, the drivers were encouraged to drive as they usually do. In this way, drivers were encouraged to maintain normal driving behavior as they usually do. A similar approach was used by Montella et al. [17] and Pérez-Zuriaga et al. [20] for collecting data using GPS devices.
Summarizing the literature, the acceleration and deceleration rates were estimated approximately to an average value of 0.85 m/s 2 .
is value was proposed with speed measured at MC and specific locations on the approach/ departure tangents, assuming constant speed on the entire length of the curve. Further studies concluded that the acceleration and deceleration rates were not equal and different from the recommended value of 0.85 m/s 2 . Hence, fewer studies developed models supporting the assumption mentioned above with speed measured at MC and predefined specific locations on the tangents. Other studies proposed models with speeds measured at the beginning and end of deceleration on the successive road geometric elements. However, most of the previous studies measured the maximum operating speed (or beginning of deceleration) at or below 200 or 300 m from PC of the total available tangent length on the long tangents. Besides, most of these models were developed with variation explained by one explanatory variable. e deceleration/acceleration rate models are not proposed for two-lane rural highways using continuous speed data in developing countries such as India. With this motivation, this study measured the operating speeds at the beginning and end of deceleration on the entire length of geometric elements (tangents and curve) to develop accurate acceleration/deceleration rate models.

Geometric Data.
Five two-lane rural highways in the states of Telangana and Karnataka, India, were selected to conduct the experiment. e alignment of the rural highways was determined as per the existing field conditions using Google Earth and highway design software (AutoCAD Civil 3D). e primary road geometric data such as curve radius, curve length, deflection angle, degree of curve, tangent length, and alignment length were obtained from the design software. Researchers studied the influence of curves with and without spiral transition on speed [45,46]. eir study's findings indicate that curves with spiral transitions did not significantly affect the speed at which passenger cars traversed the curves without spiral transitions. Hence, the spiral transition curves were not introduced between the horizontal curve and the tangent while determining the geometric design details of the existing road sections. Table 4 presents the summary of geometric features for the road segments. e secondary data such as lane width and paved and unpaved shoulder width were measured from the field. e carriageway width varied between 7.0 and 8.0 m. e paved and earthen shoulder-width ranged from 1.0-1.5 m and 1.0-2.0 m, respectively.
In this study, the selected road sections were visited, and pilot study concerning pavement condition was made during field visits. e pavement condition for the chosen road sections was good without major pavement distresses affecting operating speed. e selected rural highway segments were away from the major intersections, and merging/ diverging approaches representing low traffic volume, and good pavement conditions to ensure the influence of road geometry on the operating speed.

GPS Data.
e different types of light motor vehicles such as hatchback, sedan, and sports utility vehicles were used in data collection for two-lane rural highways. e different vehicle types were clubbed under one category, "passenger car" for further analysis and model development.
e performance indicators of the passenger cars are presented in Table 5. e passenger cars were fitted with a 10 Hz GPS data logger with the camera mounted on the front windshield below the rear-view mirror, magnetic antenna fixed on the rooftop, and GPS box placed near the dashboard, as shown in Figure 1. Vehicle speed, distance, time, position coordinates at every 0.1 s, and high definition videos (1080p) at 60 frames per second (fps) were recorded and stored in the flash memory of the data logger. e experiment was conducted in the daytime under dry pavement conditions. Table 6 summarizes the number of samples collected for different road segments. e data collection was conducted by the research student with a total of 126 manhours spent in journey over a period of six months. e different classes of roads such as national highway, state highway, and major district road were included under category (NH/SH/MDR) for further analysis. e maximum speed achieved on the different road sections ranges between 85 and 115 km/h.

Participants' Profiles and Survey.
A total of 49 individuals volunteered in this study. Participants had an average age of 33 years (standard deviation � 9.58 years). e mean driving experience was 12 years (standard deviation � 9.77). A face-to-face interview survey was conducted for each individual at the end of their respective trips. e drivers' demographics data such as age, gender, driving experience, and occupation were collected. However, the demographics data were not included in the analysis for this study.

Data Extraction and Reduction.
e speed variation along the distance was segmented depending on the lengths of approach tangent/departure tangents, and curve for each sample as shown in Figure 2. Section A-A to C-C shows segmented data for speed variation on the approach tangent, Section B-B to F-F for the horizontal curve, and Section F-F to H-H for the departure tangent. e data were segmented referencing position coordinates using data analysis software (R studio) and highway design software. Speed variation on the approach tangent, horizontal curve, and departure tangent together constitutes a speed profile.
A minimum time headway between 4 and 6 s was recommended to avoid vehicular interaction to ensure the influence of road geometry on operating speed [8,27,47]. Hence, a time headway ≥5 s was considered for the speed profiles in the analysis. A total of 3,798-speed profiles were extracted while approaching and departing the curve. e speed profiles affected due to the influence of factors other than road geometry such as vehicle interaction (lead vehicles, overtaken vehicles, and oncoming traffic near or along the curve vicinity), sudden entry of animal (or pedestrian), speed hump on approach/departure tangents, and at PC/PT were removed. e removal of affected speed data resulted in 2,310-speed profiles for further analysis. e segmented data on the approach/departure tangent and the horizontal curve were used to extract the maximum speed on the approach tangent at Section B-B, the speed at PC (Section C-C), the speed at MC (Section D-D), minimum speed at Section E-E, the speed at PT (Section F-F), and maximum speed on the departure tangent at Section G-G as shown in Figures 2(a) and 2(b). e speeds at the aforesaid locations were extracted for all the speed profiles considered in the analysis.

Regression and Statistical
Tests. All subset regression approach was used for modeling acceleration and deceleration rates. is approach fits all the possible models based on the number of explanatory variables specified. For example, all subset regression approach fits 2 n models, where n is the number of explanatory variables in the dataset [48]. e relative quality of the developed models is assessed using the Akaike information criterion (AIC) and C p Mallows' statistic.

Akaike Information Criteria.
Akaike information criterion (AIC) is a mathematical method for an in-sample fit to predict the likelihood of a model to estimate future values [49]. In statistics, this criterion is used to test the relative quality of the different models for a given dataset. A best-fit model with the minimum AIC value explains the greatest variation with the fewest variables. e following equation is used to estimate the AIC values for the models: where L is the likelihood value and k is the number of estimated parameters. [50]. e C p statistic evaluates the models fit with different parameters when compared. e following equation is used to calculate C p statistic:

C p Mallows' Statistic. C p Mallows' statistic is another technique used for model choice in regression
where RSS is the residual sum of squares with p + 1 variables, σ 2 is the residual mean square, N is the sample size, and p is the number regressors. A plot with C p statistic versus p can be used to select a model.

Analysis for Speeds at Different
Locations. Speed data extracted from randomly selected five horizontal curve sites were used to compare the speeds at locations such as PC/PT, MC, and C v min (minimum speed location or the endpoint of deceleration) of a horizontal curve. A nonparametric test, Kolmogorov-Smirnov (K-S), was used to check the normality of speed data at a 5 percent level of significance. e normal probability distributions of speed data at different locations on the horizontal curve were plotted and presented in Figure 3. e parameters (mean and SD) of the normal distributions were estimated from the maximum likelihood method. e results of the K-S test and descriptive statistics of the speed data are presented in Table 7. e standard deviation (SD) of speed at PC/PT was 9.48 km/h, and approximately 6 km/h at MC/C v min . A higher standard deviation of speed at PC/PT is due to different lengths of short or long tangents approaching or departing a horizontal curve. e coefficient of variation (COV) measures relative variability in standard deviation from the mean. e higher value of COV at PC/PT (∼0.14) indicates more variation in the speed at PC/PT in comparison to that at the MC/C v min (∼0.11).
e speed distributions at MC and C v min were negatively skewed whereas positively skewed at PC/PT. e measure of central tendency (mean) confirmed the greater speed choice at PC/PT compared to MC and C v min (see Figure 3 and Table 7). e results for curve sites showed the ascending order of mean speed values at different locations on horizontal curves: PC/PT > MC > C v min .
An analysis of variance (ANOVA) test was performed to examine whether a statistically significant difference in mean speeds existed between speeds measured at different locations (PC/PT, MC, and C v min ) on the horizontal curves [51]. e formulation of the hypotheses was as follows: H 0 : the mean of speeds at different locations on the horizontal curve is statistically the same H 1 : the mean of speeds at different locations on the horizontal curve is statistically different ere was a statistically significant difference between group means of operating speeds measured at different locations as determined by one-way ANOVA F(2, 1085) � 506.72, p < 0.001. Tukey's honestly significant difference (Tukey's HSD) test was conducted to determine the pairwise difference in mean speeds at different locations [52]. e pairwise differences between group means of operating speeds at a 5 percent significance level are presented in Table 8. e mean operating speeds at PC/PT and C v min were significantly different from one another (p < 0.05). Similarly, mean operating speeds at MC and PC/ PT were significantly different from each other. A pairwise difference in mean speeds between MC and C v min was not significantly different. e confidence interval with 0 specifies pairs that are not significantly different.
e results of this study indicated that mean speeds at C v min and MC were not statistically different. However, the acceleration/deceleration rate was calculated without making any assumption for the occurrence of minimum speed at a specific location, i.e., MC, for more accurate results. e following equation is used to compute the 85 th percentile acceleration/deceleration rate:  Journal of Advanced Transportation where V 85t is the 85 th percentile maximum speed on the tangent, V 85c is the 85 th percentile minimum speed on the curve, and S is the distance between them.

Correlation Test.
A bivariate Pearson correlation analysis was performed to assess the strength of association between variables. e correlation coefficients are translated to descriptors based on the cutoff points: very weak (0.00-0.10), weak (0.10-0.39), moderate (0.40-0.69), strong (0.70-0.89), and very strong (0.90-1.00) [53]. e linear correlation between variables x and y (r xy ) for a given set of observations (n) is considered statistically significant if |r xy | ≥ 2/ � n √ as per the rule of thumb [54]. e threshold values (2/ � n √ ) between variables for acceleration and deceleration rates are presented in Table 9. e correlation matrix with correlation coefficient values between the variables is displayed in the upper triangle as shown in Figure 4. e correlation between curve length (L c ), curve radius (R), deflection angle (D a ), degree of curve (D c ), preceding tangent length (P tl ), succeeding tangent length (S tl ), and 85 th percentile deceleration rate (d 85 ) is shown in Figure 4(a). Similarly, the correlation between various geometric design variables and the 85 th percentile acceleration rate is shown in Figure 4(b). Positive correlations are shown in blue whereas negative correlations are shown in red color. In the diagram, color intensity is proportional to the value of the correlation coefficient. e statistical significance for correlation between variables is checked at a 95 percent significance level, and an insignificant relation is displayed without any color. e color intensity pattern is observed to be similar for both the correlation plots (see Figures 4(a) and 4(b)). e correlation between variables is rational and in the expected direction. Curve length and curve radius showed a strong negative correlation with the deceleration/acceleration rate whereas the degree of curve showed a strong positive correlation with the deceleration/acceleration rate. A moderate correlation was observed between the preceding tangent length and the deceleration/acceleration rate. Geometric design variables (curve length, curve radius, degree of curve, deflection angle, and tangent lengths) showed a moderate to a strong correlation between them.

Model Formulation
A regression model in the form given by equation (4) was formulated to estimate deceleration and acceleration rates while approaching or departing horizontal curves: e response variable y i can be 85 th percentile deceleration rate (d 85 ) or 85 th percentile acceleration rate (a 85 ). e explanatory variables (x 1 , x 2 , ..., x n ) can be either of the geometric design variables such as curve length (L c ), curve radius (R), deflection angle (D a ), degree of curve (D c ), preceding tangent length (P tl ), and succeeding tangent length (S tl ). e following conditions of the regression models were satisfied: (a) e coefficients of the explanatory variables were statistically significant at a 95 percent confidence interval (b) e relation between the response and explanatory variables was in the expected direction with rational interpretation (c) e value of variation inflation factor (VIF) was below a certain threshold value such that multicollinearity was not found among independent variables (d) e models satisfied the assumptions made in the OLS (ordinary least square) regression

Deceleration Rate
Model. e deceleration rate for each tangent-to-curve transition of all the road segments was calculated from equation (3). e process was repeated to all the collected sample data. en, the 85 th percentile deceleration rate (d 85 ) was determined for each tangent-to-curve transition. Regression models were developed with the 85 th percentile deceleration rate as a function of various geometric design variables. In this study, six simple linear and eight multiple linear regression models were developed. e   summary of the analysis results for fourteen regression models is tabulated in Table 10. e results of the correlation analysis showed a moderate to a strong correlation among independent variables. e developed models were checked for multicollinearity between independent variables. e variation inflation factor (VIF) is a measure to determine the degree of multicollinearity [48]. As per the rule of thumb, ��� � VIF √ > 2 indicates the presence of multicollinearity affecting the performance of a model [48]. e values of VIF for all the developed models were found to be lower than the values that can be estimated from the rule of thumb. us, the performance of the developed models was not affected due to multicollinearity.
Adjusted R-square, Mallows C p statistic, and Akaike information criteria (AIC) were used to propose the best model from the various developed models. Figure 5(a) shows the adjusted R-square values corresponding to independent variables. Each row in Figure 5(a) represents a set of independent variables that were included in a model. e results of every possible model or nbest models of each subset size (one-predictor, two-predictors up to allpredictors) can be displayed. In this plot (as shown in Figure 5(a)), nbest � 1 was chosen to display the adjusted Rsquare value for one best one-predictor model, followed by one best two-predictor model, followed by one best threepredictors up to a model including all-predictors. e coefficients of the variables in each of the models above the sixth row were statistically insignificant at a 95 percent confidence interval. Hence, model 14 with intercept, curve radius, degree of curve, and deflection angle (sixth row from bottom) having a higher adjusted R-square value of 0.82 was chosen (as shown in Table 10).
Mallows C p statistic and AIC are two important and commonly used metrics for model selection. Figure 5(b) is a C p plot for all subset regression with C p statistic on the y-axis and subset size on the x-axis. In this plot nbest � 1 was considered to display one best model of each subset size. e models close to the line are considered as the best models. Looking at Figure 5(b), models with subset sizes 3, 4, 5, and 6 are close to the line. However, the coefficients of independent variables in models with subset sizes 4, 5, and 6 were statistically insignificant at a 95 percent confidence interval. Hence, a model with three-predictors (curve radius, degree of curve, and deflection angle) close to the line was selected.
e AIC values for all the fourteen developed models were computed and presented in Table 10. From all the three measures (adjusted R-square, C p statistic, and AIC), model 14 with curve radius, degree of curve, and deflection angle as explanatory variables was considered as the best estimator of the 85 th percentile deceleration rate. e goodness-of-fit (R 2 ) measure of the proposed model is 0.83 indicating that 83 percent variation in the deceleration rate is explained by curve radius, degree of curve, and deflection angle. e p values for the t-tests indicated that the slope parameters for curve radius (p value � 0.009), degree of curve (p value < 0.001), and deflection angle (p value � 0.004) were significantly different from zero at a 95 percent significance level. e Global Stat (second row in Table 11) corresponding to the deceleration rate indicated that the data satisfied all the statistical assumptions (linearity, homoscedasticity, uncorrelatedness, and normality) that go with the ordinary least square regression model (p � 0.60). Table 11 also presents separate evaluations for kurtosis, heteroscedasticity, link function, and skewness.
A negative sign of regression coefficients for curve radius and deflection angle indicated an inverse relation with the deceleration rate. e relation is consistent with an 85 th percentile deceleration rate model presented by Montella et al. [17]. e curves become smoother and flatter for higher values of radii and deflection angles, allowing lower speed reduction, and thereby decrease in deceleration rates. A positive sign of the coefficient for the degree of curve indicates direct relation with the deceleration rate. With the increase in the degree of curve, the driver feels that the curve becomes sharper resulting in higher deceleration rate.

Acceleration Rate Model.
Acceleration rates for each curve-to-tangent transition of all sample data were calculated using equation (3). en, the 85 th percentile acceleration rates (a 85 ) were determined for each curve-to-tangent transition. All subset regression approach was used to develop six simple linear and ten multiple linear regression models. Table 12 presents a summary of the analysis results for all models. e results of VIF indicated that independent variables in the models were not associated with multicollinearity. e regression coefficients for the variables in rows 3, 5, and 6 (starting from the bottom) are statistically insignificant at a 95 percent confidence interval (see Figure 6(a)). Hence, a model in row 4 with coefficients of variables significant at a 95 percent confidence interval having an adjusted R-square value of 0.75 was chosen.
In Figure 6(b), the line passes through the models with three-predictors, five-predictors, and six-predictors. However, the regression coefficients in models with fivepredictors and six-predictors were statistically insignificant at a 95 percent confidence interval. Based on the highest adjusted R-square, C p statistic, and lowest AIC values, a model 14 with curve radius, degree of curve, and deflection   angle as explanatory variables was proposed. e coefficient of determination (R 2 ) of the proposed model is 0.77. is tells us that 77 percent variation in acceleration rate is explained by curve radius, degree of curve, and deflection angle. e proposed model for the acceleration rate satisfied the assumptions made in the OLS regression (p � 0.814 � ) as presented in Table 11. e curve radius and deflection angle showed a negative correlation with the acceleration rate whereas the degree of curve resulted in a positive correlation with the acceleration rate. e curve becomes smoother and flatter for greater values of curve radii and deflection angles, leading to lower speed changes on the successive road geometric elements (in this case from curve to tangent) and thereby lower acceleration rates while departing the curve. e driver perceives curve getting sharper for the higher values of degree of curve, leading to lower speeds on horizontal curves.
is is accompanied by higher acceleration rates to achieve higher speeds while departing curves.

Model Validation and Comparison
e out-of-sample data were collected at road segments with similar geometric features considered in the model development. e proposed models for acceleration and deceleration rates were validated using out-of-sample data. Also, proposed models from this study and existing models in the literature were compared to determine their degree of correspondence to the out-of-sample data. Several studies developed deceleration/acceleration rate models for twolane and four-lane rural roads located in different types of terrain [16, 17, 20-22, 27, 38, 39]. e explanatory variables  In the present study, field experiments were performed on two-lane rural highways located in plain terrain. e models selected for comparison are chosen based on terrain type, the number of lanes, vehicle type, device used in data collection, and different explanatory variables (curve radius, curve length, deflection angle, degree of curve, and tangent length) considered. Hence, we selected similar studies for model comparison. Taylor's diagram was used to validate and compare the models. Taylor diagrams are mathematical diagrams represented graphically to determine how closely a pattern (or a set of patterns) resembles out-of-sample data [55]. e degree of correspondence between patterns to the out-of-sample data is quantified using three statistics: Pearson correlation coefficient, standard deviation, and centered root mean square difference.
is allows one to gauge how precisely the model predictions match out-of-sample data. e pattern or set of patterns that lie close to the point marked on the x-axis "field data" (represents out-of-sample data) as shown in Figures 7(a) and 7(b), resembles a high degree of correspondence. Figures 7(a) and 7(b) are Taylor diagrams for deceleration and acceleration rate models, respectively, summarizing their degree of correspondence to the field data. Statistics of ten models for the deceleration rate and five models for the acceleration rate were calculated, and a number was assigned to each corresponding symbol as shown in the diagrams.
Model 1 is the proposed deceleration rate model, as shown in Figure 7(a) and Table 13. Its pattern correlation with the field data is between 0.90 and 0.95. e green contours represent the centered root mean square (CRMS) difference, and its value for model 1 is close to 0.1 m/s 2 . e radial distance from the origin represents the standard deviation (SD), and its value for model 1 is 0.23 m/s 2 . is value is lesser than the SD of the field data (∼0.24 m/s 2 ). e models (3, 7, 9, and 10) show strong pattern correlation with correlation coefficient values between 0.80 and 0.90. e CRMS values for these models are between 0.13 and 0.15 m/ s 2 . e values of standard deviations for these models are below and close to the field data marked on the x-axis. e values of CRMS for models 2, 4, 5, and 8 are higher than 0.2 m/s 2 showing strong pattern correlation between 0.8 and 0.9. Also, the values of the standard deviation are greater than the standard deviation of the field data. e values of MAD (mean absolute deviation) and RMSE (root mean square error) are computed for all the models and tabulated in Table 13. e proposed model 1 for the deceleration rate in this study showed a very strong correlation, low errors, and variations (CRMS, RMSE, MAD, and SD) in comparison to all the other models compared. Hence, model 1 proposed in this study predicts deceleration rate more accurately. Furthermore, the Taylor diagram was used to validate and compare the acceleration rate models. A proposed model 11 from this study shows a strong pattern correlation with a correlation coefficient value between 0.70 and 0.80. e value of CRMS is between 0.1 and 0.125 m/s 2 . e SD value (∼0.08) of the proposed model is below than that of the field data (∼0.16). Models 12, 13, 14, and 15 show moderate correlation with correlation coefficient values between 0.50 and 0.70. Also, the values of CRMS (>0.125 m/s 2 ) and SD (>0.10 m/s 2 ) are higher in comparison to model 11. e proposed model resulted in lower CRMS, SD, MAD, and RMSE, as shown in Figure 7(b) and Table 13. Hence, model 11 was chosen as the better predictor of acceleration rates.
Models (1 to 5, 7, 10, 11, 13, 14, and 15) based on field experiments (spot speed and instrumented vehicles) are located close to the field data. Also, their distance from the field data (marked on the x-axis in Figures 7(a) and 7(b)) is lesser in comparison to models 2 and 12 from the driving simulator. us, the predictions from field study are more accurate in comparison to those obtained from the driving simulator. is inference is in line with the conclusion made by Malaghan et al. [6].

Discussion
Limited studies developed acceleration and deceleration rate models while approaching or departing horizontal curves.
Most of these studies assumed constant operating speed between PC and PT and completion of deceleration/acceleration on the tangents. Moreover, most of these studies considered a single explanatory variable in the model formulation. In this regard, this research study proposed acceleration and deceleration rate models considering various geometric design features as the explanatory variables. Besides, the study did not make any assumption about speed variation and the occurrence of maximum/minimum speed values at specific locations on the successive road geometric elements. A driving simulator study by Bella, supported the assumption of constant operating on the horizontal curve and speed value equal to that at MC [14]. e operating speed at MC was considered in the calculation of deceleration/acceleration rates. e results of our study indicate an ascending order of speed values at locations on the horizontal curves: PC/PT > MC > C v min though a significant difference in mean speeds for a pair (MC and C v min ) was not found. In this study, the deceleration rates were calculated from the  minimum speed values on the curve irrespective of its occurrence at a specific location (i.e., MC). e location of minimum speed (or end of deceleration) might not coincide with the MC all the time [56]. us, the prediction accuracy of our model is high in comparison to the model developed by Bella [14] based on the results shown in the previous section. Another possible reason could be experiments conducted in a virtual environment might not lead to accurate results as obtained from real-world experiments.
Most of the spot speed and instrumented vehicle studies considered a single explanatory variable, i.e., the radius of the curve to predict acceleration/deceleration rate. e exclusion/inclusion approach for the other geometric design variables in the model formulation was not detailed. In this study, various geometric variables leading to more accurate prediction of the acceleration/deceleration rate were accounted. e 85 th percentile deceleration and acceleration rates ranged from 1.272 m/s 2 to 0.142 m/s 2 and 0.745 m/s 2 to 0.129 m/s 2 , respectively. e values are different from a recommended value of 0.85 m/s 2 for both acceleration and deceleration rates.
e study results are in line with the conclusions made by other studies [22,27,28].

Conclusions
is research study collected data using instrumented vehicles and primarily focused on developing models for deceleration and acceleration rate while approaching and departing the horizontal curve, respectively. Preliminary correlation analysis and all subset regression were used in developing acceleration/deceleration rate models. e study developed fourteen deceleration rate and sixteen acceleration rate models. AIC, Mallow C p statistic, and adjusted Rsquare were used in the selection of the best model among various developed models. e study also conducted a preliminary analysis to investigate the assumptions of constant speed between PC and PT for horizontal curves. e following conclusions were made from the analysis and results: (1) e results of our study showed no significant difference between mean speeds measured at the end of deceleration and MC. However, considering the minimum speed at the end of deceleration instead at the MC in the calculation of deceleration/acceleration rate resulted in more accurate model predictions. e operating speeds at PC/PT are higher than the speeds at the end of deceleration and MC, indicating speed is not constant along the horizontal curve. is conclusion is in line with the previous studies' inference [16,17,20]. (2) e 85 th percentile acceleration and deceleration rates were not equal and were found to be different from 0.85 m/s 2 as adopted in previous studies. e deceleration rates were found to be 1.43 times higher than the acceleration rates. is infers that the speed profile from tangent-to-curve and curve-to-tangent is not symmetric on either side of the end of deceleration (or minimum speed point) on the geometric element. (3) e values of maximum operating speed even beyond 200 or 300 m from PC on the long tangents and minimum speed values at the end of deceleration were considered in the calculation of acceleration and deceleration rates. Also, the influence of design features of the horizontal curve such as curve radius, degree of curve, and deflection angle were included rather than a single variable, i.e., radius. is resulted in the improvement of acceleration and deceleration rate prediction accuracy which is evident from the Taylor diagram.

Limitations and Future Scope
is research study has a few limitations that provide scope for future research work: (1) e presence of a GPS device might influence the normal driving behavior of drivers in short-term naturalistic driving studies. Although long-term naturalistic data collection is a challenging and exhaustive task; the developed models in this study can be checked or further improved in terms of their reliability and robustness. (2) e results of this study indicated no significant difference in operating speeds measured at MC and end of deceleration in the horizontal curves. Further research should inspect whether a statistically significant difference exists in 85 th percentile speeds at MC and end of deceleration for more number of horizontal curves. Operating speed models at MC, PC/PT, and end of deceleration in the curve can be developed, and a comparison of the models can be made to check their robustness for speed prediction. (3) e developed acceleration and deceleration rate models are 2D in nature, i.e., only horizontal alignment is considered. Future research should consider vertical alignment or a combination of both horizontal and vertical alignment. (4) e static and dynamic characteristics coupled with driver behavior and road geometry might result in a significant difference in acceleration and deceleration rate for different vehicle classes. Furthermore, research can consider model development for heavy vehicles and combined models for both passenger cars and heavy vehicles. (5) is study assumes a constant acceleration/deceleration rate between successive road geometric elements as calculated by the difference in operating speed between successive geometric elements to the distance between them. ese models might not capture significant differences in deceleration and acceleration caused by the dynamic characteristics of vehicles. Future research can consider acceleration/ deceleration rates reflecting actual vehicle operating characteristics.

Data Availability
e data used to support the findings of this study are available from the corresponding author upon request.