Evaluation of Permanent Deformation of Geogrid Reinforced Asphalt Concrete Using Dynamic Creep Test 2015 Geotextiles and Geomembranes

8/16/2019 Evaluation of Permanent Deformation of Geogrid Reinforced Asphalt Concrete Using Dynamic Creep Test 2015 Ge…

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Evaluation of permanent deformation of geogrid reinforced asphalt

concrete using dynamic creep test

Sina Mirzapour Mounes a , *, Mohamed Rehan Karim a , Ali Khodaii b,Mohamad Hadi Almasi a

a Centre for Transportation Research, Faculty of Engineering, Civil Engineering Department, University of Malaya, 50603 Kuala Lumpur, Malaysiab Department of Civil and Environmental Engineering, Amirkabir University of Technology, 15914 Tehran, Iran

a r t i c l e i n f o

Article history:

Received 17 November 2014

Received in revised form

6 April 2015

Accepted 4 June 2015

Available online xxx

Keywords:

Geosynthetics

Permanent deformation

Asphalt

Dynamic creep test

Creep curve model

a b s t r a c t

Permanent deformation (rutting) is one of the distresses that can adversely affect the bituminous surface

of pavement structures, particularly in hot climates. The geosynthetics reinforcement of hot mix asphalt

is one of the means to combat rutting. In this study, a dynamic creep test was performed on asphalt

concrete samples reinforced with four different types of berglass grid as well as on unreinforced

samples. The berglass grids used in this study contained two different sizes of grid openings and two

tensile strengths, allowing us to test for the mesh size and tensile strength effects of the grids on the

permanent deformation behavior of double layered asphalt concrete. In addition, we tested a recently

developed creep curve model has been veried and used this to study the creep behavior of the samples

in the primary and secondary regions of the creep curve, as well as determining the boundary point of

the regions. The results suggest that not only grid tensile strength, but also grid mesh size is of great

importance in combatting permanent deformation of berglass grid reinforced asphalt concrete within

the conditions and grids used in this study. In a nutshell, higher tensile strength and/or smaller mesh size

grids lead to overall better performance of grid reinforced samples. Moreover, great care must be taken

when the creep curves are not reached in the tertiary region, and the creep rate must be taken into

account to avoid any misinterpretation of the results.

© 2015 Elsevier Ltd. All rights reserved.

1. Introduction

1.1. Overview

A bituminous mixture applied to the surface or the base layer of

a pavement structure serves to distribute the traf c load and pre-

vent water from penetrating into underlying unbound layers (Epps

et al., 2000). Due to applied traf

c loading, there are many differenttypes of distresses that can affect bituminous surface layers,

including permanent deformation (rutting), and fatigue cracking.

In recent years, because of increases in the volume of traf c and

of heavy vehicles, rutting is one of the most frequent defects found

in exible pavements, particularly in hot climates. Rutting shows

up as depressions formed in the wheel path in a pavement. It

normally occurs when a permanent deformation of each layer in

the pavement structure accumulates under a repetitive traf c load

(Tayfur et al., 2007). There are generally two modes of ruts that

occur on pavements, compactive and plastic (Gabra and Horvli,

2006; Lee et al., 2010).

Accumulation of residual strains in wearing course may cause

serious problems, particularly through aquaplaning on wet pave-

ments (Fwa et al., 2004; Sivilevicius and Petkevicius, 2002;

Verhaeghe et al., 2007). Thus, not only does pavement ruttinglead to higher road maintenance costs, but it also increases the risk

to human life through accidents caused by water accumulating in

depressions (ruts) in pavements.

Various laboratory testing methods have been developed to

investigate the resistance to rutting of asphalt concrete. These

include the static/dynamic creep test, wheel track test, and indirect

tensile test. Monismith et al. (1975), quoted by Kalyoncuoglu and

Tigdemir (2011), developed the dynamic creep test which is

thought to be one the best methods to evaluate the resistance of

asphalt concrete to permanent deformation. Furthermore, a report

by the NCHRP (Cominsky et al., 1998), quoted by Kaloush and* Corresponding author. Tel.: þ60 3 7967 5339; fax: þ60 3 7955 2182.E-mail address: [email protected] (S. Mirzapour Mounes).

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Please cite this article in press as: Mirzapour Mounes, S., et al., Evaluation of permanent deformation of geogrid reinforced asphalt concreteusing dynamic creep test, Geotextiles and Geomembranes (2015), http://dx.doi.org/10.1016/j.geotexmem.2015.06.003

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If at least one of the De(s) > 1% / go to the next loading cycle

and repeat steps 2e6 until the former criterion is met.

7 Fitting the logarithmic function resulting from approach 1 to the

primary region.

8 Solving the set of simultaneous equations, called logarithmic

and linear respectively, for the results of the primary and sec-

ondary regions, in order to identify the accumulated permanent

strain and its corresponding loading cycle, where the primary

region is connected to the secondary region.

In the present study, comparisons were carried out on the dy-

namic creep curves of asphalt concrete samples reinforced by four

types of berglass grids with two different tensile strengths and

two different grid opening sizes, as well as on unreinforced sam-

ples, in order to assess their respective resistance to pavement

deformation. As the maximum number of cycles applied in this

experiment was 10,000 due to time limitations, none of the sam-

ples reached the tertiary region. We rst tested out a mathematical

model by Ahari et al. (2013), recently developed to model the pri-

mary and secondary regions of SBS modied asphalt concrete creep

curves, to see if could model the creep curves of the materials in the

current study. Using this, we then investigated the effects of com-bined and separate variations in both grid tensile strength and

opening size, applied at the mid-depth of asphalt concrete, on the

samples' resistance to permanent deformation. Finally, the

behavior of the primary and secondary regions and their boundary

points in the creep curvesobtained for, the various types of samples

were analyzed and compared.

2. Experimental program

2.1. Materials and sample preparation

Crushed granite supplied from the Kajang region of Selangor

state in Malaysia was used as aggregates in this study. Fig. 1 shows

the aggregate gradation for the dense graded mixture utilized inthis research, with a nominal maximum aggregate size of 9.5 mm in

accordance with ASTM D3515 (2000). Bearing in mind the opening

size of the berglass grids used in this study, selecting this aggre-

gate gradation should allow the grids to provide better interlocking

with the asphalt concrete. The applied bitumen was 80/100 pene-

tration grade, and the optimum asphaltcontent of the dense graded

asphalt mixture was determined to be 5% by mass of the total

mixture, using the Marshall Test. The asphalt concrete slabs were

compacted using a roller compactor in accordance with EN 12697-

33 (2003) in two lifts to the target air void of 8%, in order to

simulate compaction at the time of eld construction (Kandhal and

Chakraborty, 1996). The layer thickness of each lift of the slabs was

40-mm, resulting in 80 mm thick compacted slabs. Four types of

berglass grid manufactured by a European corporation, with two

different tensile strengths and two different opening sizes, were

employed as the reinforcing material applied at mid-depth in the

reinforced specimens. This study compares two levels (high and

low) of grid tensile strength and two levels (large and small) of grid

opening size. It should be noted that the dimensions of the girds

with large opening sizes differed slightly from those with small

opening sizes; however, since the difference was very small, this

study assumes that they were of identical size. The basic properties

of all these reinforcements are presented in Table 1.

The specimens to be cored and trimmed into cylindrical shapes

had dimensions of 150-mm diameter and 60-mm height as rec-

ommended by EN 12697-25 (2005) so that the applied berglass

grid was placed at mid depth of the sample. The average volumetric

properties of the testing samples are illustrated in Table 2. The code

for each sample in Table 2 includes whether the sample was rein-

forced or unreinforced, as well as the type of glass grid used for

reinforcement in that particular sample.

2.2. Dynamic creep test

The creep test was conducted using a uniaxial cyclic compres-

sion test with the connement method, as recommended by EN

12697-25 (2005). However, since only three cores were attainable

from each slab, three test repetitions were carried out so as to

minimize any variability among replicates of one type of specimen.

For that purpose, UTM-5P from IPC was used to apply a constant

dynamic load at a certain periodic rate onto the cylindrical asphalt

samples, and vertical deformation was measured using a Linear

Variable Displacement Transducer (LVDTs). The servo pneumatic

UTM-5P machine has integrated software that allows the operator

to select several input parameters such as loading function, stress,

frequency and seating stress Static pre-loading fora certain period

of time can also be applied to the samples before cyclic loading isstarted. The loading jig is moreover located in an environmental

chamber so as to control the testing temperature.

In the present study, in accordance with EN 12697-25 (2005),

the test was performed for both reinforced and control samples at

40 C, at a cyclic stress level of 100 kPa and a frequency of 0.5 Hz,

with 1000 ms allocated for each cycle width and the corresponding

rest period. For all the samples, a constant stress of 100 kPa was

applied for up to 10,000 cycles due to time limitations. Moreover, a

static preloading stressof 10kPa was applied to all the samples fora

period of 10 min prior to initiating the dynamic load, in order to

Fig. 1. Grading curve for crushed aggregate.

S. Mirzapour Mounes et al. / Geotextiles and Geomembranes xxx (2015) 1e8 3



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ensure proper contact between the core surface and loading platen.

Moreover, all the samples were conditioned at 40 C for about4 h ina temperature chamber to make sure that they had reached the

testing temperature.

3. Test results and discussion

3.1. Permanent strain comparison

The permanent deformation potentials of asphalt concrete

reinforced with four different types of geosynthetics were

compared with each other, as well as with unreinforced (control)

samples in order to identify which type had the highest resistance

to permanent deformation. Considering that there are three repli-cates for each type of sample, the diagrams are derived from the

average amount of parameters. Fig. 2 illustrates the creep curves of

the samples tested in this study.

Thereafter, Ahari's stepwise model was veried for the materials

used in this study and then used to t the creep curves and

determine the connecting points between the primary and sec-

ondary phases. This method consisted of eight steps as shown in

Section 1 (Ahari et al., 2013).

The application of berglass grids at the mid-depth of the

samples of asphalt concrete, notably increased their resistance topermanent deformation over that of the unreinforced samples.

Moreover, as can be seen from Fig. 2, the samples reinforced by

berglass grids with greater tensile strength and greater mesh size

(R4) showed the lowest permanent deformation throughout all the

cycles conducted in this study.

Fig. 2 also clearly shows that the control (unreinforced) samples

had substantially higher permanent deformation and accumulation

rates of permanent deformation than the reinforced ones e due

presumably to the tensile forces and lateral connement provided

by the grids.

A further importantnding is that the samples of identical mesh

size reinforced by grids of lower tensile strength experienced more

permanent deformation than those reinforced by grids with a

higher tensile strength. Furthermore, the difference between thepermanent deformations in samples reinforced with large mesh

size was higher than for samples reinforced with smaller mesh size

grids. In other words, increasing the tensile strength of grids with a

large mesh size had a greater impact on their ability to resist per-

manent deformation than such increase in small mesh size grids

within the test conditions performed in this study. In addition, by

applying 10,000 loading cycles in this experiment, we found that

larger permanent deformation occurred in samples with small

rather than large mesh sizes, regardless of whether they had high

or low tensile strength grids.

Table 3 illustrates the results of a quantitative comparison be-

tween the measured permanent strain and grid tensile strength

and grid opening size respectively, during the last loading cycle of

the tests carried out in this study. In this table, reinforced sampleswith the same size of opening (mesh) are compared in terms of

their grid tensile strength, and those with the same tensile strength

in terms of their grid opening size. The improvements in resistance

to permanent deformation shown in Table 3 were all determined

based on the permanent deformation of the control samples. The

clear conclusion from Table 3 is that, based on testing through

10,000 cycles, samples reinforced by grids with greater tensile

strength and with larger mesh size achieve the best performance.

In can also be seen from Table 3 that increasing the tensile

strength in samples with small grid openings from R1 toR3 leads to

a 4% improvement in permanent strain resistance by the last

loading cycle. However, doing the same thing with grids with a

large grid opening size from R2 to R4 leads to a 12% improvement,

ie three times as much.

Table 1

Basic properties of ber glass grid applied.

Identication Glass grid A Glass grid B Glass grid AA Glass grid BB

Tensile strength (kN/m) (MD XD) 115 115

þ/15

115 115

þ/15

115 215

þ/15

115 215

þ/15

Grid size (mm)

Center to center of strand

12.5 12.5 25 25 12.5 12.5 25 19

Tensile elongation (%) 2.5 2.5 2.5 2.5

Secant stiffness (N/mm) 4600 4600 4600 4600 4600 8600 4600 8600

Table 2

Physical properties of tested samples.

Sample code Applied glass grid Bulk specic gravity Maximum specic gravity Air void (%)

C e 2.226 2.425 8.23

R1 Glass grid A 2.225 2.425 8.27

R2 Glass grid B 2.225 2.425 8.25

R3 Glass grid AA 2.225 2.425 8.23

R4 Glass grid BB 2.222 2.425 8.36

Fig. 2. Creep curves of tested mixtures, including reinforced and control samples.

S. Mirzapour Mounes et al. / Geotextiles and Geomembranes xxx (2015) 1e84



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Conversely, comparing the samples with grids of the same

tensile strength, but different size of opening (mesh), it emerges

that in samples with low tensile strength grids, an increase in grid

opening size from small to large (R1 to R2) leads to a 3%

improvement in permanent strain resistance: while doing the same

(R3 to R4) with samples with grids of high tensile strength grids

leads to a much larger, 11% increase in such resistance.

In research studying the shear behavior of bi-layer asphaltconcrete specimens, geogrid reinforced samples showed less

interlayer shear resistance than unreinforced ones, even though

some of the geogrid surface coatings were found to be able to

maximize bonding between the interlayer and asphalt concrete

(Ferrotti et al., 2012). It may be, therefore, that the effects of the

smaller mesh size observed in the current testing condition of this

study were due to reduced bonding between the lower and upper

lift of the asphalt concrete, leading to the development of higher

shear deformation. Comparing the samples reinforced by small

mesh grids and the control ones, it should be noted that, although

the bonding of two lifts was important in the reinforced samples,

the reinforcing effect of the grid was much more signicant than its

effect on the bonding condition of the lifts; the upper and lower

lifts in fact remained in full contact in the control samples. It canlikewise be seen that the more the tensile strength increases, the

greater the effect of mesh size on strength and resistance.

In sum, if we look merely at the accumulated permanent strain

up to the last cycle of the creep test conducted in this work, this

leads to the conclusion can be drawn that not only increasing the

tensile strength, but also enlarging the mesh size of glass grid

reinforced asphalt concrete can increase its resistance to perma-

nent deformation. However, it should be noted that the ow point

was not reached in the performed test conditions, and that closer

investigation of the creep curves after model tting resulted in

rather inferences from the ones drawn in this section.

3.2. Fitted models comparison

Unfortunately, none of tested samples reached the third phase

of the creep curve in the course of the 10,000 loading cycles con-

ducted in this experiment. As a results, only the primary and sec-

ondary phases could be modeled; the two regions for which Ahari's

model was developed. Table 4 presents the results of mathematical

functions and estimated permanent strains at the boundary pointsat the last cycle for each phase of testing samples. Based on

Figs. 3e5, and the coef cients of determination in Table 4 it can be

seen that the tted models, both for the logarithmic and linear

regions, t acceptably with the measured creep curves. Thus, it can

be concluded that Ahari's model is suitable for modeling the pri-

mary and secondary regions of the creep curve for both the ber

glass grid reinforced samples and unreinforced hot mix asphalt

samples. The slopes of both the primary and secondary regions are

important, particularly the secondary region generally known as

the creep rate. In Ahari's proposed model, a “linear logarithmic

model” is utilized to model the primary region of the creep curve as

shown bellow:

y ¼ a þ bðlnð xÞÞb is the ratioof absolute changein y to the relative changein x. In

other words, if x changes by 1%, then the absolute change in y is

0.01b unit (Thomas et al., 2001). However, the slope of the primary

region is not as important as that of the secondary region. In our

study, the slope of the tted curve in the primary and secondary

regions was determined for each individual sample type. The

extend of improvement for each (in terms of smaller permanent

strain accumulation rates) was then determined based on the

control sample. These results are shown in Table 5. It is worth

noting that the control samples in this table have their maximum

slopes in both primary and secondary regions of the creep curves.

Table 3

Comparison of permanent strains in the last cycle.

Sample code Tensile strength

(kN/m) (MD XD)

Grid mesh size (mm)


Measured last cycle

permanent strain (m 3)

Improved permanent strain resistance

compared to control sample (%)

C e e 11,438 0

R1 115 115*L

þ/15

12.5 12.5**S 8756 31

R2 115 115*L

þ/15

25 25**OL 8564 34

R3 115 215*H

þ/15

12.5 12.5**S 8495 35

R4 115 215*H

þ/15

25 19**OL 7819 46

*L: Low level for grid tensile strength; *H: High level for grid tensile strength; **S: Small level for grid opening size; **OL: Large level for grid opening size.

Table 4Creep curve models based on Ahari's model and estimated critical values.

Code First stage model End of rst stage Second stage model Last cycle

Cycle (N ) 3 p (modeled) Improved 3pcompared to

control sample (%)

Cycle (N ) 3 p(modeled) Improved 3pcompared to

control sample (%)

C 3 p ¼ 1523.945 Ln(N ) 2653.456

R2 ¼ 0.9842

7072 10,863 0 3 p ¼ 0.2155(N 7072) þ 9346.539

R2 ¼ 0.9913

10,000 11,502 0

R1 3 p ¼ 1114.477 Ln(N ) 1226.826

R2 ¼ 0.9927

3945 8001 36 3 p ¼ 0.1336(N 3945) þ 7474.168

R2 ¼ 0.9864

10,000 8810 31

R2 3 p ¼ 1075.835 Ln(N ) 1099.156

R2 ¼ 0.9893

3223 7592 43 3 p ¼ 0.1515(N 3223) þ 7103.268

R2 ¼ 0.9957

10,000 8618 33

R3 3 p ¼ 1062.883 Ln(N ) 843.671

R2 ¼ 0.9902

3001 7666 42 3 p ¼ 0.1291(N 3001) þ 7278.914

R2 ¼ 0.9824

10,000 8570 34

R4 3 p ¼ 954.627 Ln(N ) 980.730

R2 ¼ 0.9918

4847 7120 53 3 p ¼ 0.1436(N 4847) þ 6424.536

R2 ¼ 0.9868

10,000 7860 46




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Fig. 6 is a one-to-one graph of the measured versus estimated

values of permanent strain in the last cycle, including the intercept,

slope and correlation coef cients. Comparing the measured and

estimated permanent strain in the last cycle for each type of sample

(Fig. 6) and the improvements in the reinforced samples in Tables 3

and 4 as well as in Figs. 3e

5, it can be seen that the measured and

estimated values were rather close to each other. We therefore,

used the tted curves from the measured values to nd the turning

point between the primary and secondary regions of the creep

curves.

When we only took into account the creep curves (as in Fig. 2),

this pointed to the conclusion that enlarging the grid mesh size at

the same level of tensile strength leads to better performance

(resistance) within the used grids in this study. However, it can be

seen from Table 5 that enlarging the mesh size has the effect of

increasing the secondary region slope e something which does not

emerge from just looking at the creep curves. In the secondary

region, in which the mixture has reached to an optimum density

level (Mehta et al., 2014), the presence of steeper slopes for grids

with a larger mesh size but with the same tensile strength may be

due to there being a lower number of grid junctions on the grid

applied area. In other words, the number of stripes or threads of

grid per unit area of the sample increases as the size of the opening

(mesh) is reduced, leading to greater structural and dimensional

stability through the higher number of grid junctions. This could

possibly explain the smaller slope in the secondary region of the

creep curve.

In sum, looking at the effects of the mesh size of grids on a

combination of permanent deformation and creep rate, the resultssuggest that larger mesh size grids performed better only in the

initial stages of loading, whereas over the longer term, smaller

mesh size grids will outperform large ones with same the tensile

strength. These results showing small gird mesh sizes to perform

better than large ones with the same tensile strengths are similar to

those reported by some previous studies ( Jenkins et al., 2004;

Komatsu et al., 1998).

4. Conclusions

The reinforcement of asphalt concrete with berglass grids is

one of the means to combat permanent deformation. Fiberglass

grids are manufactured with different tensile strengths and aper-

ture (mesh) sizes. In this study, an attempt was made to study theeffects of ber glass grids with different tensile strengths and mesh

sizes, applied at the mid-depth of bi-layer asphalt concrete sam-

ples, on the resistance of these samples to permanent deformation.

Our results suggest that berglass grid reinforcement is

remarkably effective in lowering the permanent deformation of

asphalt concrete, probably due to the tensile forces and lateral

connement provided by such grids.

Secondly, our study conrms that Ahari's creep curve model can

be used with both berglass grid reinforced, and unreinforced hot

mix asphalt. In the secondary region of the creep curves, in which

the optimum density of the mixture is achieved, higher tensile

strengths and smaller mesh size result in gentler slope (meaning a

lower permanent strain accumulation rate).

Another conclusion from our results is that increasing the ten-sile strength of a berglass grid can lead to a reduction in perma-

nent strain, depending on the type of grid used. Moreover, not only

is the tensile strength of a berglass gird effective in increasing the

resistance of asphalt concrete to permanent deformation, but the

mesh size of the grid is also of considerable importance. Our results

suggests that, of the grid mesh sizes used in this study, larger mesh

size berglass grids perform better than small ones only in the

initial stages of loading. This is because enlarging the mesh size

causes the creep rate to increase which eventually, in the longer

terms, outweighs the smaller deformation achieved in the rst

stages of the creep curve.

In conclusion, the range of experiments we carried out suggest

that smaller mesh sizes should provide more resistance to per-

manent deformation in the long run. This could be due to the

Fig. 3. Measured and estimated permanent deformation for R1 sample.

Fig. 4. Measured and estimated permanent deformation for R2 sample.

Fig. 5. Measured and estimated permanent deformation for C, R3, & R4 samples.




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greater number of bers per unit width in such smaller meshesthan in the larger mesh geogrids. This nding that the best resis-

tance to permanent deformation can be achieved by asphalt con-

crete reinforced grids with greater tensile strength but also with

smaller mesh sizes is in line with what previous researchers have

reported.

Finally, our study shows that interpreting creep curves without

creep rate consideration can be misleading when the tertiary re-

gion of creep curves is not achieved in tests. Further research on

other types of asphalt mixtures, reinforced with other types of

grids, at various depths and under other testing conditions, is

recommended.

Acknowledgment

The authors would like to acknowledge the Ministry of Higher

Education of Malaysia for their nancial support under grant

number FP021/2011A.

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213.

Table 5

Slope comparison of primary and secondary regions.

Code T ensile st rength

(kN/m) (MD XD)

Grid mesh size (mm)


Primary region Secondary region

Slope Improved slope compared

to control sample (%)

Slope Improved slope compared

to control sample (%)

C e e 1523.9 0 0.2155 0

R1 115 115*L

þ/15

12.5 12.5**S 1114.5 37 0.1336 61

R2 115 115*L

þ/15

25 25**OL 1075.8 42 0.1515 42

R3 115 215*H

þ/15

12.5 12.5**S 1062.9 43 0.1291 67

R4 115 215*H

þ/15

25 19**OL 954.6 60 0.1436 50

*L: Low level for grid tensile strength; *H: High level for grid tensile strength; **S: Small level for grid opening size; **OL: Large level for grid opening size.

Fig. 6. One-to one graph of measured vs. estimated permanent strain of last cycle.



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Please cite this article in press as: Mirzapour Mounes, S., et al., Evaluation of permanent deformation of geogrid reinforced asphalt concreteusing dynamic creep test Geotextiles and Geomembranes (2015) http://dx doi org/10 1016/j geotexmem 2015 06 003
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Evaluation of Permanent Deformation of Geogrid Reinforced Asphalt Concrete Using Dynamic Creep Test 2015 Geotextiles and Geomembranes