




































 
 
 

Asian Review of Environmental and Earth Sciences 
Vol. 4, No. 1, 12-19, 2017 

ISSN(E) 2313-8173:/ ISSN(P) 2518-0134 
DOI: 10.20448/journal.506.2017.41.12.19 

 
 
 
 
 

 

12 

 

Properties of Concrete Containing Rubber Aggregate Derived From Discarded 
Tires 

 
Nguyen Duc Luong1

    

Hoang Vinh Long2    

Ngo Kim Tuan3     

Nguyen Duy Thai4    

 

 
( Corresponding Author) 

 
1,2,3,4National University of Civil Engineering (NUCE), Hanoi, Vietnam 

 
Abstract 

This study carried out the experiment to evaluate the effects of different contents and sizes of 
rubber particles derived from discarded tires used for replacing fine and coarse natural 
aggregates, on the workability of fresh rubberized concrete and the compressive and flexural 
strengths of hardened rubberized concrete. The study results showed that the workability of fresh 
rubberized concrete was improved when replacing natural fine aggregate (sand) with fine rubber 
particles (2.5-5 mm) at the replacing proportions of 30-50% by volume, and when replacing 
natural coarse aggregate (crushed stone) with coarse rubber particles (5-20 mm) at the replacing 
proportions of 10-30% by volume. With respect to the mechanical properties of hardened 
rubberized concrete, a larger reduction in the compressive and flexural strengths was generally 
found when the replacing proportions increased and when coarse aggregate rather than fine 
aggregate was replaced by rubber particles at all replacing proportions (10-50%). However, the 
study results also indicated that using fine rubber particles for replacing fine natural aggregate at 
the low replacing proportion (up to 10%) might not cause the significant effect on the compressive 
and flexural strength of rubberized concrete. 

 
Keywords: Discarded tire rubber, Fine and coarse rubber particle, Rubberized concrete, Workability, Mechanical properties. 
 

Citation | Nguyen Duc Luong; Hoang Vinh Long; Ngo Kim Tuan; 
Nguyen Duy Thai (2017). Properties of Concrete Containing 
Rubber Aggregate Derived From Discarded Tires. Asian Review of 
Environmental and Earth Sciences, 4(1): 12-19. 
History:  
Received: 3 July 2017 
Revised: 20 July 2017 
Accepted: 12 August 2017 
Published: 6 September 2017 
Licensed: This work is licensed under a Creative Commons 

Attribution 3.0 License  
Publisher: Asian Online Journal Publishing Group 
 

Contribution/Acknowledgement: This study is the major part of the 
research project “Studying light concrete using rubber aggregate recycled 
from discarded tires”, B2015-03-16 (2015-2016). 
Funding: The authors would like to thank the Vietnam Ministry of Education 
and Training that provided the financial support for conducting this project. 
Competing Interests: The authors declare that they have no conflict of 
interests. 
Transparency: The authors confirm that the manuscript is an honest, 
accurate, and transparent account of the study was reported; that no vital 
features of the study have been omitted; and that any discrepancies from the 
study as planned have been explained. 
Ethical: This study follows all ethical practices during writing.   

 

 

Contents 
1. Introduction ...................................................................................................................................................................................... 13 
2. Experimental Study ......................................................................................................................................................................... 14 
3. Results and Discussions .................................................................................................................................................................. 15 
4. Conclusions ....................................................................................................................................................................................... 18 
References .............................................................................................................................................................................................. 18 
 

 

 

 

 

 

http://creativecommons.org/licenses/by/3.0/
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https://orcid.org/orcid-search/quick-search?searchQuery=Nguyen Duc Luong
https://orcid.org/orcid-search/quick-search?searchQuery=Hoang Vinh Long
https://orcid.org/orcid-search/quick-search?searchQuery=Ngo Kim Tuan
https://orcid.org/orcid-search/quick-search?searchQuery=Nguyen Duy Thai
https://orcid.org/orcid-search/quick-search?searchQuery=Nguyen Duc Luong
https://orcid.org/orcid-search/quick-search?searchQuery=Hoang Vinh Long
https://orcid.org/orcid-search/quick-search?searchQuery=Ngo Kim Tuan
https://orcid.org/orcid-search/quick-search?searchQuery=Nguyen Duy Thai
https://orcid.org/orcid-search/quick-search?searchQuery=Nguyen Duc Luong
https://orcid.org/orcid-search/quick-search?searchQuery=Hoang Vinh Long
https://orcid.org/orcid-search/quick-search?searchQuery=Ngo Kim Tuan
https://orcid.org/orcid-search/quick-search?searchQuery=Nguyen Duy Thai
https://orcid.org/orcid-search/quick-search?searchQuery=Nguyen Duc Luong
https://orcid.org/orcid-search/quick-search?searchQuery=Hoang Vinh Long
https://orcid.org/orcid-search/quick-search?searchQuery=Ngo Kim Tuan
https://orcid.org/orcid-search/quick-search?searchQuery=Nguyen Duy Thai
https://orcid.org/orcid-search/quick-search?searchQuery=Nguyen Duc Luong
https://orcid.org/orcid-search/quick-search?searchQuery=Hoang Vinh Long
https://orcid.org/orcid-search/quick-search?searchQuery=Ngo Kim Tuan
https://orcid.org/orcid-search/quick-search?searchQuery=Nguyen Duy Thai


Asian Review of Environmental and Earth Sciences, 2017, 4(1): 12-19 

13 

 

 

1. Introduction 
It has been estimated that 1000 million tires reach the end of their useful life every year. By the year 2030, the 

number can reach up to 1200 million tires representing almost 5000 million tires (including stock piled) to be 
discarded on a regular basis [1]. The development and enforcement of regulations and guidance on collection, 
storage and separation, transport, processing, disposal, and recycling activities for discarded tires in several 
countries such as USA, Japan, Korea, and Taiwan has brought a number of environmental and economic benefits in 
those countries [2]. However, in many developing countries including Vietnam, there are lacking of such 
regulations and guidance in place. In these countries, discarded tires have been largely treated in unsustainable 
manners. At present, enormous quantities of discarded tires are already stockpiled (whole tire) or landfilled 
(shredded tire). Such stockpiles pose serious environmental and health threats which could have severe long-term 
effects if not properly addressed. Improperly stored tires are potential breeding grounds for disease-carrying 
insects and rodents. Discarded tire landfilling is responsible for a serious ecological threat. Mainly discarded tires 
disposal areas contribute to the reduction of biodiversity as the tires hold toxic and soluble components. Secondly 
although discarded tires are difficult to ignite, this risk is always present. Once tires start to burn down due to 
accidental causes, high temperature takes place and toxic fumes are generated which causes air pollution problem 
[3] besides the high temperature causes tires to melt, thus producing an oil that will contaminate soil and water 
[4]. In order to properly dispose of huge amount of discarded tires, use of innovative techniques to recycle them is 
important. Worldwide, discarded tires have been recycled for different purposes such as energy recovery (use of 
tire derived fuel in cement kilns, paper mills or power plants); tire pyrolysis for producing gas, oil, and char [5] 
civil engineering applications (lightweight fill for embankments and retaining walls, leachate drainage material and 
alternative daily cover at municipal solid waste landfills, insulating layer beneath roads and behind retaining walls, 
etc.) [6-9]. 

On the other hand, consumption of natural aggregates (river sand, stone, etc.) for concrete production is 
rapidly increasing in countries around the world in order to meet the increasing needs of infrastructural 
development in the recent years. Due to the overexploitation in many countries, the availability of these natural 
aggregates has been decreasing [10, 11]. The increasing shortage of natural aggregates has created an opportunity 
for using by-products as fine aggregate. Reuse of waste rubber derived from discarded tires as a partial or full 
replacement of natural aggregates in construction activities not only reduces demand for exploitation of natural 
raw materials, but also reduces environmental pollution problems associated with disposal of discarded tires [12]. 
In this regard, a number of studies on the use of rubber aggregate derived from discarded tire for replacing natural 
aggregates in concrete have been conducted recently. Rubber aggregates are obtained from discarded tires using 
two different technologies: mechanical grinding at ambient temperature and/or cryogenic grinding at a 
temperature below the glass transition temperature [13, 14]. Although previous studies have achieved 
encouraging results, there are still several aspects related to the effects of replacing volume for traditional 
aggregates by rubber aggregate and the effects of size and shape of rubber particles on the mechanical properties of 
concrete, that need to be further studied. This paper presents the results of the first ever study in Vietnam which 
aims to investigate the effects of different contents and sizes of rubber particles derived from discarded tires used as 
aggregates for replacing fine and coarse natural aggregates on the workability of fresh rubberized concrete, the 
compressive and flexural strengths of hardened rubberized concrete. 
 

Table-1. Major properties of materials 

Properties Unit Values  

1. Portland cement PC40 

Fineness: particles retained on 90 m sieve % 0 

Specific gravity g/cm3 3.10 
Initial time of setting Minute 105.00 
Final time of setting Minute 180.00 
Compressive strength at 3 days ± 45min MPa 28.80 
Compressive strength at 28 days ± 8 hours MPa 46.70 

2. Fly ash 

Total content of SiO2, Al2O3, Fe2O3 % 90.51 

Fineness: particles retained on 45 m sieve % 23.20 

Water absorption % 2.00 
Strength activity index 

 At 7 days 

 At 28 days   

% 
 

80.10 
84.80 

3. Sand  

Specific gravity g/cm3 2.60 

Water absorption % 2.10 
Fineness modulus mm 2.65 

4. Crushed stone 
Specific gravity g/cm3 2.65 
Water absorption % 1.50 
Fineness modulus mm 6.48 

5. Rubber 

Specific gravity g/cm3 1.17 

Water absorption % 0 
Particle size 

 Fine 

 Coarse 

mm 
2.50 - 5.00 

5.00 - 20.00 

 



Asian Review of Environmental and Earth Sciences, 2017, 4(1): 12-19 

14 

 

 

2. Experimental Study  
2.1. Materials 

In this study, the ordinary Portland cement PC 40 and fly ash (FA) were used as the binders. The physical, 
chemical and mechanical properties of the Portland cement and FA are given in Table 1. The Portland cement PC 
40 is produced by the local company named JSC Vicem But Son Cement with its properties determined according 

to [15-17]. The percentage of cement retained on a 90 μm sieve as specified by Vietnam Standard [15] was 0 %. 
The FA was obtained from the local power plant (Pha Lai Power Plant in Hai Duong province, Northeast of 
Vietnam). According to ASTM C618-15 [18] the FA can be classified as a class F fly ash due to its chemical 
composition. In addition to having pozzolanic properties, this type of FA also has some cementitious properties. 
The total content of SiO2, Al2O3, and Fe2O3 in FA is 90.51%, which is larger than the value given by the ASTM 

C618-15 standard for class F fly ash. The amount of FA retained on a 45 m sieve was 23.20%, which is less than 
the value given in ASTM C618-15 standard [18].  

Sand and crushed stone were used as fine and coarse aggregates in the concrete mix, respectively. The major 
properties of these materials were determined following [19] and given in Table 1. The sand used complies to the 
description of ASTM C778 [20] and its gradation was in agreement to the requirement of ASTM C33/C33M 
[21]. In this study, the size of crushed stone was in the range of 5-20 mm. Coarse (5-20 mm) and fine (2.5-5 mm) 
rubber particles used in the experiment were obtained from mechanical shredding of discarded tires. The physical 
properties of rubber particles are shown in Table 1. 
 

2.2. Concrete Mix Design  
Eleven different mix designs (M0-M10) were considered in this study. The control design (M0), containing no 

rubber, was determined using the absolute volume method, and consisted of 332 kg of cement, 58.5 kg of FA, 680 
kg of sand (fine aggregate), 1200 kg of crushed stone (coarse aggregate), 155 kg of water, 2.73 kg of 
superplasticizer, and all per cubic meter of mix. The other five mixes (M1-M5) had fine aggregate replaced by fine 
rubber particle of equal volume, in 10% increments, up to 50% rubber replacement. Similarly, the remaining five 
mixes (M6-M10) had coarse aggregate replaced by coarse rubber particle of equal volume, in 10% increments, up 
to 50% rubber replacement.  
 

Table-2. Concrete mix design (calculated for 1m3 concrete) 

Mix 
ID 

Cement  Fly ash  Sand  Crushed 
stone  Water 

Fine rubber 
particle  

Coarse rubber 
particle  

Superplasticizer  

Weight 
(kg) 

Weight 
(kg) 

Weight 
(kg) 

Weight 
(kg) 

Weight 
(kg) 

Weight 
(kg) 

% by 
volume 

Weight 
(kg) 

% by 
volume 

Weight  
(kg) 

M0 332 58.5 680 1200 155 0 0% 0 0% 2.73 
M1 332 58.5 612 1200 155 30.18  10% 0 0% 2.73 
M2 332 58.5 544 1200 155 60.35  20% 0 0% 2.73 

M3 332 58.5 476 1200 155 90.53  30% 0 0% 2.73 

M4 332 58.5 408 1200 155 120.71  40% 0 0% 2.73 

M5 332 58.5 340 1200 155 150.88  50% 0 0% 2.73 

M6 332 58.5 680 1080 155 0 0% 52.27  10% 2.73 

M7 332 58.5 680 960 155 0 0% 104.53  20% 2.73 

M8 332 58.5 680 840 155 0 0% 156.80  30% 2.73 

M9 332 58.5 680 720 155 0 0% 209.07  40% 2.73 
M10 332 58.5 680 600 155 0 0% 261.33  50% 2.73 

 
The amount of cement, FA, water, and superplasticizer were all held constant, to reduce the number of 

variables and maintain a water-to-cement ratio of 0.47 for all mixes. The weights of aggregates and rubber in each 
mix can be found in Table 2.  
 

2.3. Specimen Preparation and Test Setup 
a. Slump Test 

In order to evaluate the effect of rubber particles derived from discarded tires replacing natural aggregates on 
the workability of fresh rubberized concrete, slump tests were performed for all mixes (Table 2) according to 
Vietnam Standard [22].  
 

b. Compressive Strength Test 
The compressive strength tests were performed for all mixes according to Vietnam Standard [23] in order to 

evaluate the effect of fine and coarse aggregate replacement with fine and coarse rubber particles, respectively, on 
the compressive strength of hardened concrete. Mix proportions used to prepare specimens for the compressive 
strength tests were those presented in Table 2. One set of three cubic specimens with a side of 150 mm was 
realized for each mixture studied. Specimens were cast using appropriate moulds placed on a vibration table for 
60 seconds in order to obtain a more homogeneous distribution of rubber particles in concrete mix. After casting, 
the moulds were left to cure for 24 hours. Once hardened, specimens were accurately demoulded, placed in a curing 
room at a relative humidity of 75% and a temperature of 27 ± 2 °C until testing time. The compressive tests were 
then carried out for both 7 and 28 day aged specimens by an oil-pressure machine under loading control with a 
capacity of 3,000 kN and the loading rate of 0.4 MPa/s.  

 

c. Flexural Strength Test 
The flexural strength tests were also performed for all mixes according to Vietnam Standard [24] in order to 

evaluate the effect of fine and coarse aggregate replacement with fine and coarse rubber particles, respectively on 
the flexural strength of hardened concrete. Employed mix proportions for preparing specimens for the flexural 



Asian Review of Environmental and Earth Sciences, 2017, 4(1): 12-19 

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strength tests were the same presented in Table 2. One set of three specimens with measuring 
150 × 150 × 600 mm was cast for each mix design. The casting and curing procedures were similar to those 
reported above for the compressive strength tests. For the flexural strength test, three specimens from each mix 
design were tested by one-point loading configuration with a span of 10 cm using testing machine with a capacity 
of 10 kN and the loading rate of 0.06 MPa/s. All tests were carried out 28 days after casting. 
 

 
Figure-1. Impact of proportion and size of rubber particles replacing fine and coarse aggregates on 
slump of fresh rubberized concrete 

 
3. Results and Discussions  
3.1. Workability of Fresh Rubberized Concrete  

The results of slump tests are shown in Figure 1. When sand (fine aggregate) was replaced by fine rubber 
particle at the low proportions (10% and 20% by volume), it can be seen that the slumps or workability of fresh 
rubberized concrete were not changed much compared to that of the control mix (M0). At the higher replacing 
proportions (30%, 40% and 50% by volume), the slumps relatively increased. Our results are in good agreement 
with those reported by previous studies [25-29] where the workability of fresh rubberized concrete increased with 
increasing rubber contents. For instances, Aiello and Leuzzi [26] showed that the workability of rubberized 
concrete was slightly improved when coarse or fine aggregates were partially replaced with rubber shreds. They 
reported that the control concrete exhibited a fluid behavior, while the rubberized concrete showed a hyper-fluid 
behavior. Similarly, Balaha, et al. [25] used ground waste tire rubber for partial replacement of natural sand at the 
proportions of 0%, 5%, 10%, 15% and 20%, by volume and they reported that the workability increased as rubber 
sand content increased. However, it is worth to note that the other studies reported contrary results with the 
decreased workability as rubber aggregates included in the concrete mixture [30-33].    

When crushed stone (coarse aggregate) was partially replaced by coarse rubber particle at the low and medium 
proportions (10%, 20%, and 30% by volume), it was observed that the slumps slightly increased in comparing to 
that of the control mix. However, when the replacing proportion increased to 40%, the slump slightly decreased. 
Especially, at the replacing proportion of 50%, the slump was found to be decreased significantly. This can be 
explained that when coarse rubber particles were used at high proportion, the contacts among coarse rubber 
particles and among rubber particles with other aggregates increased leading to the increase in the inter-particle 
friction between rubber particles and other aggregates, thus reduce the workability of fresh rubberized concrete. 
Our slump test results for the case of coarse rubber particle replacing coarse aggregate are also similar to those 
reported by the other studies [1, 34-40]. Turgut and Yesilata [35] partially replaced sand in concrete block 
mixtures with rubber aggregate at the proportions ranging from 10% to 70% with an increment of 10%, by volume. 
Their results showed that the workability increased with the inclusion of rubber aggregate up to 40%, whereas the 
inclusion of 50-70% rubber aggregate caused the decreased workability. Pacheco-Torgal, et al. [1] reported that 
when rubber chips used to partially replace for coarse aggregate, the slump increased with increasing volume of 
rubber aggregates up to the replacing proportion of 15%, and the slump decreased as the replacing proportions 
were larger than 15% by volume. Compared results on the workability of fresh rubberized concrete between this 
study and other studies suggest that the workability may be largely dependent on the specific characteristics of the 
rubber aggregates used in the concrete mixture. Therefore, future studies should focus more on the characteristics 
of rubber aggregates (size, shape, pretreatment of rubber aggregates, etc.) that influence the workability of 
rubberized concrete.     
 



Asian Review of Environmental and Earth Sciences, 2017, 4(1): 12-19 

16 

 

 

 
Figure-2. Impact of replacing proportion and size of rubber particles on compressive 
strength of hardened rubberized concrete 

 

3.2. Mechanical Properties of Hardened Rubberized Concrete  
a. Compressive Strength 

The 7-day and 28-day compressive strengths as a function of different replacing proportions of rubber particles 
with different sizes are presented in Figure 2. As expected, the compressive strength increased with curing time for 
the control specimen (M0) and other specimens (M1-M10) at all replacing proportions. The compressive strength 
of the control specimen was evaluated as 34.5 and 49.5 MPa at 7 and 28 days, respectively. The test results 
indicated that there was a significant reduction in the compressive strength of rubberized concrete as the rubber 
content increased in comparison to that of the control specimen at both 7 and 28 days.  
 

Table-3. Reduction (%) in compressive strength of rubberized concrete compared to plain concrete 

 Cured time (day) Specimen 

(Proportion of natural aggregates replaced with 

rubber particles, % by volume) 

M0 

(0%) 

M1 

(10%) 

M2 

(20%) 

M3 

(30%) 

M4 

(40%) 

M5 

(50%) 

Reduction (%) in compressive 

strength of rubberized concrete 

using fine rubber particle to 

replace fine aggregate 

7 0 8.7 14.2 36.5 48.4 57.7 

28 0 9.7 24.8 38.2 58.4 65.5 

 
M0 

(0%) 

M6 

(10%) 

M7 

(20%) 

M8 

(30%) 

M9 

(40%) 

M10 

(50%) 

Reduction (%) in compressive 

strength of rubberized concrete 

using coarse rubber particle to 

replace coarse aggregate 

7 0 16.2 34.2 45.8 58.0 71.0 

28 0 30.3 41.4 47.5 65.7 72.7 

 
It is found that depending on the proportion and size of replacing rubber particles, the degree of reduction in 

the compressive strength was different (Table 3).  At the replacing proportion of 10%, the reduction in the 
compressive strength of the specimens containing fine rubber particles at 7 and 28 days were 8.7 and 9.7%, 
respectively; whilst the counterpart for the specimens containing coarse rubber particles at 7 and 28 days were 16.2 
and 30.3%, respectively. This suggests that using coarse rubber particles lowered the compressive strength of 
rubberized concrete more than the case of using fine rubber particles. When the replacing proportions increased to 
20, 30, and 40% by volume, the compressive strengths also decreased accordingly, however, the degrees of 
reduction between two cases (the specimens containing fine and coarse rubber particles) at the same replacing 
proportions gradually became smaller than that at the replacing proportion of 10%, especially for the specimens at 
the curing time of 28 days. The replacing proportion of 50% caused the largest reductions in the compressive 
strength of specimens containing fine and coarse rubber particles at both 7 and 28 days. The test results imply that 
using fine rubber particles, instead of fine natural aggregate, at the low replacing proportion (up to 10%) might not 
cause the significant effect on the compressive strength of rubberized concrete. Overall, our results agreed well 
with previous studies which reported that the inclusion of increasing rubber contents caused progressive losses in 
the compressive strength of rubberized concrete and the replacement of coarse aggregate in the concrete mixture 
lowered the compressive strength more than that of fine aggregate [26, 31, 40-44].  

There are several possible reasons for the reduction in the compressive strength of rubberized concrete which 
largely influenced by the physical and mechanical properties of constituent aggregates. First, it could be attributed 
to the physical properties of rubber particles which are less stiff than cement paste. This could lead to the 
deformability of rubber particles compared with surrounding cement paste that resulted in the rapid development 
of cracks around rubber particles in a fashion similar to that occurring with air voids in normal concrete [41, 45, 
46]. The second reason for the decrease in the compressive strength is the poor bond between rubber particles and 



Asian Review of Environmental and Earth Sciences, 2017, 4(1): 12-19 

17 

 

 

cement paste in comparing to the bond between natural aggregates and cement paste. Corinaldesi, et al. [47] and 
Raj, et al. [48] indicated that the low strength of rubberized concrete is due to the weak interface or transition 
zone between rubber particles and cement paste. Such a weak interface could initially cause micro-cracks which 
eventually grow to macro-cracks, and result in the failure of rubberized concrete specimen under compression. Our 
test results showed the surfaces of the failed specimens having quite clean rubber particles with little cement paste 
attached which implies the poor bond between rubber particles and cement paste. The third reason for the 
reduction in the compressive strength of rubberized concrete might be associated with the low specific gravity of 
rubber, coupled with the poor bond of rubber particles with other aggregates, which might make rubber particles 
moving upwards during vibration in the casting process and concentrating at the top layer of the specimen. This 
could result in a non-homogeneous distribution of rubber particles and other aggregates, and therefore reduce the 
strength of the specimen. The other reason for the decreased compressive strength could be the increased matrix 
porosity or weakness points in rubberized concrete matrix which largely depending on the size, density, and 
hardness of aggregates as explained by the previous studies [45, 49, 50].                   
 

 
Figure-3. Impacts of replacing proportion and size of rubber particles on flexural 
strength at 28 days of hardened rubberized concrete  

 
b. Flexural Strength   

The influences of different replacing proportions and different sizes of rubber particles on the 28-day flexural 
strengths of rubberized concrete are presented in Figure 3. The flexural strength at 28 days of the control 
specimen was 7.2 MPa. Similar to the case of the compressive strength, the test results indicated that there were 
significant reductions in the flexural strength of rubberized concrete specimens compared to the control specimen 
when replacing proportions increased.  
 

Table-4. Reduction (%) in flexural strength at 28 days of rubberized concrete compared to plain concrete 

 Specimen 

(Proportion of natural aggregates replaced with 

rubber particles, % by volume) 

M0 

(0%) 

M1 

(10%) 

M2 

(20%) 

M3 

(30%) 

M4 

(40%) 

M5 

(50%) 

Reduction (%) in flexural strength of 

rubberized concrete using fine rubber 

particle to replace fine aggregate 

0 12.5 19.4 34.7 45.8 56.9 

 
M0 

(0%) 

M6 

(10%) 

M7 

(20%) 

M8 

(30%) 

M9 

(40%) 

M10 

(50%) 

Reduction (%) in flexural strength of 

rubberized concrete using coarse rubber 

particle to replace coarse aggregate 

0 27.8 37.5 52.8 61.1 68.1 

 
The degree of reduction in the flexural strength was also largely influenced by the size of replacing rubber 

particles as shown in Table 4. As expected, a smaller reduction of the flexural strength was observed when fine 
aggregate was replaced by fine rubber particle, compared to the case of coarse rubber particle, for all replacing 
proportions. This could be attributed to the filling effect of fine rubber particles that increase the compactness of 
rubberized concrete specimens, reduce the stress singularity at internal voids, and thus reduce the likelihood of 
fracture [51]. The test results suggest that using fine rubber particles for replacing fine natural aggregate at the 
low replacing proportion (up to 10%) might not cause the significant effect on the flexural strength of rubberized 
concrete which similar to the case of the compressive strength. 

Similar test results were reported by the previous studies [26, 41, 51]. For instances, Aiello and Leuzzi [26] 
reported that rubberized concrete with the inclusion of 50% and 75% by volume of coarse aggregate replacement 
presented 28% decrease in the flexural strength compared to plain concrete. Whereas, rubberized concrete obtained 
with 50% and 75% by volume of fine aggregate replacement showed a decrease in the flexural strength of about 
5.8% and 7.3%, respectively compared to plain concrete. However, it is worth to note that the other studies have 



Asian Review of Environmental and Earth Sciences, 2017, 4(1): 12-19 

18 

 

 

reported quite different results compared to ours with the increased flexural strength of rubberized concrete when 
rubber aggregate used to replace fine aggregate at the low replacing proportions (mainly less than 20% by volume), 
and the decreased flexural strength at the high replacing proportions. For instances, Yilmaz and Degirmenci [42] 
reported that rubberized concrete specimens using tire rubber (in the form of fibers) up to 20% by volume showed 
the higher flexural strength than control specimens, and the flexural strength decreased as rubber contents 
increased from 20-30%. Gupta, et al. [52] reported that the flexural strength of rubberized concrete containing 
rubber ash decreased as the content of rubber ash increased, whereas the flexural strength of modified concrete 
(containing 10% rubber ash and a varying content of rubber fibers) increased with the increasing content of rubber 
fibers. These studies showed that the increased flexural strength of rubberized concrete associated with the use of 
tire rubber in the form of fibers. This further suggests that future studies should focus on the characteristics of the 
rubber aggregates that enhance the flexural strength of rubberized concrete.           

 

4. Conclusions 
This study has conducted the experiment to investigate the properties of fresh and hardened rubberized 

concrete made by replacing natural aggregates with rubber particles derived from discarded tires having similar 
sizes of replaced natural aggregates. The major findings of this study can be summarized as the following: 

 The workability of fresh rubberized concrete improved when replacing natural fine aggregate with fine 
rubber particles at the replacing proportions of 30-50% by volume, and when replacing natural coarse 
aggregate with coarse rubber particles at the replacing proportions of 10-30% by volume; 

 With respect to the mechanical properties of hardened rubberized concrete, a larger reduction in the 
compressive and flexural strengths was generally observed when replacing proportions increased, and 
especially when coarse aggregate rather than fine aggregate was replaced by rubber particles at all 
replacing proportions (10-50% by volume).  

 Using fine rubber particles for replacing fine natural aggregate at the low replacing proportion (up to 10%) 
might not cause the significant effect on the compressive and flexural strength of rubberized concrete. 

Based on the findings of this study, further studies are recommended to verify the workability and the 
mechanical properties of rubberized concrete mixtures prepared by partially replacing both natural coarse and fine 
aggregates, and to evaluate effects of specific characteristics (e.g. size, shape, pretreatment) of rubber aggregates on 
the workability and the mechanical properties of rubberized concrete, especially characteristics that could increase 
the mechanical properties of rubberized concrete. 
 

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