Compression tests were conducted on different geocomposite combinations using various curing days and cement contents. The two waste materials used in this study were tire shred and rubber shred as shown in Figure 1. The tire shred was recycled from vehicles tire, irregular in shape and free of metal wires. The rubber shred was recycled from diving flippers and consistent in shape.
These waste materials are available locally from commercial supplier. Table 1 shows the index properties of the waste materials. All tests were conducted in accordance to BS It is observed that although the tire shred is bigger in size, but it is lighter as compared to the rubber shred.
The particle size distribution curves of the waste materials are as shown in Figure 2. The coefficient of uniformity, Cu and coefficient of gradation, Cg were found to be 2. As for rubber shred, the coefficient of uniformity, Cu and coefficient of gradation, Cg were found to be 1. Both waste materials can be considered as uniformly graded as their coefficient of uniformity are less than 3.
ISBN Test Programme and Procedure Table 2 shows the test program and summary of test results of the laboratory compression tests. Several variables were taken into account namely: a Two types of waste materials tire shred and rubber shred b Five different curing days 3, 7, 14, 21 and 28 days c Five different OPC contents 0. All specimens were cast using water-cement ratio of 0. A standardised specimen preparation procedure was adopted in this study to ensure the consistency of specimens.
The waste material was first dried at room temperature. Then the waste material, OPC and water were weighed to the prefixed ratio and placed into the cleaned mixer and mixed for 10 minutes. The geocomposite was then placed in the mould in 3 layers. Each layer was compacted by using vibrating table for 30 seconds. The mould with the geocomposite inside was then cured at room temperature according to the curing duration.
Figures 3 and 4 show the cube specimens for both types of geocomposites. For ease of referencing, the OPC bound tire shred geocomposite was named Geocomposite A and the OPC bound rubber shred geocomposite was named Geocomposite B in short in all subsequent passages. The compressive stresses were found to be kPa and kPa respectively, also indicating high consistency with 4.
The compressive stresses were found to be kPa and kPa respectively, also indicating high consistency with only 2. This indicates that the standard specimen preparation and casting procedure is effective in controlling the repeatability and consistency of specimen. Figure 5 shows the variation of compressive strength for both Geocomposites A and B at the different curing days.
For Geocomposite A, an increasing trend of compressive stress in the range of to kPa with increasing curing day is observed.
However, Geocomposite B displayed a down trend upon curing day of day. The range of compressive stress for Geocomposite B varies from to kPa. In general, the compressive strength of both geocomposites stabilised at curing day of 7-day. Similar finding was also reported by Abdul Naser Abdul Ghani Ghaly and Cahill IV also reported an increasing trend in compressive stress with increasing curing day for rubberised concrete. Table 3 and Figure 6 present the test result for Geocomposite A.
It is also noted that its compressive strength increased with increasing cement content. The most significant increase in compressive strength of On the other hand, the most severe drop of Table 4 and Figure 7 present the test result for Geocomposite B.
Similar to Geocomposite A, its density and compressive strength increased with increasing OPC content. This is because OPC helps to strengthen the bonding between the waste materials thus higher compressive strength. It is also noted that the gain in compressive strength for Geocomposite B Laboratory compression tests were conducted on mm x mm x 10 mm OPC-waste material geocomposite cube specimens. A total of three compression test series were conducted involving investigation on repeatability of specimen, effect of curing day and effect of OPC content.
High repeatability was observed with less than 5. Investigation on effect of curing day involved specimens cured at 3, 7, 14, 21 and 28 days. The compressive strength of both geocomposite A and B was found to stabilise after 7 days curing. The stress increase is probably caused by a stronger bonding between the waste materials with increasing OPC content. It is also observed that there is a unique relationship between compressive strength and density of geocomposite.
An increase in the densities of the geocomposite was found to increase the compressive strength of the geocomposite. The authors would also like to thank Rubplast Sdn. References Abdul Naser Abdul Ghani Ahmed, I.
Rubber Soils as Lightweight Geomaterials. Transportation Research Record This has created environmental hazards associated with the storage of these waste materials. The use of waste materials as construction materials in civil engineering applications is one of the better ways of recycling waste material.
Ahmed and Lovell cited some examples of waste materials as lightweight embankment fill materials namely sawdust, fuel ash, shell, expanded polystyrene and scrap tires. Among these waste materials, scrap tire is one of the most widely researched as it was found that there are several advantages of using scrap tire in civil engineering applications. Scrap tire is abundantly available, lightweight, non biodegradable and thus more durable.
Scrap tires can be managed as whole, slit, shred, chip, ground rubber, or crumb rubber Young et al. Some reported applications of scrap tire in civil engineering include as lightweight fills for embankment and retaining structures Yoon et al.
Previous studies focus mainly on use of tire alone or tire-soil mixtures in civil engineering. It was reported that use of tire alone caused high settlement in addition to potential self-heating problem due to exothermic reaction Humphrey et al. On the other hand, tire-soil mixture was found to have lower compressibility and higher shear strength thus perform better than only tire Yoon et al.
However, both types of applications still depend greatly on on-site installation and also subject to influence of vibration loading. Abdul Naser Abdul Ghani introduced binder bound shredded scrap tire geocomposite in which cement and cement replacement materials styrene butadiene rubber latex, rice husk ash and aqueos foam were used to bind the shredded tire.
Introduction of binder eliminates the need of onsite compaction in which pre-cast geocomposite can be used. In addition, the properties of the binder bound geocomposite can be pre-engineered by modifying the mix design to suit various engineering applications.
As most previous studies were found to focus on shred tire, lacking in information on other waste materials has restricted their use in civil engineering. In addition, data on compressive strength characteristic of waste material-OPC geocomposite is not widely accumulated in Malaysia due to different sources and sizes of waste materials used. ISBN geocomposite. Two locally available waste materials namely tire shred and rubber shred were investigated.
Compression tests were conducted on different geocomposite combinations using various curing days and cement contents. The two waste materials used in this study were tire shred and rubber shred as shown in Figure 1. The tire shred was recycled from vehicles tire, irregular in shape and free of metal wires. The rubber shred was recycled from diving flippers and consistent in shape.
These waste materials are available locally from commercial supplier. Table 1 shows the index properties of the waste materials. All tests were conducted in accordance to BS It is observed that although the tire shred is bigger in size, but it is lighter as compared to the rubber shred.
The particle size distribution curves of the waste materials are as shown in Figure 2. The coefficient of uniformity, Cu and coefficient of gradation, Cg were found to be 2. As for rubber shred, the coefficient of uniformity, Cu and coefficient of gradation, Cg were found to be 1.
Both waste materials can be considered as uniformly graded as their coefficient of uniformity are less than 3. ISBN Test Programme and Procedure Table 2 shows the test program and summary of test results of the laboratory compression tests.
Several variables were taken into account namely: a Two types of waste materials tire shred and rubber shred b Five different curing days 3, 7, 14, 21 and 28 days c Five different OPC contents 0. All specimens were cast using water-cement ratio of 0. A standardised specimen preparation procedure was adopted in this study to ensure the consistency of specimens.
The waste material was first dried at room temperature. Then the waste material, OPC and water were weighed to the prefixed ratio and placed into the cleaned mixer and mixed for 10 minutes. The geocomposite was then placed in the mould in 3 layers.
Each layer was compacted by using vibrating table for 30 seconds. The mould with the geocomposite inside was then cured at room temperature according to the curing duration. Figures 3 and 4 show the cube specimens for both types of geocomposites.
For ease of referencing, the OPC bound tire shred geocomposite was named Geocomposite A and the OPC bound rubber shred geocomposite was named Geocomposite B in short in all subsequent passages. The compressive stresses were found to be kPa and kPa respectively, also indicating high consistency with 4. The compressive stresses were found to be kPa and kPa respectively, also indicating high consistency with only 2. This indicates that the standard specimen preparation and casting procedure is effective in controlling the repeatability and consistency of specimen.
Figure 5 shows the variation of compressive strength for both Geocomposites A and B at the different curing days. For Geocomposite A, an increasing trend of compressive stress in the range of to kPa with increasing curing day is observed. However, Geocomposite B displayed a down trend upon curing day of day. The range of compressive stress for Geocomposite B varies from to kPa.
In general, the compressive strength of both geocomposites stabilised at curing day of 7-day. Similar finding was also reported by Abdul Naser Abdul Ghani Ghaly and Cahill IV also reported an increasing trend in compressive stress with increasing curing day for rubberised concrete.
Table 3 and Figure 6 present the test result for Geocomposite A. It is also noted that its compressive strength increased with increasing cement content. The most significant increase in compressive strength of
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