Civil Engineering For Soil Stabilization With Natural Polymers

Geotextiles, As A Band, Strip Or Sheet

Describe about the Civil Engineering for Soil Stabilization with Natural Polymers .

Geotextile is a special fabric that is used with soil. It is also called permeable fabrics, as this textile has the ability to filter, protect, separate, reinforce, when used with soil. The textile is made from polyester or polypropylene. It comes in three basic forms, heat bonded, needle punched and woven.  Geotextiles are majorly known to the world as filter fabrics. They were designed with the intent of granular soil filter alternatives. The development of geotextiles was started long before, in 1950s.

Geotextiles are composed of various material and it introduced various other composite products, like meshes, geogrids, etc. These by products or composite products from the geotextiles are called geosynthetics. These synthetics have various configurations, such as geotubes, geogrids, geonets and many other products. They are beneficial in environmental engineering and geotechnical aspects.

The primary use and benefit of the geotextiles is that they are used to place at the tension surface so that the soil can be strengthened. They are used to protect upload the coastal property of the upland, by armouring through using for sand dune. They help protecting from storm surge, flooding and wave action. It helps to prevent the storm erosion by preventing to move beyond sand filled containers. Geotextiles also improve the strength of the soil at lower cost, compared to the soil nailing, which is a conventional soil strengthening method.

Geotextiles have many applications in the world. They are majorly used in civil engineering applications, such as railroads, retaining structures, airfields, reservoirs, canals, bank protection, dams, embankments, site fences in construction sites and in geotube.

The use of geosynthetic materials and geotextile materials has been increasing in the recent years, in the construction of the structures, rivers etc. The use of the geotextile material is used more in the form of bands, strips and sheets or mats. These products have been used as a counter measure against the natural calamities and disasters happened during recent years. Some of these examples are geotextile, rubber dam, geosynthetic or geotextile tube. They can extend longitudinally for longer distances, like dikes and so benefit economically.

Geosynthetic tubes or mats are classified based on fill materials, majorly into three categories, like impermeable geosynthetic tube, permeable geosynthetic tube or inflatable rubber dam.

Geotextiles are used in constructing shoreline structures and one of the methods to use them is geotextiles that acts similar to formwork for cement mortar units cast. They act better than the rubber dams. Sand is filled into the geosynthetic tubes for protection of the shoreline. silty or soft clay is also used in slurry state. So, the selection of the material becomes quite important for mats and tubes and the selection must be based on the criteria of filter design and strength of the geotextile (Miki et al., 1996). It needs the appropriate selection of the AOS (Apparent Opening Size), so that the pore pressure can be freely dissipated and still retain the particles of the soil inside the mats or tubes. (Oh, et al., 2006)

Methods for Impeccable Geosynthetic Mats and Tubes

Various methods are used to fill clay slurry into the geotextile mats. There are nine layers of mats set, as shown in the figure 1.

Figure 1: Illustration of Dike with Slurry clay filled Geotextile bags

Large geotectile bags can be arranged in the form of geotextile mats, rather than the tubes. The dike is designed with the height of 4.8m with the elevations at top and base at 5.5m and 0.7m respectively. The top width is reduced to 2.43m, compared to the width of the bottom bag from 30m. The slopes of the dike inner and outer are designed with 1.5L:1H and 2L:1H respectively. Clay slurry has been taken dredged from the seabed an injection hole is used to pump it directly. The final bag’s height after consolidation is 0.5m (Oh, et al., 2006).

The mat is then protected with the help of casting of around 25mm thickness, after stabilizing the dike. The mattress has been formed through pumping of the concrete. Stability of the dike is enhanced with the berms and the same protects the slopes’ toes.

Geotextiles mats are used for dike construction because of many advantages.

Lateral dimension becomes more than the height and so there will be no laterally stability problems for the geosynthetic mats.

Construction can be done rapidly with a good pace, since pumping is possible at multiple points.

They can accommodate large differential settlements comparatively and it saves foundation treatment.

Though there are many advantages, the design lacks analysis method for the dike construction. However, it can be overcome with analytical methods, such as finite element methods (Lee, 2009).

There are different analytical methods proposed for the impermeable geomembranes and rubber dams, as the consolidation process is present for the permeable geosynthetic tubes. Consolidation processes is done with four basic processes, such as zone settling, dispersed free settling, consolidation settling and flocculated free settling.

Methods for Impeccable Geosynthetic Mats and Tubes

Geosynthetic Mats Over Rigid Foundation – Closed Form Solution

Closed from solution is derived by making the following assumptions.

In nature, the problem exists in two-dimensional

The weight and extension are neglected for the geosynthetic shell, as it would be flexible and thin.

Frictions between foundation and mat and between the geotextile and fill are almost negligible.

The geotextile’s tensile strength is constant along its circumference.

No external water pressure is applied and same material is used to fill all the mats

So, the final solution for the analytical method is

Cross-sectional area, A = b = H² ((1/k) – (  – ln (  +1)))

Tensile force along the sheet of geotextile, T = (¼)É£H²

Constant width with the ground, b = H ((1/k) –  – ln (  +1))

Perimeter of cross-section, L = 2H (1/k + 1 – (  ))

where,

k = Height to width ratio

H = Height o geosynthetic mat

METHOD	NOTATION	ASSUMPTIONS
Hsieh and Plaut (1989, 1990)	Rubber that is water filled and resting on rigid base	·         The geomembrane tube considered is of problem, 2D ·         The membrane would be anchored with 2 generators to a horizontal base that is rigid ·         The liquid used for filling is uniform and incompressible ·         The membrane considered to be negligible and inextensible weight ·         There is negligible friction in between foundation and tube ·         No development of stress in between geosynthetic and slurry
Paul and Cotton	Rubber dam with dynamic quantities and filled with air	·         The weight of tube is considered and is filled with air ·         The membrane has no bending stiffness and it is inextensible ·         The foundation assumed to be rigid and its friction with tube gets neglected
Ghavanloo and Daneshmand	Rubber dam that is air filled and rests on inclined rigid plane base	·         The tube is plane strain or 2D problem and is air filled ·         The membrane has no bending stiffness and is inextensible ·         The tube’s tangential strain is 0 ·         Assumption of internal air pressure to be constant that stands within cross sectional area
Leshchinsky et al.

Table 1: Analysis methods for rigid foundationed impermeable geosynthetic tube

Geosynthetic Mat Solution for Deformable Foundation and alternative solutions for Geosynthetic mat and Geosynthetic tube over deformable foundation are also derived (Chu & Yan, 2009).

Geotextile sheets are made with Jute is considered for good stiffness and strength of soil reinforced. Other material used are Bamboo and coir, as they are biodegradable, less expensive and locally available.  When these materials are effectively, used cost of construction can be reduced and can uplift the rural economy.

Soil reinforcement results in improvement of the shear strength, tensile strength, stiffness modulus and capacity to carry load for the soil. A study is conducted with an experiment, for geotextile layers made with jute and soil reinforced. They layers have the dimensions of 38 mm x 76 mm. They are placed in the soil with equal vertical spacing in various combinations, like 4, 3, 2 and 1 layer. Triaxial test set up is conducted in the laboratory to determine the reinforced soil’s stiffness modulus and shear strength parameters. The results are then compared with the unreinforced soil.

Reinforced soil is formed as a composite material from the tension resisting elements and frictional soil in various forms, like strips, sheet, mats or nets of synthetic fabrics, metals or plastics that are fibre reinforced. They help reducing the tensile strain, which is formed under boundary and gravity forces. The granular soils, which have weak tension, can be improved with reinforcing elements, similar to the reinforced concrete.

Soil

The soil used has the following properties.

PROPERTY	NOTATION	VALUE
Liquid Limit	LL	20.30
Slit Size	0.002 mm to 0.075 mm	41.00
Sand Size	0.075 mm to 4.75 mm	46.98
Clay Size		12.00%
Specific Gravity	G	2.69
Plastic Limit	PL	10.18
Gravel Size	>4.75mm	0.2%
Plasticity Index	PI	10.12
Optimum Water Content	OMC	15%
Max Dry Density	Γd	18.00%

The test samples are prepared the samples are prepared through standard procedure. Then the stiffness modules and shear strength parameters are determined.

Triaxial Test

The triaxial compression test is conducted on the soil specimens and also the reinforced Jute Geotextiles soil. The preparation of this soil is done in a cylindrical mould having the height of 76mm and diameter of 38 mm at 17.46 kN / m3 dry density, having the 14.55% of water content. The specimen are to be tested under pressure 50, 100, 150 and 200 kPa pressure in conventional triaxial apparatus all in undrained condition. Load is applied over the samples until with 1.5% strain rate till the strain reaches to 20% or the specimen gets failed, whichever happens first. The test is conducted at various confining pressures, starting from 50 to 200 kPa, based on the test results called Deviator stress for strain curves for various Jute Geotextile sheet layers. Curve for 50 kPa can be shown as the figure 2.

Figure 2: Deviator stress and Strain curves for under confining 50 kPa pressure for Reinforced soil

Results

The results have shown that the soil’s stiffness modulus an shear strength parameters are increased with the inclusion of the layer of Jute Geotextile and this increase is doubled, tripled and quadrupled with 2, 3 and 4 layers.

According to the results, failure strains and failure stresses keep icreasing with more number of Jute Geotextile sheets. The results show that there is significant Jute Geotextile sheet over stiffness modulus an shear strength parameters of soil. For plain soil, the shear strength parameters are 55 kPa and 260. For 1 layer, it increases to 64 kPa and 280. These values substantially increase to 95 kPa and 38 0.

Paving fabrics have been used in many cases to fill the gap that exists in between complete rehabilitation and resealed surface. Paved roads deteriorate generally, with no proper or adequate maintenance. Eventually, rehabilitation is needed an it divided into two types.

1. Rehabilitation that require substantial waterproofing and strengthening
2. rehabilitation that require minor surface and strengthening improvements

Paving fabrics is used by geotextiles that are nonwoven needle punched in Australia for bonding the surfaces of the roads.

Reflective Cracking

It destroys the continuity of the surface and decreases the strength of the structure and lets the water to reach the layers of the pavement. The problems would continue and extend towards up. This cracking extending to the new overlays surfaces is because of the overlay inability to withstand tensile stresses and shear stresses because of the moisture ingress, traffic loading and thermal effects. It results in the problem of structural instability.

Waterproofing

Waterproofing can prevent exacerbation of factors of environment, ingress o water an resulting structural pavement layers pumping under the loads of traffic. Bitumen impregnated paving fabric ensure surface water penetration prevention and also oxygen. It also maintains the properties o waterproofing (Fyfe, 2010).

Paving fabrics make use of geotextiles’ tensile strength and properties of elastic recovery of bitumen and help to effective cracking inhibition. So, waterproof surface in turn protects the road pavement’s structural integrity. It can extend the life of the structure to 10 years.

Paving fabrics are associated with the following benefits.

1. Prolongs life span of the surface
2. Prevent the water ingress through provision of homogeneous and flexible waterproof layer
3. Acting as a interlayer for stress absorption that allows increased deflections
4. Bridges the cracks shrinking by retarding the extension to the surface
5. Because of pumping, fines’ cubing loss and stabilises the moisture content of the pavement
6. Prolongs and reinforces the fatigue life, when the layers of structures become susceptible towards rutting
7. Best alternative to the replacement of structural layer that is expensive
8. Robustness that keep retarding the settlement and penetration of the stone
9. Providing the foundation for surface for future seals
10. Bitumen reservoir that can be provided by nonwoven needle punched construction

There are four areas that the paving fabric seals failure mechanisms are related. They are seal de-lamination, geotextile mechanical failure, bleeding because of spray rates that are incorrect and shoving because of less adhesion (Fyfe, 2010).

Before paving fabric is applied, the cracks that exist in the pavement are to be sealed using conventional methods, especially for the cracks that are more than 7 mm.

When the structure of the pavement is sound, then the benefits of the pavement fabrics can be maximised. Field evaluation is needed for any kind of assessment for resurfacing that include the visual distress survey based on the methodology that is accepted and testing for deflection. It helps to determine the pavement section’s effective modulus. Standard testing method of sand patch should be sued for the surface texture for the rate of design spray. Level surfacing can be provided with regulation patching and shape correction for paving fabric application. Some of its applciations are slurry correction layer of ‘scrub coat’ asphalt.

Paving fabric can be beneficial when used in the right time for the right reasons. The choice and selection of the fabric is to be done according to the criteria, for mass that is at least 140 grams / sqm.

• Age cracking
• Crackign because of soils that are expensive
• Cracking settlement
• Alternative treatments availability
• Fatigue cracking
• CTB or Shrinkage cracking

However paving fabric of 180g can also be used for increased bitumen content and tensile strength.

the fabrics effectiveness is the key to the design and prevention of the reflective crack. It is determined by testing in the laboratory and has to be confirmed by experience. According to Koerner, the number o load cycles determines the FFF or Fabric Effectiveness factor.

The following specifications are needed for the paving fabric.

1. Thermal stability
2. compatibility
3. Durability
4. Installation

The benefits of life cycle costing offer choices for investment to be done alternatively, where the real benefit is the additional surface life. When paving fabric is incorporated into the asphalt overlay, it increases the cost to be 10% give 50% increase in the span of life (Fyfe, 2010). 

• Revision of planning for maintenance
• Choice for alternative treatment that is cost effective
• Longer time frames for maintenance
• Choice for asset investment
• Savings through minimum traffic disruption and frequent maintenance
• Allowing priorities for other networks and roads
• Increased safety, as skid resistant and stable surfaces provided

Slowly, the geotextile is rolled out, right after spraying of lack coat. The rubber spreaer bar has to be adjusted to control fabric dispense for matching the profile of the road. Smaller wrinkles, usually smaller than 5mm are to be removed through brooming. This fabric rate has to increased with the experienced personnel usage. The adjoining rolls are to be overlapped to reach minimum of 100 mm (Fyfe, 2010). The fabric needs to be applied on eh entire pavement width, for all of the reseal applications. Asphalt surfacing is to be applied over the paving fabric directly.

The boundary conditions are to be set with milling and recycling, de-lamination, mechanical failure and bleeding.

The Keewatinoow start-up camp is located at 75 km north from Gillam in Manitoba needed 2 fire water storage and 2 domestic storage tanks for water all with height of 5126 mm and 7244 mm of diameter. The two geotechnical considerations are settlement and safe bearing capacity and very low ambient temperature is another factor, during the construction. The final alternative is geosynthetic reinforced granular pad, because of the cost, ease of construction and technical adequacy.

In the test pits major subsurface strata found are,

• Peat that extends to 0.1 to 1.5m depth, found down of existing grade having content of water and it ranges from 20% to 131%
• Slit found beneath sand layer and peat
• Sand found down at 0.3m and 0,5m depth
• Slit found down from 2.7 to 3.5m, till exploration depth of 4.6 to 6.7m

It is recommended that the slit layers and superficial peat are to be removed, by geotechnical investigation agency. The ultimate bearing capacity finally estimated was 234 kPa and safety factor of 3 and safe bearing capacity, which is 78 kPa.

The settlement considerations are

• Non-planar settlement
• Localized settlement
• Planar tilt
• Dish type settlement

When the structures are considered, the most harmful ones are localized settlements.

The geotechnical design considerations finally concluded are the differential settlement should be limits that are permissible and imposed bearing pressure stands less compared to safe bearing capacity.

Finally solution is proposed, which is geosynthetic reinforced granular raft. The geotechnical design considerations here are measures providing for limiting the localized settlement hazards that are potential. Finally the granular pad is proposed to reinforce with 2 HFM-BL2PP Horizontal foundation mat layers manufactured with virgin polypropylene (Das, 2011). The foundation has more tensile modulus and tensile strength and more junction strength at low strains and high tensile stiffness. The structures are to provide gravel pad, grade band and erosion protection. Gravel beam is provided with geotextile so that erosion from rain water can be prevented.

The structure was constructed with ground excavating to the diameter and depth that are required. Granular fill compacted and placed with 98% density. They laid the first layer with no folds and wrinkles overlapping with adjacent rolls. then the edges are placed with bags filled with sand. Granular fill compacted after spreading over te mats placed. The non-woven geotextile, gravel pad, grade band and fibre board are then placed over the granular raft that is reinforced.

The scheme improved the four tanks’ foundation with no indications of excessive settlements and shar failure. But, controlling the localized settlements that is excessive is controlled and it has become real reinforcement function. Finally, settlements periodic monitoring would then be in place. The effectiveness of the system is expected further.

The sediment yields are greater for 100 times potentially per acre, compared to the disturbing activities in other major lands. Usually, the slit fences are designed for sheet flow interception. The properties of low-flow of the geotextiles create impoundments of water from slit fence runoff upstream. Sediments get deposited on the geotextile when water gets passed through the fence and restrict prevent or restrict the flow-through and result in increasing the water levels to impound.

Massive impoundments are possible when using slit fence for ditch checks creation, due to slit fence height compared to the other practices of lower profile ditch check. The resulting creation of the strain would be along with downstream scour and the result will be flit fence structural failure. In case the structure failure occurs, right at full impoundment, impounded water release massively will be resulted and it further causes downstream and subsequent failures. The failure conditions have prompted several practitioners and various regulatory agencies to discontinue the practices. However, the researchers have developed and demonstration that a slit fence can be properly functioned with ditch check to overcome the shortcomings of the present contemporary practice, through elevation. They demonstrated that the installation can minimize erosion of channels and can result in occurring the sedimentation through creation of impoundments. The design requirements can be met, by slit fence ditch check, by exposing the considerations and installations of the ditch check conditions.

The extensive research has been conducted and it is shown that the better and well manageable impoundments can be created, by inclusion of weir. The result will be providing and enduring for a controlled discharge. At the end, slit fence pinning towards the channel, instead of trenching would let installing an underlay, which could extend the excavate trench downstream and upstream, so that the disturbances of further ground can be minimized. When the structures are assembled and installed, the researchers conducted by the practitioners has proved that the practice of the pinned installations help withstanding various and multiple events of multiple storms, compared to the long span relatively and enable to control storm water discharge properly and while retaining the sediment.

The results can be well proved and made evident with the tests called longevity by exposing slit fence ditch that is pinned to the events of six simulated storms all in a period of two months It resulted in close to 90% of sediment capture.

Case 6

The case is experimental analysis of pressed adobe blocks that are reinforced with Hibiscus cannabises fibers. The case deals with the intensive search and research for the material that is less polluting and technology that is less polluting and consume comparatively much lesser energy during the utilization, construction and production. Focus of the researchers has been on the materials that have engineering applications, before pre-industrial times, earth composites and local vegetable fibers.

Small amount of natural fibers or hydrated times can be added for improving the impermeability, mechanical strength and durability of an adobe that is produced locally. It can be added into small amounts to the soil matrix. They are beneficial, as they locally available, production can be done at lower cost, consumes lesser energy and most importantly, they are less pollutive. So, these natural products, oil palm, sisal, fruit bunches, barely straw, coconut wheat straws, jute, bamboo, cane, jute, flax and lechuguilla have strong mechanical and physical properties of composite blocks of soil and also PABs. The significant parameters that have strong influence over the durability behaviour and mechanical and physical behaviours of soil composites are explored to be the tensile strength, fibers durability and type of fibers, apart from the length of the fibers and the volume fraction of them in the composite mix.

The fiber type has major influence on the composites impermeability, which depends over the lignin percentage in the fiber. Higher percentage of lignin is the indication of increased impermeability. The differential shrinkage of soil is high during its drying process and it depends on the soil mixture. So, fibers can be added so that the shrinkage cracks can be prevented. In the PABs (Pressed Adobe Blocks), there will be higher fiber resistance and less shrinkage cracks and high bonds. The optimum length and volume fractions for the considerable vegetable fibers are found to be ranging from 0.3% to 0.8%, when weight is considered and 30 mm to 80 mm, in length. The fiber-reinforced soil’s crack resistance can be determined directly by the tensile strength. The pullout resistance can be determined by the fiber length. The same determines the force of reinforcement that is usually equal or smaller than the tensile strength of the fibre. The reinforcement intensity can be determined by the fiber amount. But the fiber mass cannot be excessive as it can weaken the soil matrix and may result in decrease o reinforced soil composites resistance.

The PABs are manufactured with samples of raw soil that sieved for getting size of the particles, smaller than 5 mm. The soil composite gets mixed with water till homogeneous paste is obtained. PABs are reinforced using 0.2 to 0.8 weight percentage of the fibers with lengths of 30 and 60mm. The fiber bonding is further studied over video microscopy and scanning electronic microscopy.

For the experiment, clayey soil sample are selected and the exploration is done for the soil properties, mineralogical characterization, chemical composition, mineralogical composition, microscopic observations. Then other samples, hibiscus connabinus fibers are taken for exploring and taking the mechanical and physical fiber characteristics,

Manufacturing of the Pressed Adobe Blocks is done in a certain procedure. Initially, was samples of soils are taken and are sieved to get the particles of smaller than 5 mm size. The sample is powdered and then mixed with 30 mm fiber length and 60 ram till 0.8 per cent weight is gained compared to the soil weight. 20 percentage is taken as the ratio for water versus soil. The composite is mixed till the homogeneous paste is obtained. Compressed soil blocks are produced through various pastes. Then the asmolded PABs will be dried at humidity of 60% and at room temperature within laboratory, until the block weight reaches to the constant.

After manufacturing process, tests, such as three point bending strength and unconfined compressive strength are conducted, through INSTRON hydraulic press over the specimen of PAB. The test is conducted with load sensor capacity of 50 kN at speed of 0.01 mm constantly. Then the PAB samples are evaluated by the thermal conductivity. A heating resistor, a hot wire probe is used, using a sensor to measure the temperature during the transient state. It measures thermal conductivity for content of water. The rain erosion process is simulated by conducting certain laboratory tests, through spray test. The PAB erosion degree can be determined with the loss percentage of material, after the test.

Then PABs are taken for the abrasion strength test, by submitting it to mechanical erosion, through metal brush for several cycles with certain pressure constantly. The abrasion expression coefficient gives the material detached quantity and surface after brushing ratio.

Then the mechanical, physical and chemical characteristics are explored for the fibers. The physical properties explored are the water absorption, specific weight, natural humidity and diameter. The test results are obtained an found thtat the specific weight and diameter of these fibers ranges from sisal, lechuguilla, coconut fibers. However, these are lesser to the il palm empty fruit bunch and straw fibers. Though the fibers have inferior natural humidity, water absorption is found to be more or superior to the sisal, lechuguilla and coconut fibers. Straw fibers have more water absorption than these fibers. its tensile strength is found to be more than that o coconut, lechuguilla, oil palm empty fruit bunch and sisal fibers.

The following process is to test the chemical and mineralogical soil characteristics. The diffraction of X ray shows that the fiber is composed of quartz and calcite in small amounts. The sample is done for thermal gravimetric analysis (TGAs) to identify the compounds of amorphous and mineralogical characterization. High silica and alumina amounts are shown in chemical composition. Iron oxide, potassium oxide and calcium oxide are found lower quantities.

During the microscopic observations, for homogeneous microstructure, small size pores are found with no cracks. It shows a rough aspect with better connection between the grains of soil and structure compactness.

Finally mechanical and physical properties are tested and explored. Thermal conductivity is found to be decreased with increased fiber length. It is favourable for buildings, as energy saving can be improved. However its length and content weakens the erosion resistance and are not in acceptable levels for adobes.

The case explores the beneficial use of shredded tires in terms of drainage material for cover systems for abandoned landfills.

The stockpiled tires are given enough attention in recent years for the applications for civil engineering, like for retaining structures, highway embankments and lightweight fill material, as the stockpiled tires are hazardous to the public health, aesthetic nuisance and waste of resource that is valuable. Research is conducted to explore potential for clogging, when the tires are used in cover systems, long-term transmissivity an shear strength (Sharma & Reddy, 2008).

the major factor that control the performance of the stockpiled tires is the hydraulic conductivity and it is high for these material. Experiments and simulations are conducted in the laboratory for assessing the clogging potential. The geotextile presence and normal stress effects are studied. According to the tests and results, the hydraulic head present on the layer of soil, where usage of geotextile is used and in all cases of flow rates, it is remained the same. But the flow rates stand less at no stress conditions (Reddy et al., 2008). So, the geotextile presence can eliminate the migration of soil into TSs, and on the other hand hydraulic efficiency can be compromised. The scrap tires’ lateral flow capacity can get affected by the migration of soil infiltration of particles of soil towards barrier soil layer that is underlying from soil layer that is overlying cover. The geotextile absence hardly affects at the bottom interface on the transmissivity. So, geotextile presence at interfaces between soil layers and TSs can maintain higher efficient hydraulic performance.

Three interfaces upon which the tests are conducted are shredded soil or tires, nonwoven filter shredded or geotextile tires and nonwoven filter soil or geotextile. They exhibit more interface shear strengths. The usual final cover system o landfill have limited slope of 3H:1V and it ensures te slope stability, from geosynthetic interfaces that is weak. The TS drainage layer performance in landfill cover system js shown by monitoring and constructing a final cover with Carlinville Landfill TS drainage layer in Carlinville, III. Towards safety of the public and environment, this landfill has to be remediated and abandoned by final cover construction. An area is divided after selecting the area of 0.8 ha. One section is covered with sand as a system of cover drainage material and other is constructed with a system of cover with the help of shredded tire, in the form material of drainage (Reddy et al., 2008). The construction is conducted with standard equipment and procedures of construction. Cover system performance is evaluated with regular field monitoring. When they are monitored, there are no flop stability problems, subsidence and settlement problems are observed. The water samples are collected for environmental analysis and flow meters get connected to the layers of each drainage, for both of the cover systems. There is no indication of hazards present in it for the public or environment (Reddy et al., 2008)

The low outflow volume found in the sections of drainage, which could be cause of lower infiltration, there cannot be comparison of two drainage cover systems. However, the cover system performance with a drainage layer of shredded scrap is shown same that of the sand drainage layer cover system. Finally, there is a demonstration of study done that TSs posses the characteristics required in landfill cover systems. The TSs use in terms of material for drainage is found to be safe, efficient, economical and can show practical solution to the scrap tire disposal environmental problem. According to the final results, it is understood that shredded tire has the characteristics required and can perform well for drainage water.

Geotextiles have been studied and experimented extensively, not only theoretically, but practically, by employing them in many practical civil engineering project, like in China. The study and experiment of the geotextile mats, strips and bands in various construction and structure projects show that the robustness and tensile strength to be increased and eventually, the life of the structures has been increasing to half to one decade. Rehabilitation projects also use the geotextile material for lower cost heads and increasing the safety of environment with easier processes.

The geotextile material used in the raw material found locally, like jute and the disposable tires have shown the physical, mechanical and chemical properties that are very much similar to the material used for the structures and dimes used in civil engineering applications. The material for geotextile and so the geotextile can be any day a healthy alternative to the expensive pollutant material, since the geotextile are locally available, less expensive, lesser pollutants, biodegradable and so safe for the public and environment.

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