# Mechanical and Durability Studies on Ficus exasperata Leaf Ash Concrete

Authors: K. S. Elango; B. Prabu; S. Sathish; Alagar Karthick; V. Sampathkumar; Sanjeev Kumar; V. Mohanavel; M. Ravichandran; M. Muhibbullah; Sameh M. Osman
Journal: Advances in Civil Engineering
 (2022)

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## Abstract

This paper reports the effect of snake grass (SG) fibers in Ficus exasperata Leaf Ash (FELA) concrete. Snake grass fibers of percentages 0.5, 1, 1.5, and 2 were used in this investigation. Tests of compressive strength, split tensile strength, and flexural strength and durability studies of salt resistance, sulphate resistance, and impact energy resistance were determined, and the test results are discussed in detail. Test results revealed that FELA ash of 15% replacement in cement showed remarkable binding property. Moreover, incorporation of snake grass fiber in concrete improves the strength, postcracking resistance, and energy absorption. It is also observed that 1.5% snake grass fiber incorporation in concrete exhibited better strength properties and energy absorption property than 0.5% and 1%. Also, beyond 1.5%, there is significant reduction in workability property. Regardless of durability property, the mix containing 1.5% snake grass fiber has shown better resistance against durability when compared with other mixes. It is also observed that penetration of chloride and sulphate ions made slight deterioration at sharp edges. Moreover, test results revealed that applications of FELA concrete with snake grass fiber can be effectively expanded in the construction industry.


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## Body

## 1. Introduction

Concrete is the most widely used material next to water all over the world. The construction activity can be enhanced by focusing attention towards sustainability in addition to performance and functional ability. The main objective of the sustainable growth is to ensure the benefits for future generation without affecting the needs of the present generation [1, 2]. Binder is an essential material that combines some materials together to develop a cohesive mechanically or chemically by adhesion or cohesion. In construction work, Portland cement is used as a binder in concrete which holds aggregates together [3]. Portland cement can be categorized into various types of cement according to the raw materials used and use of additives and adjustment of chemical composition. In fact, Ordinary Portland Cement (OPC) is the most important type which is commercially available everywhere and another choice known as Portland Pozzolana Cement (PPC) is increasingly in use in this decade due to its high performance [4]. Infrastructural development makes concrete be used in wide applications because of its enhanced compressive strength which is an added advantage. It also has few limitations such as lack in toughness and lesser tensile strength. During application of load, occurrence of cracks is observed and the crack scale is in different extent under every magnitude of load. Mechanical and durability properties of the concrete have improved when concrete is blended with fly ash, lime stone powder, and rice husk ash in the percentage of 20, 10, and 5 [1]. At fracture point of view, concrete with no reinforcement has demonstrated lesser tensile strength and minimal strain [2]. Concrete brittleness gets weakened when crumb rubber content is increased inside concrete [5]. Higher ductility and toughness have been observed in Engineered Cementitious Composite (ECC). The volume of fiber addition by 2% produces 3% increment in maximum tensile strain [6–8]. ECC with nonexistence of coarse aggregate has improved brittleness owing to the presence of coarse aggregate but affects the fiber distribution in concrete [9]. Fiber is a tiny material which acts as reinforcing element in concrete. The parameter aspect ratio (length to its diameter) illustrates the shape of fiber and aspect ratio is typically ranging from 20 to 150. Fibers are broadly classified as metallic fibers, mineral fibers, synthetic fibers, and natural fibers. Fibers such as low carbon steel, stainless steel, galvanized iron, and aluminum are belonging to metallic fiber category while asbestos, glass, and carbon come under the category of mineral fibers. Synthesized polymers of tiny molecules are bonded together to form synthetic fibers and few synthetic fibers are polyester, nylon, polypropylene, and polyethylene. Natural fibers are formed due to geological processes or from plants and animal bodies. Apart from static loads, concrete structure is also subjected to impact loads due to earthquakes, machine vibration, natural calamities, and so on. Impact load in the structures makes concrete fail suddenly but when fibers are incorporated in the concrete structure it overcomes the brittle failure [3, 10]. Also, energy absorption property increased with inclusion of silica fume materials, steel fibers, and polypropylene fibers. Hybrid fibers result in overall improvement and higher performance and produce better mechanical properties [11]. The presence of carbohydrate content in cementitious material improves the service life of structures and secondary cementitious material with silica reaction improves strength in concrete [12]. 15% replacement of Ficus exasperata Leaf Ash shows better mechanical property and when the replacement percentage has increased, strength gets decreased [4, 13–16]. Increased compressive strength of cement paste enhances the compressive strength of the concrete and addition of nanosilica (NS) modifies the microstructure property of hardened cementitious paste [17]. Inclusion of mineral admixtures in high volume boosts the concrete strength. Specimens cured under steam curing and high pressure steam curing possess improved compressive strength compared to other curing conditions [18]. Better filler property is observed in Ennore sand having grade I (70%) and grade II (30%) [19]. Fiber orientation influences the mechanical properties of the concrete [20]. Steel fibers packed with high density accomplish high compressive strength [21]. More researches are being carried out utilizing various fibers like steel fibers, polypropylene fibers, and carbon fibers. Nevertheless, limited researches have been carried out using steel fiber and snake grass fibers. In this present study, an attempt has been made to investigate the mechanical and impact resistance properties of concrete containing different percentages of snake grass hybrid fibers and feasibility of using Ficus exasperata Leaf Ash in concrete as a partial replacement for Ordinary Portland Cement (OPC) [22]. Steel fiber addition in concrete improves impact energy absorption capacity [23]. Supplementary cementitious materials (SCMs) such as rice husk ash, fly ash, bottom ash, and ground granulated blast furnace slag in concrete increase strength and durability properties and they also make concrete more economical and environmentally friendly. Inclusion of steel fibers increases the ductility and energy absorption property in concrete. In addition, addition of various fibers in the concrete exhibits various kinds of action in the behaving property [24]. Three kinds of actions include toughening, reinforcing, and anticracking. Upon environmental exposure, cracks formation takes place in the structures. Major cracks formed in the structure are of shrinkage cracks. Those cracks can be arrested and the action of preventing or arresting the crack generation in the structures is called anticracking. Moreover, mechanical properties of the concrete can be improved by inclusion of the fibers and the effect caused due to cracks can be minimized or arrested. The action taking place due to this effect is known as reinforcing action. Further, it also increases the toughness property of the concrete and it refers to toughening action. During the use of steel fibers, compaction using vibrator can be preferred for even distribution of fibers which can increase the concrete density that indirectly improves the mechanical properties of the concrete. In order to improve the ductile property in concrete, fibers can be added in optimum percentage [25]. Volume addition of fibers by 2% increases the tensile strength of concrete by 3%. Engineered Cement Composite (ECC) incorporation instead of coarse aggregates enhances the fiber distribution in the concrete. Fly ash (FA) addition in ECC greatly reduces the emission percentage of carbon dioxide and also improves the toughness and ductility. It is noticed that FA addition greatly decreases the heat of hydration and it also makes the concrete economical [26].


## 2. Materials

### 2.1. Cement and Aggregates

Ordinary Portland Cement (OPC) grade 53 with specific gravity of 3.10, fineness of 3.05%, and consistency of 31% has been used in this study. Initial setting time and final setting time have been recorded and it is found to be 85 and 290 minutes, respectively. Crushed blue granite metal (coarse aggregate (CA)) having a specific gravity of 2.72 and M-sand (fine aggregate (FA)) with a specific gravity of 2.65 are used. OPC grade-53 cement and coarse aggregates were purchased in APAT Crushers, Erode, Tamil Nadu, India.


### 2.2. Fibers

Snake grass fibers (Sansevieria ehrenbergii) having a diameter of 45 μm and tensile strength ranging 240–450 MPa have been used in this present study (Figure 1). Furthermore, to know the morphological behavior, scanning electron microscope study on snake grass fiber has been carried out at PSG College of Technology, Coimbatore, Tamil Nadu, India (Figure 2). The scanning electron microscope (SEM) image revealed that the shape of the fiber cross section is round and it is mainly used to determine the strength of the fiber. The snake grass fiber has very low density associated with other biofibers like flax, sea grass, and oil palm but has higher density than elephant grass, ramie, and petiole bark. The transverse and the longitudinal direction of fiber diameter are around 20–240 μm and 25–250 μm using optical microscopy.Figure 1
Extracted fiber ofSansevieria ehrenbergii plant.Figure 2
Scanning electron microscope image ofSansevieria ehrenbergii fiber.


### 2.3.Ficus exasperata Leaf Ash (FELA)

Ficus exasperata leaf (sand paper tree) was gathered from Palakkad district, Kerala (Figure 3). Gathered leaves were dried at natural sunlight and heated over at muffle furnace at a temperature of 500°C and while heating, the ash was subjected to calcination. The ash obtained after calcination was sieved through 90 microns (μ) to attain the required fineness. In order to investigate the presence of chemical compounds in FELA, chemical properties have been studied at Sona College of Technology, Salem, Tamil Nadu, India. FELA comprises 81.45% SiO2, 5.88% CaO, 3.78% SO3, 3.02% K2O, 1.85% Al2O3, and 1.95% Fe2O3 [4]. The chemical test results proved that FELA can be effectively used as supplementary cementitious material since it satisfies the requirement for cementitious material through SiO2 percentage in the ash content. Furthermore, to observe the morphological behavior of FELA, scanning electron microscope test has been carried out on calcined Ficus exasperata Leaf Ash at Karunya University, Coimbatore, Tamil Nadu, India. The SEM image of FELA proved that the particles present are in spherical and round shape (Figure 4).Figure 3
Ficus exasperata leaf before drying process.Figure 4
Scanning electron microscope image of calcinedFicus exasperata Leaf Ash.


### 2.4. Mix Design

The grade used in this present study is M25 and the mix design has been carried out in accordance with IS 10262–2009 [27, 28]. Mix produced without snake grass fiber and Ficus exasperata Leaf Ash is considered as conventional control mix and designated as CC. Four mixes were prepared with different percentages of snake grass fiber. The percentage of snake grass fiber used was 0.5, 1, 1.5, and 2 by concrete volume. In order to prepare FELA-SG concrete, coarse aggregate and fine aggregate are mixed thoroughly in dry state for 60 seconds. FELA ash (15% weight of total cement) was added with the dry mix and thorough mixing was carried out for two minutes. In continuation with the process, potable water available at KPR Institute of Engineering and Technology (KPRIET) college laboratory was added and homogenously mixed for five minutes. Snake grass fibers of specified amount required as per mix design were added and mixed carefully in order to achieve consistent distribution inside the concrete. Table 1 shows the mix proportion achieved for various mixes. Mix ID MSG represents the mix produced with snake grass fiber and the value mentioned in suffix of each mix ID shows the percentage of snake grass fiber used.Table 1
Mix proportion of various mixes.
Mix IDCementFELASnake grass fiberFine aggregate (kg/m3)Coarse aggregate (kg/m3)%kg/m3%kg/m3%kg/m3CC04280—0—518.501195.60MSG0.58536415640.52.15518.501195.60MSG1.085364156414.30518.501195.60MSG1.58536415641.56.45518.501195.60MSG2.085364156428.60518.501195.60


## 2.1. Cement and Aggregates

Ordinary Portland Cement (OPC) grade 53 with specific gravity of 3.10, fineness of 3.05%, and consistency of 31% has been used in this study. Initial setting time and final setting time have been recorded and it is found to be 85 and 290 minutes, respectively. Crushed blue granite metal (coarse aggregate (CA)) having a specific gravity of 2.72 and M-sand (fine aggregate (FA)) with a specific gravity of 2.65 are used. OPC grade-53 cement and coarse aggregates were purchased in APAT Crushers, Erode, Tamil Nadu, India.


## 2.2. Fibers

Snake grass fibers (Sansevieria ehrenbergii) having a diameter of 45 μm and tensile strength ranging 240–450 MPa have been used in this present study (Figure 1). Furthermore, to know the morphological behavior, scanning electron microscope study on snake grass fiber has been carried out at PSG College of Technology, Coimbatore, Tamil Nadu, India (Figure 2). The scanning electron microscope (SEM) image revealed that the shape of the fiber cross section is round and it is mainly used to determine the strength of the fiber. The snake grass fiber has very low density associated with other biofibers like flax, sea grass, and oil palm but has higher density than elephant grass, ramie, and petiole bark. The transverse and the longitudinal direction of fiber diameter are around 20–240 μm and 25–250 μm using optical microscopy.Figure 1
Extracted fiber ofSansevieria ehrenbergii plant.Figure 2
Scanning electron microscope image ofSansevieria ehrenbergii fiber.


## 2.3.Ficus exasperata Leaf Ash (FELA)

Ficus exasperata leaf (sand paper tree) was gathered from Palakkad district, Kerala (Figure 3). Gathered leaves were dried at natural sunlight and heated over at muffle furnace at a temperature of 500°C and while heating, the ash was subjected to calcination. The ash obtained after calcination was sieved through 90 microns (μ) to attain the required fineness. In order to investigate the presence of chemical compounds in FELA, chemical properties have been studied at Sona College of Technology, Salem, Tamil Nadu, India. FELA comprises 81.45% SiO2, 5.88% CaO, 3.78% SO3, 3.02% K2O, 1.85% Al2O3, and 1.95% Fe2O3 [4]. The chemical test results proved that FELA can be effectively used as supplementary cementitious material since it satisfies the requirement for cementitious material through SiO2 percentage in the ash content. Furthermore, to observe the morphological behavior of FELA, scanning electron microscope test has been carried out on calcined Ficus exasperata Leaf Ash at Karunya University, Coimbatore, Tamil Nadu, India. The SEM image of FELA proved that the particles present are in spherical and round shape (Figure 4).Figure 3
Ficus exasperata leaf before drying process.Figure 4
Scanning electron microscope image of calcinedFicus exasperata Leaf Ash.


## 2.4. Mix Design

The grade used in this present study is M25 and the mix design has been carried out in accordance with IS 10262–2009 [27, 28]. Mix produced without snake grass fiber and Ficus exasperata Leaf Ash is considered as conventional control mix and designated as CC. Four mixes were prepared with different percentages of snake grass fiber. The percentage of snake grass fiber used was 0.5, 1, 1.5, and 2 by concrete volume. In order to prepare FELA-SG concrete, coarse aggregate and fine aggregate are mixed thoroughly in dry state for 60 seconds. FELA ash (15% weight of total cement) was added with the dry mix and thorough mixing was carried out for two minutes. In continuation with the process, potable water available at KPR Institute of Engineering and Technology (KPRIET) college laboratory was added and homogenously mixed for five minutes. Snake grass fibers of specified amount required as per mix design were added and mixed carefully in order to achieve consistent distribution inside the concrete. Table 1 shows the mix proportion achieved for various mixes. Mix ID MSG represents the mix produced with snake grass fiber and the value mentioned in suffix of each mix ID shows the percentage of snake grass fiber used.Table 1
Mix proportion of various mixes.
Mix IDCementFELASnake grass fiberFine aggregate (kg/m3)Coarse aggregate (kg/m3)%kg/m3%kg/m3%kg/m3CC04280—0—518.501195.60MSG0.58536415640.52.15518.501195.60MSG1.085364156414.30518.501195.60MSG1.58536415641.56.45518.501195.60MSG2.085364156428.60518.501195.60


## 3. Experimental Program

### 3.1. Mechanical Properties

Totally 30 cubes (150 mm × 150 mm × 150 mm), cylinders (150 mm in diameter and 300 mm in height), and beams (100 mm × 100 mm × 500 mm) are cast to study the compressive, split tensile, and flexural strength of concrete made with FELA and SG fibers. Among all the tests, compressive strength test has more importance because, in most of the structural applications, concrete is subjected to compressive stress rather than tensile stress. The load was applied gradually without shock and continuously increased at the rate of 14 N/sq.mm/min until achieving the resistance of the specimen. Average of three cubes was tested for each mix to study the compressive strength properties at the age of 7 and 28 days. Regardless of split tensile strength, the cylindrical specimen was kept horizontally in compression testing machine between the platens so that applying of load leads to failure of the cylindrical specimen along the vertical diameter. It should also be ensured that upper platen is parallel with lower platen. Load on the specimen was applied gradually at a nominal rate in the range of 1.2 N/sq.mm/min. Flexural strength was determined by keeping the specimen mounted on the two roller beds of 38 mm diameter and the center to center distance between the two rollers was kept as 400 mm. The load was applied at the compression surface of the specimen through the couple of rollers mounted above at the distance of 133 mm from center to center. Load was applied uniformly at the rate of 1.80 kN/min till the specimen gets failed [29, 30].


### 3.2. Durability Properties

The durability tests such as resistance against salt and sulphate attack were conducted on the concrete cube specimens of 100 mm × 100 mm × 100 mm. The 28-day cured cube specimens were dried in room temperature and the weight (W1) of the cubes was measured. Then, the specimens were immersed in NaCl salt solution with 3.5% concentration (equivalent to sea water). Chloride solution was prepared in plastic tubs and covered temporarily to arrest the evaporation and dust formation. The pH value of the solution was monitored periodically and the solution was replaced every month. Specimens were also tested against sulphate attack. The test procedure was the same as that of chloride (NaCl) attack. The specimens were immersed in magnesium sulphate (MgSO4) solution with 5% concentration. MgSO4 was selected since it is more aggressive than CaSO4. The immersed specimens in salt and sulphate solution were taken out at the age of 28, 56, 90, and 180 days for examination. The examinations such as visual appearance, change in weight (W2), and residual compressive strength studies were done to know the properties of the concrete subjected to salt attack.Percentage of loss in weight can be calculated using the following equation:(1)percentage of weight loss%=W1−W2W1,where W1 is the specimen weight before exposure to solution in kg and W2 is the specimen weight before exposure to solution in kg.


### 3.3. Impact Energy Test

The cylindrical specimen of size 150 mm in diameter and 64 mm in height was cast to know the impact energy absorption capacity [24, 31]. This test was conducted in accordance with ACI 544.2R-89 (reapproved in 2009) [32] at the age of 28 days and 56 days. Base plate with lugs was used to support the specimen cast with PVC pipe of 63.5 mm in diameter which was kept above the specimen through steel ball of 63.5 mm which falls on the specimen. The number of blows taken for the first crack and final failure crack was noticed and impact resistance energy has been calculated using (2). Test setup used for determining impact energy is represented schematically in Figure 5.(2)Eimp=N.m.g.h,where Eimp is the impact energy in J, N is the number of blows, m is the mass of drop hammer in kg, g=9.81m/s2, and h is the releasing height of drop hammer in m.Figure 5
Impact energy test setup. (a) Figure. (b) Schematic figure.


## 3.1. Mechanical Properties

Totally 30 cubes (150 mm × 150 mm × 150 mm), cylinders (150 mm in diameter and 300 mm in height), and beams (100 mm × 100 mm × 500 mm) are cast to study the compressive, split tensile, and flexural strength of concrete made with FELA and SG fibers. Among all the tests, compressive strength test has more importance because, in most of the structural applications, concrete is subjected to compressive stress rather than tensile stress. The load was applied gradually without shock and continuously increased at the rate of 14 N/sq.mm/min until achieving the resistance of the specimen. Average of three cubes was tested for each mix to study the compressive strength properties at the age of 7 and 28 days. Regardless of split tensile strength, the cylindrical specimen was kept horizontally in compression testing machine between the platens so that applying of load leads to failure of the cylindrical specimen along the vertical diameter. It should also be ensured that upper platen is parallel with lower platen. Load on the specimen was applied gradually at a nominal rate in the range of 1.2 N/sq.mm/min. Flexural strength was determined by keeping the specimen mounted on the two roller beds of 38 mm diameter and the center to center distance between the two rollers was kept as 400 mm. The load was applied at the compression surface of the specimen through the couple of rollers mounted above at the distance of 133 mm from center to center. Load was applied uniformly at the rate of 1.80 kN/min till the specimen gets failed [29, 30].


## 3.2. Durability Properties

The durability tests such as resistance against salt and sulphate attack were conducted on the concrete cube specimens of 100 mm × 100 mm × 100 mm. The 28-day cured cube specimens were dried in room temperature and the weight (W1) of the cubes was measured. Then, the specimens were immersed in NaCl salt solution with 3.5% concentration (equivalent to sea water). Chloride solution was prepared in plastic tubs and covered temporarily to arrest the evaporation and dust formation. The pH value of the solution was monitored periodically and the solution was replaced every month. Specimens were also tested against sulphate attack. The test procedure was the same as that of chloride (NaCl) attack. The specimens were immersed in magnesium sulphate (MgSO4) solution with 5% concentration. MgSO4 was selected since it is more aggressive than CaSO4. The immersed specimens in salt and sulphate solution were taken out at the age of 28, 56, 90, and 180 days for examination. The examinations such as visual appearance, change in weight (W2), and residual compressive strength studies were done to know the properties of the concrete subjected to salt attack.Percentage of loss in weight can be calculated using the following equation:(1)percentage of weight loss%=W1−W2W1,where W1 is the specimen weight before exposure to solution in kg and W2 is the specimen weight before exposure to solution in kg.


## 3.3. Impact Energy Test

The cylindrical specimen of size 150 mm in diameter and 64 mm in height was cast to know the impact energy absorption capacity [24, 31]. This test was conducted in accordance with ACI 544.2R-89 (reapproved in 2009) [32] at the age of 28 days and 56 days. Base plate with lugs was used to support the specimen cast with PVC pipe of 63.5 mm in diameter which was kept above the specimen through steel ball of 63.5 mm which falls on the specimen. The number of blows taken for the first crack and final failure crack was noticed and impact resistance energy has been calculated using (2). Test setup used for determining impact energy is represented schematically in Figure 5.(2)Eimp=N.m.g.h,where Eimp is the impact energy in J, N is the number of blows, m is the mass of drop hammer in kg, g=9.81m/s2, and h is the releasing height of drop hammer in m.Figure 5
Impact energy test setup. (a) Figure. (b) Schematic figure.


## 4. Results and Discussion

### 4.1. Mechanical Properties

Mechanical properties such as compressive strength, split tensile strength, and flexural strength were performed and test results are tabulated in Table2. Also, statistical analysis for all the mixes was also done to know the normal distribution of results.Table 2
Strength properties of various mixes.
Mix IDAge at testingCompressive strength (MPa)Split tensile strength (MPa)Flexural strength (MPa)MeanSDMeanSDMeanSDCC720.501.511.950.183.100.332828.351.382.900.233.620.43MSG0.5723.201.032.350.173.270.292831.502.033.050.243.820.26MSG1.0725.350.742.600.143.400.252834.851.793.520.244.100.30MSG1.5728.251.012.940.053.650.102837.501.283.800.184.250.35MSG2.0726.501.002.600.203.500.372835.501.883.420.334.120.45Test results at the age of 28 days revealed that the mix made with 0.5%, 1%, and 1.5% snake grass fiber exhibited higher strength properties than the conventional control mix. When compared to CC, compressive strength of FELA concrete increased by 11.11%, 22%, and 22.9% for the mixes having 0.5%, 1%, and 1.5% SG fibers. This can be attributed to the fact that the addition of fibers made significant effect on improvement of test results. It has also been observed that when the SG fiber addition is increased beyond 2%, there has been a decrease in compressive strength properties. The decrement of compressive strength is due to poor workability, when high percentage fibers are added, which indirectly affected the cohesiveness and led to balling effect. However, the mix with suitable admixture for workability could show remarkable strength properties with 2% SG fiber addition [33]. Regardless of split tensile strength, the trend observed in compressive strength property is as follows. The mix made with 0.5%, 1%, and 1.5% has shown 5.17%, 21.3%, and 31% higher split tensile strength than the conventional control mix. Furthermore, 5.52%, 13.2%, and 17.4% lesser flexural strength could be observed compared to conventional control mix having 0.5%, 1%, and 1.5% SG fibers. In both cases, when the percentage addition of SG fibers was increased by 1.5%, there was a gradual decrease in strength properties. This is due to deprived workability. Performed statistical analysis proved that better distribution of test results are noticed on all the test parameters. Test results arrived are graphically Figure 6 represented Figure 7 in Figure 8. In addition, regression analysis has also been carried out to understand the relationship between the mechanical property and the percentage of fiber addition in the concrete and the same is shown in (3)–(5). Moreover, to measure the fitness of the curve, R2 value is determined and mentioned in(3)R2=0.952,fck28=27.90+10.34sg−3.14sg2,R2=0.952,(4)R2=0.953,fst28=2.80+1.072sg−0.35sg2,R2=0.953,(5)R2=0.950,fct28=3.58+0.73sg−0.22sg2,R2=0.950,where fck is the compressive strength at 28 days (MPa), fst is the split tensile strength at 28 days (MPa), fct is the flexural strength at 28 days (MPa), and sg is the percentage of snake grass fiber (%).Figure 6
Compressive strength of various mixes.Figure 7
Split tensile strength of various mixes.Figure 8
Flexural strength of various mixes.


### 4.2. Durability Properties

Specimens subjected to salt and sulphate attack have been examined visually and mechanically. Test results revealed that the concrete produced withFicus exasperata Leaf ash and snake grass fiber has better resistance against salt and sulphate attack and the results are presented in Table 3. Results compared were noticed at the age of 180 days. Test results demonstrated that, when compared to control mix, mix MSG0.5 shows 0.85-fold lesser percentage of weight retention when subjected to salt attack solution. Similarly lesser percentage of weight retention was observed in the mixes made with 1.0 and 2.0% snake grass fibers. MSG1.5 has demonstrated 0.45-fold increase in percentage of weight retention when compared to control mix. The same trend of results was observed in the specimens when subjected to magnesium sulphate attack solution. At the age of 180 days, residual compressive strength was determined. Test results exhibited that MSG1.5 mix showed better retention in compressive strength than conventional control mix. The same trend was observed in percentage of weight retention property. Upon visual observation, all the mixes immersed in NaCl solution have no change in color whereas specimens which are soaked in MgSO4 solution showed slight whitish layer appearance. This can be attributed to the fact that displayed calcium in the cement matrix shows whitish appearance when immersed in magnesium sulphate solution. Moreover, slight deterioration at sharp edges observed is due to the effect of chemical solutions. The penetration of chloride and sulphate ions in the concrete mix makes the matrix bonding disintegrate and leads to deterioration at sharp edges and this occurred since edges contain mortar portion rather than concrete portion. It was also noticed that incorporation of FELA has magnanimous effect on improving the durability properties.Table 3
Durability properties of various mixes.
Mix IDPercentage of weight retention at 180 daysResidual compressive strength at 180 days (%)NaClMgSO4NaClMgSO4CC97.4897.152.452.32MSG0.596.6095.202.522.40MSG1.096.6595.702.582.52MSG1.597.9096.502.852.78MSG2.095.2994.502.202.00


### 4.3. Impact Resistance Energy

Impact energy test results are noticed at the age of 28 days and 56 days and the results are shown in Table4 and graphically represented in Figure 9. Test results revealed that the mix with 1.5% snake grass fiber showed higher impact energy resistance than the mix made with 0.5% and 1%. It is also been noticed that when the percentage addition of fiber exceeds 1.5%, there was a gradual decrement in impact energy property. This can be attributed to the fact that the increase in fiber content results in lesser workability and lesser impact energy property. This same trend of results is observed in compressive strength property as well. It is evident that impact energy resistance has a direct relationship with compressive strength. Specimens subjected to impact force are shown in Figure 10 and the observed failure pattern during failure crack is clearly visible.Table 4
Impact energy of various mixes.
Mix IDNumber of blows (N)Impact energy (Nm)28 days56 days28 days56 daysFirst crackFailure crackFirst crackFailure crackFirst crackFailure crackFirst crackFailure crackCC4554625785962040207125912672MSG0.54674785866022094214326272699MSG1.04724855996132116217426852748MSG1.54884936106212188221027352784MSG2.04714786026072112214326992721Figure 9
Impact energy of various mixes.Figure 10
Specimens tested against impact force.


## 4.1. Mechanical Properties

Mechanical properties such as compressive strength, split tensile strength, and flexural strength were performed and test results are tabulated in Table2. Also, statistical analysis for all the mixes was also done to know the normal distribution of results.Table 2
Strength properties of various mixes.
Mix IDAge at testingCompressive strength (MPa)Split tensile strength (MPa)Flexural strength (MPa)MeanSDMeanSDMeanSDCC720.501.511.950.183.100.332828.351.382.900.233.620.43MSG0.5723.201.032.350.173.270.292831.502.033.050.243.820.26MSG1.0725.350.742.600.143.400.252834.851.793.520.244.100.30MSG1.5728.251.012.940.053.650.102837.501.283.800.184.250.35MSG2.0726.501.002.600.203.500.372835.501.883.420.334.120.45Test results at the age of 28 days revealed that the mix made with 0.5%, 1%, and 1.5% snake grass fiber exhibited higher strength properties than the conventional control mix. When compared to CC, compressive strength of FELA concrete increased by 11.11%, 22%, and 22.9% for the mixes having 0.5%, 1%, and 1.5% SG fibers. This can be attributed to the fact that the addition of fibers made significant effect on improvement of test results. It has also been observed that when the SG fiber addition is increased beyond 2%, there has been a decrease in compressive strength properties. The decrement of compressive strength is due to poor workability, when high percentage fibers are added, which indirectly affected the cohesiveness and led to balling effect. However, the mix with suitable admixture for workability could show remarkable strength properties with 2% SG fiber addition [33]. Regardless of split tensile strength, the trend observed in compressive strength property is as follows. The mix made with 0.5%, 1%, and 1.5% has shown 5.17%, 21.3%, and 31% higher split tensile strength than the conventional control mix. Furthermore, 5.52%, 13.2%, and 17.4% lesser flexural strength could be observed compared to conventional control mix having 0.5%, 1%, and 1.5% SG fibers. In both cases, when the percentage addition of SG fibers was increased by 1.5%, there was a gradual decrease in strength properties. This is due to deprived workability. Performed statistical analysis proved that better distribution of test results are noticed on all the test parameters. Test results arrived are graphically Figure 6 represented Figure 7 in Figure 8. In addition, regression analysis has also been carried out to understand the relationship between the mechanical property and the percentage of fiber addition in the concrete and the same is shown in (3)–(5). Moreover, to measure the fitness of the curve, R2 value is determined and mentioned in(3)R2=0.952,fck28=27.90+10.34sg−3.14sg2,R2=0.952,(4)R2=0.953,fst28=2.80+1.072sg−0.35sg2,R2=0.953,(5)R2=0.950,fct28=3.58+0.73sg−0.22sg2,R2=0.950,where fck is the compressive strength at 28 days (MPa), fst is the split tensile strength at 28 days (MPa), fct is the flexural strength at 28 days (MPa), and sg is the percentage of snake grass fiber (%).Figure 6
Compressive strength of various mixes.Figure 7
Split tensile strength of various mixes.Figure 8
Flexural strength of various mixes.


## 4.2. Durability Properties

Specimens subjected to salt and sulphate attack have been examined visually and mechanically. Test results revealed that the concrete produced withFicus exasperata Leaf ash and snake grass fiber has better resistance against salt and sulphate attack and the results are presented in Table 3. Results compared were noticed at the age of 180 days. Test results demonstrated that, when compared to control mix, mix MSG0.5 shows 0.85-fold lesser percentage of weight retention when subjected to salt attack solution. Similarly lesser percentage of weight retention was observed in the mixes made with 1.0 and 2.0% snake grass fibers. MSG1.5 has demonstrated 0.45-fold increase in percentage of weight retention when compared to control mix. The same trend of results was observed in the specimens when subjected to magnesium sulphate attack solution. At the age of 180 days, residual compressive strength was determined. Test results exhibited that MSG1.5 mix showed better retention in compressive strength than conventional control mix. The same trend was observed in percentage of weight retention property. Upon visual observation, all the mixes immersed in NaCl solution have no change in color whereas specimens which are soaked in MgSO4 solution showed slight whitish layer appearance. This can be attributed to the fact that displayed calcium in the cement matrix shows whitish appearance when immersed in magnesium sulphate solution. Moreover, slight deterioration at sharp edges observed is due to the effect of chemical solutions. The penetration of chloride and sulphate ions in the concrete mix makes the matrix bonding disintegrate and leads to deterioration at sharp edges and this occurred since edges contain mortar portion rather than concrete portion. It was also noticed that incorporation of FELA has magnanimous effect on improving the durability properties.Table 3
Durability properties of various mixes.
Mix IDPercentage of weight retention at 180 daysResidual compressive strength at 180 days (%)NaClMgSO4NaClMgSO4CC97.4897.152.452.32MSG0.596.6095.202.522.40MSG1.096.6595.702.582.52MSG1.597.9096.502.852.78MSG2.095.2994.502.202.00


## 4.3. Impact Resistance Energy

Impact energy test results are noticed at the age of 28 days and 56 days and the results are shown in Table4 and graphically represented in Figure 9. Test results revealed that the mix with 1.5% snake grass fiber showed higher impact energy resistance than the mix made with 0.5% and 1%. It is also been noticed that when the percentage addition of fiber exceeds 1.5%, there was a gradual decrement in impact energy property. This can be attributed to the fact that the increase in fiber content results in lesser workability and lesser impact energy property. This same trend of results is observed in compressive strength property as well. It is evident that impact energy resistance has a direct relationship with compressive strength. Specimens subjected to impact force are shown in Figure 10 and the observed failure pattern during failure crack is clearly visible.Table 4
Impact energy of various mixes.
Mix IDNumber of blows (N)Impact energy (Nm)28 days56 days28 days56 daysFirst crackFailure crackFirst crackFailure crackFirst crackFailure crackFirst crackFailure crackCC4554625785962040207125912672MSG0.54674785866022094214326272699MSG1.04724855996132116217426852748MSG1.54884936106212188221027352784MSG2.04714786026072112214326992721Figure 9
Impact energy of various mixes.Figure 10
Specimens tested against impact force.


## 5. Conclusion

The mechanical properties such as compressive strength, split tensile strength, flexural strength, and impact energy resistance and durability properties such as salt resistance and sulphate resistance were demonstrated and the following conclusions are drawn:(1)
Ordinary Portland Cement replaced with 15% of FELA has shown improved and excellent mechanical and durability properties. Furthermore, it is observed that chemical composition confirms the feasibility of using FELA as mineral admixture in concrete.(2)
Snake grass fibers, in addition to FELA concrete, showed remarkable mechanical and impact resistance properties. This can be attributed to the fact that round morphological structure influenced and improved strength properties which is confirmed by microstructural study.(3)
It was observed that concrete with 1.5% of snake grass fibers possessed higher strength and impact energy than concrete containing 0.5% and 1% snake grass fibers. 22.9% increase in compressive strength was noticed in MSG1.5 when compared to conventional control mix.(4)
There was a gradual decrease in strength and impact energy when addition of snake grass fibers exceeded 1.5%. This can be attributed to the fact that when the amount of fiber addition increases, it shows lesser workability and results in decrease in strength and impact resistance property. The specimens with 15% of FELA and 1.5% of snake grass have demonstrated better performance in terms of mechanical properties and impact energy and also have better postcracking resistance than conventional control mix.(5)
Regardless of durability properties, among all mixes, MSG1.5 has demonstrated better strength and weight retention against chloride and sulphate solution attack. This can be attributed to the fact that concrete with 1.5% addition of SG fibers showed denser effect when compared to other mixes that would act as barrier medium for penetration of chloride and sulphate ions.(6)
From the test results, it was evident that concrete made withFicus exasperata Leaf Ash as a partial replacement for cement showed better strength and durability properties and it can be used for sustainable construction practices.



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*Source: 4038344-2022-01-20.xml*