# Experimental Testing on Mechanical, Durability, and Adsorption Dispersion Properties of Concrete with Multiwalled Carbon Nanotubes and Silica Fumes

Authors: Naga Dheeraj Kumar Reddy Chukka; B. Sudharshan Reddy; K. Vasugi; Yeddula Bharath Simha Reddy; L. Natrayan; Subash Thanappan
Journal: Adsorption Science & Technology
 (2022)

---

## Abstract

The major goal of this research is to see how carbon nanotubes and silica fume affect the durability and mechanical qualities of high-performance concrete (HPC). Mechanical properties, such as split tensile strength, compressive strength, elasticity modulus, and flexural strength, and durability properties like water absorption, abrasion, chloride penetration, acid, and sea water resistance, impact resistance of HPC consisting silica fume (SF), and carbon nanotubes (CNT) were examined in this study. Varied trail combinations with different proportions of CNT and SF admixtures were created for this reason. Portland cement was partially replaced with 1 percent, 1.5 percent, 2 percent, and 3 percent CNT, while SF was substituted with 5 percent, 7.5 percent, and 10 percent. Both CNT and SF outperform conventional concrete in terms of mechanical and durability attributes, according to the findings. CNT produces superior results than SF due to its smaller size.


---

## Body

## 1. Introduction

In India, concrete is the most extensively used building material, with annual use of more than 1000 lakh m3. It is generally recognized that traditional concrete fails to satisfy numerous functional criteria such as permeability, environmental resistance, frost resistance, and thermal cracking. As a result, additional material developments have been produced. To meet the current demand, it is thought essential to increase the performance and strength of concrete using appropriate admixtures. HPC has gained popularity in construction because to its improved mechanical qualities and endurance. It is generally understood that admixtures such as CNT, SF, nanosilica (NS), fly ash (FA), and ground granulated glass blast-furnace slag (GGBS) are required for the manufacturing of HPC. These admixtures can increase one or both of concrete’s durability and strength attributes [1].HPC is a type of concrete with the best qualities in the fresh and hardened concrete stages. HPC is considerably better than traditional concrete because the components in HPC contribute to the different qualities most effectively and efficiently. It contains concrete that offers significantly higher structural capacity while maintaining appropriate durability or substantially better resistance to environmental impacts (durability in service). Nanotechnology is a burgeoning topic of study with applications in various fields. To improve the performance of nanocomposites, only a minimal amount of nanomaterial is required. Fibers are introduced into the cementitious matrix to overcome these flaws, and the application of this microfiber reinforcement improves the mechanical characteristics of cement-based products. This microfiber addition will assist to postpone the onset of microcracks, but it will not stop them from forming. This problem can be solved by including nanofibers or nanoparticles in cement. It has paved the way for the development of “nanoengineered ultra-high-performance materials” and the development of a new era of “crack-free materials.” Conventional concrete will be transformed into a self-monitoring, crack-resistant, multipurpose smart material.One of the most significant components in improving the microstructure of concrete is silica. In concrete, adding microsilica pozzolan gives the greatest results. This substance is made of 0.01 millimeter spherical grains that include 90% percent amorphous silica. Because it has a larger percentage of amorphous silica (greater than 99 percent) and smaller particles, its performance can be better than microsilica (1-50 nanometer). Compared to other pozzolan, it has the smallest particle size and the highest amount of amorphous silica, so its reactivity should be stronger. Because of its great reactivity, its usage is substantially lower than others’.The goal of this study is to look at the mechanical and durability qualities of M60 grade HPC after replacing 1 percent, 1.5 percent, 2 percent, and 3 percent of the mass of cement with CNT and 5 percent, 7.5 percent, and 10 percent of mass of cement with SF at a fixed water to binder (W/B) ratio, i.e., 0.31. This study is aimed at discovering the optimum amount of CNT and SF for cement substitution that would offer HPC exceptional durability and mechanical properties.


## 2. Literature Review

Wille and Loh studied the influence of CNT on the fresh and rheology characteristics of cement paste and mortar [2]. The influence of amorphous CNT particles added in cement pastes is investigated. Rheological experiments reveal after 75 minutes of mixing, mortar containing 2.5 percent by weight CNT has inadequate flowability to be monitored continuously in a Viskomat PC viscometer. Compared to plastic viscosity, the effect of CNT concentration on yield stress is more noticeable. When CNT was added, the spread, setting time, and time to achieve maximum temperature all lowered by 33 percent, 60 percent, and 51.3 percent, compared to specimens that did not have CNT. After 9 hours, X-ray diffraction in the sample containing 2.5 weight percentage CNT reveals the existence of calcium hydroxide. When CNT is introduced, the air content increases by 79 percent but the apparent density decreases by 2.4 percent.Elahi et al. [3] investigated the mechanical and long-term durability of HPC adding extra cementitious materials. The compressive strength was used to evaluate the mechanical features, while the electrical resistivity, chloride diffusion, water absorption, and air permeability were used to study the durability characteristics. The kind and amount of extra cementitious materials were among the test variables (GGBS, FA, and SF). GGBS, FA, and SF were used to substitute portland cement up to 70 percent, 40 percent, and 15 percent, respectively. According to the findings, in terms of bulk resistivity and strength development, SF outperforms other supplemental cementitious materials. The mixes comprising GGBS, FA, and SF performed the best of all the mixes to resist chloride diffusion. Permeation findings were favourable in the mix including FA. All of the ternary mixes have produced HPC with good durability.Coppola et al. [4] published a research that compared the impacts of CNT and NS in concrete. The local mechanical characteristics of cement pastes with 0 percent and 15 percent CNT replacement were measured using nanoindentation and scanning probe microscope imaging. The presence of pozzolanic reaction is demonstrated by a decrease in volume percentage of Ca(OH)2 in sample containing CNT. NS considerably enhances the durability of concrete, according to a parallel investigation of cement pastes containing NS. The impacts of NS on cement paste nanostructure are described in this paper and their impact on concrete durability. According to the nanoindentation investigation, the volume percentage of the high-stiffness calcium silicate hydrate (C-S-H) gel rose dramatically with the addition of NS. The findings of nanoindentation on cement paste samples containing equivalent amounts of CNT and NS are compared. CNT samples contained about double the quantity of high-stiffness C-S-H as NS samples. The volume proportion of high-stiffness C-S-H was as high as 50% in samples containing 15 percent CNT.Lu et al. [5] studied the impact of polypropylene fibers on physical and mechanical characteristics of CNT mortars. Four fiber fractions 0 percent, 0.1 percent, 0.3 percent, and 0.5 percent are taken. In the first phase of the research, 6 batches were made to determine the optimal quantity of CNT in regular cement mortar. In the second stage, 0.1 percent, 0.3 percent, and 0.5 percent polypropylene fibers were added to the ordinary and optimum mixtures selected in the first stage, to determine the impact of the polypropylene fibers on the shrinkage and strength properties. According to the findings, using polypropylene fibers in the cement matrix resulted in a small increase in flexural and compressive strength. The influence of increasing the fiber content to mechanical strength was negative. The inefficient dispersion of polypropylene fibers in mortar, which increases pore volume and causes additional micro flaws in the cement matrix, might be one explanation for this result. The addition of CNT particles boosted the efficiency of the fiber reinforcement in terms of mechanical strength. This might be owing to a decrease in internal porosity, particularly in the fiber/matrix transition zone, which has a greater contact surface and thus friction between 2. The addition of CNT to mortars reduced water absorption. The inclusion of CNT in the cement matrix enhanced the dying shrinkage of mortar. Fiber reinforcing in cement mortar might help to mitigate this impact. However, using a high fiber content (more than 0.3 percent) did not affect shrinkage strain.The mechanical characteristics of concrete containing CNT and NS were examined by Hawreen and Bogas [6]. This study is aimed at looking at the impact of adding NS to regular concrete and compare it to CNT. CNT and NS are partly replaced with cement in this study by 2 percent, 4.5 percent, and 7.5 percent cubic samples of 10 cm with breaking three samples from each plan for seven compressive strength experiment mixtures aged 3, 7, 28, 90, and 180 days. In primary ages, the importance of CNT in compressive strength is inferred. However, as time passes, this decreases, and its peak activity is between 7 and 28 days old. They discovered that adding 3 to 12 percent CNT to mortar increases its strength by three to four times.The influence of CNT on the mechanical characteristics and microstructure of cement mortar was studied by Baloch et al. [7]. The impact of the size and amount of CNT particles on the mechanical characteristics and microstructure of manufactured cement mortar are examined in this work. The measurements are taken on the 7th day after the cement mortar is produced. Compared to the pure cement mortar, the cement mortar incorporating CNT had improved mechanical qualities. Because the manufacturing procedure utilized here resulted in a uniform spreading of CNT in cement, its mechanical characteristics improved even when just 1% CNT were added. In other words, adding a critical quantity of CNT enhanced the compressive strength. The addition of CNT to regular cement mortar improves its mechanical qualities (compressive, flexural, and tensile strengths).The influence of CNT on concrete with ordinary cement andordinarycement+ClassFflyashbinders was examined in this study. Hawreen and Bogas [8] studied the characteristics of CNT-infused concrete. In terms of strength development, reactivity, densification of the interfacial transition zone, and pore refinement mixes including CNT showed significant improvement. The enormous surface area of CNT particles, which has pozzolanic and filling effects on the cementitious matrix, is primarily responsible for this enhancement. According to microstructural and thermal studies, the impact of filler and pozzolanic effects on pore structure improvement was shown to be dependent on the dose of CNT.Electrical resistivity, water absorption, and chloride penetration of HPC incorporating NS and SF were studied by Jalal et al. [9]. This work explored the durability-related aspects of high strength self-compacting concrete incorporating NS and SF, including electrical resistivity, water absorption, and chloride penetration. Varied combinations with different SF and NS admixtures are created for this purpose. Microsilica, NS, and a combination of micro- and nanosilica are used to substitute portland cement in varied proportions of 10 percent, 2 percent, and 10percent+2percent, respectively. The influence of binder content on concrete qualities is also explored using different binder contents. Capillary absorption, water absorption, resistivity tests, and chloride ion percentage are used to assess durability attributes. The findings demonstrate that in combinations including admixtures, such as a blend of SF and NS, capillary absorption, water absorption, and chloride ion percentage, all fell dramatically. The admixtures boosted the resistivity of the self-compacting concrete mixes, which might reduce corrosion risk.The influence ofW/C ratio on permeability, porosity, and abrasive strength of CNT concrete was studied by Hawreen et al. [10]. This study is aimed at seeing how the water-cement ratio affects the porosity, abrasive strength, and coefficient of hydraulic conductivity of CNT concrete. The water-cement ratios directly or indirectly affect abrasion resistance, porosity, efficiency, and other properties. When CNT was combined with cement mortar, it resulted in an upgraded concrete with great strength and abrasion resistance. The water-cement ratios were adjusted in this study to analyze and assess concrete specimens’ abrasive and compressive strength. The water-cement ratios in the mixture ranged from 0.33, 0.36, 0.4, 0.44, and 0.5 in the produced concrete samples, which contained 3 percent CNT. In all concrete samples, the other components of the mixture were kept constant. The abrasion strength of concrete was enhanced by 36 percent by lowering the W/C ratio from 0.5 to 0.33. The hydraulic conductivity coefficient of concrete decreases from 31.71×1015to2×1015m/sec when the W/C ratio is decreased from 0.5 to 0.33. In addition, the concrete’s porosity was lowered, and the W/C ratio was decreased from 0.5 to 0.33. The abrasion depth decreased as the W/C ratio grew from 0.33 to 0.5 for silica fume and natural pozzolanas on sulfuric acid.The characteristics of concrete adding SF and NS were given by Tavakoli and Heidari [11]. The study looks at the usage of NS and SF in concrete simultaneously. To achieve this, SF in concentrations of 5 and 10% and NS in concentrations of 0.5 and 1% were substituted with cement and a total of eight mixture designs were used to conduct compressive strength and water absorption tests. Compared to the control sample, using both 10 percent SF and 1 percent NS as a cement substitute resulted in a 42.2 percent improvement in compressive strength. Furthermore, it was discovered that using these components simultaneously had a greater impact than using them separately. Finally, the findings revealed that employing such components enhances concrete quality.


## 3. Materials Used in HPC

### 3.1. Cement

The cement utilized in this investigation was 53 grade ordinary portland cement, often used in the construction sector. The physical characteristics of cement were determined using a pycnometer and Vicat’s apparatus, as per IS 12269:1987 (reaffirmed 2004). The results show that cement’s specific gravity, initial, final setting time, and standard consistency are 3.12, 125 min, 281 min, and 32%, respectively.


### 3.2. Silica Fume

For many years, SF has already been employed worldwide in the construction of high-strength, long-lasting concrete. Both fresh and hardened concretes benefit from the addition of SF. SF is a by-product of the smelting process in silicon and ferrosilicon industries. At high temperatures approximately 2,000°C, the reduction of high-purity quartz to silicon produces SiO2 vapours, which oxidize and condense in the low-temperature zone to microscopic particles. The SF is indicated in Figure 1.Figure 1
Silica fume.Tables1 and 2 show SF physical and chemical features.Table 1
Physical features of SF.
PropertyValueSpecific gravity2.22Bulk density480–720 kg/m3Surface area13,000–30,000 m2/kgParticle size<1μmFineness modulus20,000 m2/kgBulk modulus240 kg/m3ColourDark greyTable 2
Chemical features of SF.
OxidesPercentageSiO292.1Al2O30.5Fe2O31.4CaO0.5MgO0.3K2O0.7Na2O0.3SO30.17C0.5-1.4S0.1-2.5Loss of ignition (C+S)0.7-2.5


### 3.3. Carbon Nanotubes

CNTs are a relatively new addition to the concrete industry as a nanoscale reinforcement. These materials are single-walled or multiwalled hollow cylinder graphite sheets [12]. In this study, multiwalled carbon nanotubes were used. With Young’s modulus of one TPa, these materials have a high rigidity. It has a tensile strength of above 100GPa and can endure strain elongation of up to 15%-16% [13]. It also offers greater adsorption capabilities due to its larger specific area (approx. 1000 m2/g). CNT acts in cement-based composites because it increases the interfacial contact area and efficiently stabilizes the concrete mixture.


### 3.4. Coarse Aggregate

The aggregate strength and the binding between the aggregate and paste become crucial considerations in HPC. Crushed-stone aggregates have a greater compressive strength than gravel aggregate in concrete. Crushed aggregate with a size of 12.5 mm and an angular form was employed in this investigation.


### 3.5. Fine Aggregate

According to the IS:2386 (Part-3):1963 limitations, the fine aggregate was examined. Table3 give the properties of fine aggregates.Table 3
Properties of fine aggregate.
Specific gravity2.66Fineness modulus2.7Bulk density1.65 kg/m3Type of sandMedium sand (zone 2)


### 3.6. Water

Water is a significant component of cement paste because it participates chemically in the events that lead to the formation of the hydration product, C-S-H gel. The binding activity of C-S-H gel is primarily responsible for the strength of cement paste. The compatibility of the provided cement with the chemical and mineral admixtures and the water used for mixing is critical for HPC. The quality and quantity of water must be constantly monitored.


### 3.7. Superplasticizer

Chemical admixtures like superplasticizers, water reducers, and retarders are required. They assist in getting the least practicableW/B ratio by making better use of enormous quantities of cement in HPC.GLENIUM B233 polycarboxylic ether based super-plasticizer is employed in this work. Table4 lists the characteristics of GLENIUM B233. The product was designed particularly for use in HPC applications that demand excellent workability, performance, and durability. GLENIUM B233 keeps rheoplastic concrete workable for more than 45 minutes at +25°C. Temperature and the kind of cement, the manner of transport, the nature of aggregates, and starting workability all influence workability loss. Trial mixes should be used to find the best dose of GLENIUM B233.Table 4
Superplasticizer properties.
AppearanceLight brown liquidRelative density1.08±0.01at25°CpH>6Chloride ion content<0.2%


## 3.1. Cement

The cement utilized in this investigation was 53 grade ordinary portland cement, often used in the construction sector. The physical characteristics of cement were determined using a pycnometer and Vicat’s apparatus, as per IS 12269:1987 (reaffirmed 2004). The results show that cement’s specific gravity, initial, final setting time, and standard consistency are 3.12, 125 min, 281 min, and 32%, respectively.


## 3.2. Silica Fume

For many years, SF has already been employed worldwide in the construction of high-strength, long-lasting concrete. Both fresh and hardened concretes benefit from the addition of SF. SF is a by-product of the smelting process in silicon and ferrosilicon industries. At high temperatures approximately 2,000°C, the reduction of high-purity quartz to silicon produces SiO2 vapours, which oxidize and condense in the low-temperature zone to microscopic particles. The SF is indicated in Figure 1.Figure 1
Silica fume.Tables1 and 2 show SF physical and chemical features.Table 1
Physical features of SF.
PropertyValueSpecific gravity2.22Bulk density480–720 kg/m3Surface area13,000–30,000 m2/kgParticle size<1μmFineness modulus20,000 m2/kgBulk modulus240 kg/m3ColourDark greyTable 2
Chemical features of SF.
OxidesPercentageSiO292.1Al2O30.5Fe2O31.4CaO0.5MgO0.3K2O0.7Na2O0.3SO30.17C0.5-1.4S0.1-2.5Loss of ignition (C+S)0.7-2.5


## 3.3. Carbon Nanotubes

CNTs are a relatively new addition to the concrete industry as a nanoscale reinforcement. These materials are single-walled or multiwalled hollow cylinder graphite sheets [12]. In this study, multiwalled carbon nanotubes were used. With Young’s modulus of one TPa, these materials have a high rigidity. It has a tensile strength of above 100GPa and can endure strain elongation of up to 15%-16% [13]. It also offers greater adsorption capabilities due to its larger specific area (approx. 1000 m2/g). CNT acts in cement-based composites because it increases the interfacial contact area and efficiently stabilizes the concrete mixture.


## 3.4. Coarse Aggregate

The aggregate strength and the binding between the aggregate and paste become crucial considerations in HPC. Crushed-stone aggregates have a greater compressive strength than gravel aggregate in concrete. Crushed aggregate with a size of 12.5 mm and an angular form was employed in this investigation.


## 3.5. Fine Aggregate

According to the IS:2386 (Part-3):1963 limitations, the fine aggregate was examined. Table3 give the properties of fine aggregates.Table 3
Properties of fine aggregate.
Specific gravity2.66Fineness modulus2.7Bulk density1.65 kg/m3Type of sandMedium sand (zone 2)


## 3.6. Water

Water is a significant component of cement paste because it participates chemically in the events that lead to the formation of the hydration product, C-S-H gel. The binding activity of C-S-H gel is primarily responsible for the strength of cement paste. The compatibility of the provided cement with the chemical and mineral admixtures and the water used for mixing is critical for HPC. The quality and quantity of water must be constantly monitored.


## 3.7. Superplasticizer

Chemical admixtures like superplasticizers, water reducers, and retarders are required. They assist in getting the least practicableW/B ratio by making better use of enormous quantities of cement in HPC.GLENIUM B233 polycarboxylic ether based super-plasticizer is employed in this work. Table4 lists the characteristics of GLENIUM B233. The product was designed particularly for use in HPC applications that demand excellent workability, performance, and durability. GLENIUM B233 keeps rheoplastic concrete workable for more than 45 minutes at +25°C. Temperature and the kind of cement, the manner of transport, the nature of aggregates, and starting workability all influence workability loss. Trial mixes should be used to find the best dose of GLENIUM B233.Table 4
Superplasticizer properties.
AppearanceLight brown liquidRelative density1.08±0.01at25°CpH>6Chloride ion content<0.2%


## 4. Experimental Investigations

### 4.1. Proportion of Mix Achieved by Phase I

Various mixes for M60 grade are determined using the ACI [14] technique of mix design. The mix percentage is determined by testing both fresh and hardened concretes based on the trail mixes. The compressive strength and workability tests are used to determine the mix percentage. The final mix percentage for partial cement replacement by SF of 5 percent, 7.5 percent, and 10 percent and CNT of 1 percent, 1.5 percent, 2 percent, and 3 percent is chosen to achieve both compressive strength and workability of concrete. With a W/B ratio of 0.31, the mix percentage obtained from the trail mixes is 1 : 0.82 : 2.07.


### 4.2. Mix Proportions for Replacement

At a steady water-binder ratio of 0.31, the cement was partially substituted with CNT by 1 percent, 1.5 percent, 2 percent, and 3 percent and SF by 5 percent, 7.5 percent, and 10 percent, based on the mix proportions determined in phase I. For the M60 grade, a total of 7 trail mixes have arrived. A polycarboxylic ether-based superplasticizer is utilized in all of the combinations above to make workable concrete. The amount of superplasticizer used varies by % to obtain the desired slump. Table5 shows the varying percentages of CNT and SF replacement.Table 5
Mix proportions of trial mixes.
S. no.Identification of mixReplacement of CNT (%)Replacement of SF (%)Superplasticizer (%)1Normal mix——0.421 CNT1—0.431.5 CNT1.5—0.4542 CNT2—0.553 CNT3—0.665 SF—50.577.5 SF—7.50.7810 SF—100.8The details of concrete specimens cast for the M60 grade of HPC mixes are as follows:(i)
144 nos. of cube specimen of size100×100mm(ii)
28 nos. of cylindrical specimens of size150mm×300mm(iii)
32 nos. of cylindrical specimens of size100mm×200mm(iv)
21 nos. of prisms of size100mm×100mm×500mm(v)
21 nos. of cylindrical specimens of size150mm×63mm(vi)
21 nos. of cylindrical specimens of size70mm×70mm×35mm(vii)
42 nos. of cube specimens of size 150 mm


## 4.1. Proportion of Mix Achieved by Phase I

Various mixes for M60 grade are determined using the ACI [14] technique of mix design. The mix percentage is determined by testing both fresh and hardened concretes based on the trail mixes. The compressive strength and workability tests are used to determine the mix percentage. The final mix percentage for partial cement replacement by SF of 5 percent, 7.5 percent, and 10 percent and CNT of 1 percent, 1.5 percent, 2 percent, and 3 percent is chosen to achieve both compressive strength and workability of concrete. With a W/B ratio of 0.31, the mix percentage obtained from the trail mixes is 1 : 0.82 : 2.07.


## 4.2. Mix Proportions for Replacement

At a steady water-binder ratio of 0.31, the cement was partially substituted with CNT by 1 percent, 1.5 percent, 2 percent, and 3 percent and SF by 5 percent, 7.5 percent, and 10 percent, based on the mix proportions determined in phase I. For the M60 grade, a total of 7 trail mixes have arrived. A polycarboxylic ether-based superplasticizer is utilized in all of the combinations above to make workable concrete. The amount of superplasticizer used varies by % to obtain the desired slump. Table5 shows the varying percentages of CNT and SF replacement.Table 5
Mix proportions of trial mixes.
S. no.Identification of mixReplacement of CNT (%)Replacement of SF (%)Superplasticizer (%)1Normal mix——0.421 CNT1—0.431.5 CNT1.5—0.4542 CNT2—0.553 CNT3—0.665 SF—50.577.5 SF—7.50.7810 SF—100.8The details of concrete specimens cast for the M60 grade of HPC mixes are as follows:(i)
144 nos. of cube specimen of size100×100mm(ii)
28 nos. of cylindrical specimens of size150mm×300mm(iii)
32 nos. of cylindrical specimens of size100mm×200mm(iv)
21 nos. of prisms of size100mm×100mm×500mm(v)
21 nos. of cylindrical specimens of size150mm×63mm(vi)
21 nos. of cylindrical specimens of size70mm×70mm×35mm(vii)
42 nos. of cube specimens of size 150 mm


## 5. Results and Discussions

### 5.1. Workability of Concrete

The results of workability tests on fresh concrete such as the compaction factor test, vee-bee consistometer test, and slump test were done according to BIS [15] requirements, and the results are displayed in Table 6.Table 6
Results of workability tests.
Identification of mixSuperplasticizer (%)Workability in terms ofSlump (mm)Compaction factorVee-bee (secs)Normal mix0.4560.954.31 CNT0.4290.8322.41.5 CNT0.45320.8520.42 CNT0.5350.8817.23 CNT0.6390.912.55 SF0.5260.818.27.5 SF0.7380.8811.110 SF0.8450.9310.2For all of the mixtures, theW/B ratio was kept consistent at 0.31. The test findings show that increasing the superplasticizer content improved the workability of concrete when CNT and SF were largely replaced for cement. Workability is reduced because of the inclusion of CNT and microsilica with a high specific surface area. To maintain a consistent slump, such an impact may increase water use. To keep water demand equivalent to that of the control, superplasticizers should be dosed by weight of CNT and microsilica. Figures 2–4 depict the variance of workability test results.Figure 2
Variation of slump value.
(a)
% of CNT replacement(b)
% of SF replacementFigure 3
Variation of compaction factor value.
(a)
% of CNT replacement(b)
% of SF replacementFigure 4
Variation of vee-bee consistometer.
(a)
% of CNT replacement(b)
% of SF replacement


### 5.2. Concrete Compressive Strength

Compressive strength tests were performed on cube specimens at various ages including 1, 3, 7, 28, 56, and 90 days, and the findings are presented in Table7.Table 7
Results of compressive strength.
Identification of mixAverage compressive strength (N/mm2)1st day3rd day7th day28th day56th day90th dayNormal mix12.637.138.862.464.967.41 CNT1840466770.270.51.5 CNT21.54448.36970.771.92 CNT224852.672.173.278.93 CNT21.948.451.770.27172.95 SF13.340.14463.974.777.17.5 SF13.742.646.26976.778.310 SF16.138.745.764.675.277.9When CNT and SF are introduced to concrete, the compressive strength of the mixture changes dramatically. This is mostly owing to improved aggregate-paste bonding and microstructure. The test findings show that when CNT is partially replaced with cement, the compressive strength of concrete is enhanced at an earlier age. The blend containing 3 percent CNT and 7.5 percent SF yielded the highest compressive strength. The synthesis of C–S–H was generated by the interaction of CNT and SF with calcium hydroxide created during the hydration of cement. It was partly because of the filling role of very tiny CNT and SF particles. Furthermore, early compressive strength gains were lower in concrete containing various amounts of SF. Figures5 and 6 demonstrate the fluctuation in compressive strength for a mix including CNT and SF at various ages.Figure 5
Fluctuation of compressive strength for % of CNT replacement.Figure 6
Fluctuation of compressive strength for % of SF replacement.


### 5.3. Split Tensile Strength

Table8 shows the split tensile strength of concrete containing CNT and SF after 28 days of testing.Table 8
Split tensile strength of concrete at the 28th day.
Identification of mixCNT (%)SF (%)Split tensile strength (N/mm2)Normal mix005.781 CNT106.61.5 CNT1.506.832 CNT207.213 CNT3075 SF056.307.5 SF07.57.2510 SF0106.89According to the test findings, the split tensile strength improved steadily as the % of CNT content was raised. When SF was partially replaced, however, the split tensile strength was raised until it reached 7.5 percent replacement, after which it was lowered. The variation of split tensile strength for the mix containing CNT and SF is shown in Figure7.Figure 7
Split tensile strength variation at the 28th day.
(a)
% of CNT replacement(b)
% of SF replacement


### 5.4. Flexural Strength

Table9 shows the concrete flexural strength test results on the 28th day.Table 9
Concrete flexural strength at the 28th day.
Identification of mixCNT (%)SF (%)Flexural strength (N/mm2)Normal mix007.51 CNT108.01.5 CNT1.508.52 CNT2010.53 CNT3095 SF0587.5 SF07.59.510 SF0109The variation of the flexural strength concrete containing CNT and SF is depicted in Figure8.Figure 8
Variation of flexural strength at the 28th day.
(a)
% of CNT replacement(b)
% of SF replacementCompared to splitting tensile strength, adding CNT and SF to the concrete significantly influences flexural strength. Even extremely high percentages of CNT and SF boost flexural strengths dramatically. It was also discovered that the flexural strength increased steadily when the SF replacement % was increased.


### 5.5. Adsorption Characteristics of Carbon Nanotubes

A micrograph of shattered concrete species was seen after the compressive strength test at 28 days. The CNT samples with dispersion with other components may be observed. The CNT samples, as well as SF samples, are visible in Figure9. A closed cluster of CNT can be seen in some parts of the micrograph.Figure 9
SEM image.


### 5.6. Modulus of Elasticity of Concrete

The test results of the modulus of elasticity of concrete containing CNT and SF are shown in Table10.Table 10
Modulus of elasticity of concrete at the 28th day.
Identification of mixCNT (%)SF (%)Modulus of elasticity (N/mm2)Normal mix00450001 CNT10550001.5 CNT1.50680002 CNT20770003 CNT30710005 SF05500007.5 SF07.56800010 SF01060000The slope of a stress-strain curve formed during compressive testing on a sample of the material can be calculated experimentally. According to the test findings, the concrete elastic modulus was raised for the concrete containing CNT and SF. The rise in Young’s modulus of CNT-containing concrete is greater than that of SF-containing concrete due to the higher specific surface. Figure10 depicts the modulus of elasticity change for CNT and SF mixes.Figure 10
Variation of modulus of elasticity.
(a)
% of CNT replacement(b)
% of SF replacementStrain curve under monotonic loading and cyclic loading are shown in Figure11.Figure 11
Stress-strain curve for 1% of CNT.
(a)
Monotonic loading(b)
Cyclic loading


### 5.7. Saturated Water Absorption

Table11 shows the saturation water absorption test results for HPC trail mixes at the ages of 28 and 90 days.Table 11
Saturated water absorption test results.
Identification of mixCNT (%)SF (%)Saturated water absorption (%)28th day90th dayNormal mix001.6561.6521 CNT101.591.5512 CNT201.5651.5193 CNT301.5171.515 SF051.5861.5767.5 SF07.51.5531.59110 SF0101.5411.576On the 28th and 90th days, the trail mixes’ saturation water absorption varied from 1.5 to 1.65%. The Concrete Society of the United Kingdom describes that concrete with a saturated water absorption limit of roughly 3%, as excellent concrete. This indicates that the performance of CNT and SF in filling the pores in the concrete was excellent due to their particle size. According to the test findings, the combination CNT 3 and SF 10 has the lowest saturated water absorption value [16].


### 5.8. Porosity

The porosity test results at the 28th and 90th day for the various HPC trail mixes are given in Table 12.Table 12
Results of porosity.
Identification of mixCNT (%)SF (%)Effective porosity (%)28th day90th dayNormal mix002.5342.5291 CNT102.4132.4112 CNT202.3162.3123 CNT302.3122.3095 SF052.5142.5107.5 SF07.52.4182.41210 SF0102.3962.391The effective porosities for the trail mixes at the 28th day are ranged from 2.31 to 2.53 percent. The results show that the effective porosity value is lower for the mix containing 3% of CNT and 10% of SF [17]. This was due to the microfilling effect of CNT and SF, and it concludes that CNT and SF have a good durability characteristic [18].


### 5.9. Sorptivity

The test results of sorptivity are given in Table13 for HPC trail mixes at the age of 28 days.Table 13
Results of sorptivity.
Identification of mixCNT (%)SF (%)Sorptivity (mm/min)0.528th dayNormal mix000.0851 CNT100.0732 CNT200.063 CNT300.055 SF050.0817.5 SF07.50.06410 SF0100.053The results are varied from 0.05 to 0.08 for both CNT and SF replacements. The test results can be concluded that CNT replacement performs better than the SF [19].


### 5.10. Rapid Chloride Permeability Test

Table14 shows the results of the rapid chloride permeability test on the 28th day for the various HPC trail mixes.Table 14
Rapid chloride permeability results.
Identification of mixCNT (%)SF (%)Charge passed as per ASTM equivalent (coulombs)Chloride ion penetrabilityNormal mix001368Low1 CNT10917.1Very low2 CNT20982.8Very low3 CNT301053Low5 SF05909Very low7.5 SF07.5881.1Very low10 SF010558.9Very lowThe test results show that the lowest amount of charge is passed for the specimens containing 3% of CNT and 10% of SF [20]. The charges that passed through the specimens are ranged from 550 to 1050 coulombs [21]. The chloride penetration resistance is much higher for the mix containing 3% of CNT and 10% SF [22]. The charges that passed through the conventional concrete are higher than the HPC mix containing CNT and SF. This is due to the pozzolanic reactivity and microfilling effects of CNT and SF [23].


### 5.11. Acid Resistance

The test results of acid resistance are shown in Table15 for the various HPC trail mixes at the age of 28 days.Table 15
Acid resistance test results.
Identification of mixCNT (%)SF (%)Acid resistanceLoss in weight (%)Normal mix000.391 CNT100.32 CNT200.353 CNT300.35 SF050.567.5 SF07.50.4510 SF0100.43The percentage loss in weight for the mixes containing CNT ranges from 0.3 to 0.35 and for SF ranges from 0.43 to 0.56 [24]. The test results show that the CNT performs better than the SF against acid attack [25].


### 5.12. Sea Water Resistance

The results of sea water resistance are shown in Table16 for the various trail mixes of HPC at the age of 28 days.Table 16
Sea water resistance test results.
Identification of mixCNT (%)SF (%)Sea water resistanceLoss in weight (%)Normal mix000.861 CNT100.52 CNT200.603 CNT300.75 SF050.77.5 SF07.50.5210 SF0100.4The percentage loss in weight for CNT ranges from 0.5 to 0.7 and for SF is 0.4 to 0.7 [26]. The test results have been observed that the HPC trail mixes have high resistance against sea water. Especially for 1% of CNT and 10% of SF, they are less attacked by the sea water [27].


### 5.13. Abrasion Resistance

The results of abrasion resistance also shown in Table17 for various trail mixes of HPC at the age of 28 days.Table 17
Abrasion resistance test results.
Identification of mixCNT (%)SF (%)Abrasion resistanceAverage loss of thickness (mm)Normal mix000.921 CNT100.422 CNT200.353 CNT300.295 SF050.677.5 SF07.50.4810 SF0100.35The average loss of thickness for the HPC mix containing CNT ranges from 0.29 to 0.42 mm and for SF ranges from 0.35 to 0.67 mm [28]. Thus, the mixes containing CNT showed less average thickness loss than those containing SF [29]. Both CNT and SF have high abrasion resistance than the normal mix concrete [30].


### 5.14. Impact Resistance

The impact resistance tests are given in Table18 for the HPC trail mixes at the age of 28 days.Table 18
Impact resistance test results.
Identification of mixAverage number of drops for initial crackAverage number of drops at failureEnergy at initial crack (E1) (N mm)Energy at failure (E2) (N mm)Ductility index (s)Normal mix301305632751764116041.013291 CNT346351727349273786001.014452 CNT367372771494778200551.013623 CNT384390807231581984451.015625 SF396402832457484507041.0157.5 SF338342710531971894051.0118310 SF352366739962276939251.03977Due to admixtures like SF and CNT, the concrete was well packed. The average number of drops at failure for the mixes is ranged from 305 to 402. The mix containing 3% of CNT shows better resistance than the other mixes. The impact resistance of the concrete is increased due to the conversion of calcium hydroxide to the calcium hydrates by CNT and SF in the concrete.


## 5.1. Workability of Concrete

The results of workability tests on fresh concrete such as the compaction factor test, vee-bee consistometer test, and slump test were done according to BIS [15] requirements, and the results are displayed in Table 6.Table 6
Results of workability tests.
Identification of mixSuperplasticizer (%)Workability in terms ofSlump (mm)Compaction factorVee-bee (secs)Normal mix0.4560.954.31 CNT0.4290.8322.41.5 CNT0.45320.8520.42 CNT0.5350.8817.23 CNT0.6390.912.55 SF0.5260.818.27.5 SF0.7380.8811.110 SF0.8450.9310.2For all of the mixtures, theW/B ratio was kept consistent at 0.31. The test findings show that increasing the superplasticizer content improved the workability of concrete when CNT and SF were largely replaced for cement. Workability is reduced because of the inclusion of CNT and microsilica with a high specific surface area. To maintain a consistent slump, such an impact may increase water use. To keep water demand equivalent to that of the control, superplasticizers should be dosed by weight of CNT and microsilica. Figures 2–4 depict the variance of workability test results.Figure 2
Variation of slump value.
(a)
% of CNT replacement(b)
% of SF replacementFigure 3
Variation of compaction factor value.
(a)
% of CNT replacement(b)
% of SF replacementFigure 4
Variation of vee-bee consistometer.
(a)
% of CNT replacement(b)
% of SF replacement


## 5.2. Concrete Compressive Strength

Compressive strength tests were performed on cube specimens at various ages including 1, 3, 7, 28, 56, and 90 days, and the findings are presented in Table7.Table 7
Results of compressive strength.
Identification of mixAverage compressive strength (N/mm2)1st day3rd day7th day28th day56th day90th dayNormal mix12.637.138.862.464.967.41 CNT1840466770.270.51.5 CNT21.54448.36970.771.92 CNT224852.672.173.278.93 CNT21.948.451.770.27172.95 SF13.340.14463.974.777.17.5 SF13.742.646.26976.778.310 SF16.138.745.764.675.277.9When CNT and SF are introduced to concrete, the compressive strength of the mixture changes dramatically. This is mostly owing to improved aggregate-paste bonding and microstructure. The test findings show that when CNT is partially replaced with cement, the compressive strength of concrete is enhanced at an earlier age. The blend containing 3 percent CNT and 7.5 percent SF yielded the highest compressive strength. The synthesis of C–S–H was generated by the interaction of CNT and SF with calcium hydroxide created during the hydration of cement. It was partly because of the filling role of very tiny CNT and SF particles. Furthermore, early compressive strength gains were lower in concrete containing various amounts of SF. Figures5 and 6 demonstrate the fluctuation in compressive strength for a mix including CNT and SF at various ages.Figure 5
Fluctuation of compressive strength for % of CNT replacement.Figure 6
Fluctuation of compressive strength for % of SF replacement.


## 5.3. Split Tensile Strength

Table8 shows the split tensile strength of concrete containing CNT and SF after 28 days of testing.Table 8
Split tensile strength of concrete at the 28th day.
Identification of mixCNT (%)SF (%)Split tensile strength (N/mm2)Normal mix005.781 CNT106.61.5 CNT1.506.832 CNT207.213 CNT3075 SF056.307.5 SF07.57.2510 SF0106.89According to the test findings, the split tensile strength improved steadily as the % of CNT content was raised. When SF was partially replaced, however, the split tensile strength was raised until it reached 7.5 percent replacement, after which it was lowered. The variation of split tensile strength for the mix containing CNT and SF is shown in Figure7.Figure 7
Split tensile strength variation at the 28th day.
(a)
% of CNT replacement(b)
% of SF replacement


## 5.4. Flexural Strength

Table9 shows the concrete flexural strength test results on the 28th day.Table 9
Concrete flexural strength at the 28th day.
Identification of mixCNT (%)SF (%)Flexural strength (N/mm2)Normal mix007.51 CNT108.01.5 CNT1.508.52 CNT2010.53 CNT3095 SF0587.5 SF07.59.510 SF0109The variation of the flexural strength concrete containing CNT and SF is depicted in Figure8.Figure 8
Variation of flexural strength at the 28th day.
(a)
% of CNT replacement(b)
% of SF replacementCompared to splitting tensile strength, adding CNT and SF to the concrete significantly influences flexural strength. Even extremely high percentages of CNT and SF boost flexural strengths dramatically. It was also discovered that the flexural strength increased steadily when the SF replacement % was increased.


## 5.5. Adsorption Characteristics of Carbon Nanotubes

A micrograph of shattered concrete species was seen after the compressive strength test at 28 days. The CNT samples with dispersion with other components may be observed. The CNT samples, as well as SF samples, are visible in Figure9. A closed cluster of CNT can be seen in some parts of the micrograph.Figure 9
SEM image.


## 5.6. Modulus of Elasticity of Concrete

The test results of the modulus of elasticity of concrete containing CNT and SF are shown in Table10.Table 10
Modulus of elasticity of concrete at the 28th day.
Identification of mixCNT (%)SF (%)Modulus of elasticity (N/mm2)Normal mix00450001 CNT10550001.5 CNT1.50680002 CNT20770003 CNT30710005 SF05500007.5 SF07.56800010 SF01060000The slope of a stress-strain curve formed during compressive testing on a sample of the material can be calculated experimentally. According to the test findings, the concrete elastic modulus was raised for the concrete containing CNT and SF. The rise in Young’s modulus of CNT-containing concrete is greater than that of SF-containing concrete due to the higher specific surface. Figure10 depicts the modulus of elasticity change for CNT and SF mixes.Figure 10
Variation of modulus of elasticity.
(a)
% of CNT replacement(b)
% of SF replacementStrain curve under monotonic loading and cyclic loading are shown in Figure11.Figure 11
Stress-strain curve for 1% of CNT.
(a)
Monotonic loading(b)
Cyclic loading


## 5.7. Saturated Water Absorption

Table11 shows the saturation water absorption test results for HPC trail mixes at the ages of 28 and 90 days.Table 11
Saturated water absorption test results.
Identification of mixCNT (%)SF (%)Saturated water absorption (%)28th day90th dayNormal mix001.6561.6521 CNT101.591.5512 CNT201.5651.5193 CNT301.5171.515 SF051.5861.5767.5 SF07.51.5531.59110 SF0101.5411.576On the 28th and 90th days, the trail mixes’ saturation water absorption varied from 1.5 to 1.65%. The Concrete Society of the United Kingdom describes that concrete with a saturated water absorption limit of roughly 3%, as excellent concrete. This indicates that the performance of CNT and SF in filling the pores in the concrete was excellent due to their particle size. According to the test findings, the combination CNT 3 and SF 10 has the lowest saturated water absorption value [16].


## 5.8. Porosity

The porosity test results at the 28th and 90th day for the various HPC trail mixes are given in Table 12.Table 12
Results of porosity.
Identification of mixCNT (%)SF (%)Effective porosity (%)28th day90th dayNormal mix002.5342.5291 CNT102.4132.4112 CNT202.3162.3123 CNT302.3122.3095 SF052.5142.5107.5 SF07.52.4182.41210 SF0102.3962.391The effective porosities for the trail mixes at the 28th day are ranged from 2.31 to 2.53 percent. The results show that the effective porosity value is lower for the mix containing 3% of CNT and 10% of SF [17]. This was due to the microfilling effect of CNT and SF, and it concludes that CNT and SF have a good durability characteristic [18].


## 5.9. Sorptivity

The test results of sorptivity are given in Table13 for HPC trail mixes at the age of 28 days.Table 13
Results of sorptivity.
Identification of mixCNT (%)SF (%)Sorptivity (mm/min)0.528th dayNormal mix000.0851 CNT100.0732 CNT200.063 CNT300.055 SF050.0817.5 SF07.50.06410 SF0100.053The results are varied from 0.05 to 0.08 for both CNT and SF replacements. The test results can be concluded that CNT replacement performs better than the SF [19].


## 5.10. Rapid Chloride Permeability Test

Table14 shows the results of the rapid chloride permeability test on the 28th day for the various HPC trail mixes.Table 14
Rapid chloride permeability results.
Identification of mixCNT (%)SF (%)Charge passed as per ASTM equivalent (coulombs)Chloride ion penetrabilityNormal mix001368Low1 CNT10917.1Very low2 CNT20982.8Very low3 CNT301053Low5 SF05909Very low7.5 SF07.5881.1Very low10 SF010558.9Very lowThe test results show that the lowest amount of charge is passed for the specimens containing 3% of CNT and 10% of SF [20]. The charges that passed through the specimens are ranged from 550 to 1050 coulombs [21]. The chloride penetration resistance is much higher for the mix containing 3% of CNT and 10% SF [22]. The charges that passed through the conventional concrete are higher than the HPC mix containing CNT and SF. This is due to the pozzolanic reactivity and microfilling effects of CNT and SF [23].


## 5.11. Acid Resistance

The test results of acid resistance are shown in Table15 for the various HPC trail mixes at the age of 28 days.Table 15
Acid resistance test results.
Identification of mixCNT (%)SF (%)Acid resistanceLoss in weight (%)Normal mix000.391 CNT100.32 CNT200.353 CNT300.35 SF050.567.5 SF07.50.4510 SF0100.43The percentage loss in weight for the mixes containing CNT ranges from 0.3 to 0.35 and for SF ranges from 0.43 to 0.56 [24]. The test results show that the CNT performs better than the SF against acid attack [25].


## 5.12. Sea Water Resistance

The results of sea water resistance are shown in Table16 for the various trail mixes of HPC at the age of 28 days.Table 16
Sea water resistance test results.
Identification of mixCNT (%)SF (%)Sea water resistanceLoss in weight (%)Normal mix000.861 CNT100.52 CNT200.603 CNT300.75 SF050.77.5 SF07.50.5210 SF0100.4The percentage loss in weight for CNT ranges from 0.5 to 0.7 and for SF is 0.4 to 0.7 [26]. The test results have been observed that the HPC trail mixes have high resistance against sea water. Especially for 1% of CNT and 10% of SF, they are less attacked by the sea water [27].


## 5.13. Abrasion Resistance

The results of abrasion resistance also shown in Table17 for various trail mixes of HPC at the age of 28 days.Table 17
Abrasion resistance test results.
Identification of mixCNT (%)SF (%)Abrasion resistanceAverage loss of thickness (mm)Normal mix000.921 CNT100.422 CNT200.353 CNT300.295 SF050.677.5 SF07.50.4810 SF0100.35The average loss of thickness for the HPC mix containing CNT ranges from 0.29 to 0.42 mm and for SF ranges from 0.35 to 0.67 mm [28]. Thus, the mixes containing CNT showed less average thickness loss than those containing SF [29]. Both CNT and SF have high abrasion resistance than the normal mix concrete [30].


## 5.14. Impact Resistance

The impact resistance tests are given in Table18 for the HPC trail mixes at the age of 28 days.Table 18
Impact resistance test results.
Identification of mixAverage number of drops for initial crackAverage number of drops at failureEnergy at initial crack (E1) (N mm)Energy at failure (E2) (N mm)Ductility index (s)Normal mix301305632751764116041.013291 CNT346351727349273786001.014452 CNT367372771494778200551.013623 CNT384390807231581984451.015625 SF396402832457484507041.0157.5 SF338342710531971894051.0118310 SF352366739962276939251.03977Due to admixtures like SF and CNT, the concrete was well packed. The average number of drops at failure for the mixes is ranged from 305 to 402. The mix containing 3% of CNT shows better resistance than the other mixes. The impact resistance of the concrete is increased due to the conversion of calcium hydroxide to the calcium hydrates by CNT and SF in the concrete.


## 6. Conclusions

From the acquired experimental data, the following conclusions may be drawn:(i)
The HPC mixes require more water due to the specific surface area and particle size of SF and CNT. The superplasticizer dose is adjusted from 0.4 to 0.8 percent by weight of cement to produce the desired workability(ii)
When utilizing SF, the superplasticizer dose is greater than when using CNT(iii)
The average compressive strength at 28 days rose by 1.41 percent, 1.8 percent, 2.2 percent, and 2 percent for the mixes containing 1 percent, 1.5 percent, 2 percent, and 3 percent of CNT, respectively. At the 56th and 90th days, the compressive strength increases(iv)
The average cube compressive strength increases until it reaches 2 percent of CNT, which begins to decline. As a result, predicting the optimal CNT replacement content is challenging(v)
The average compressive strength at 28 days rose by 1.2 percent, 1.5 percent, and 0.8 percent for the mixes containing 5 percent, 7.5 percent, and 10 percent of SF, respectively(vi)
The flexural strength and split tensile strength of the mix comprising 1 percent, 1.5 percent, 2 percent, and 3 percent CNT are rising up to 2 percent CNT. The flexural strength and split tensile strength of the mix including SF only increase up to 7.5 percent SF(vii)
Concrete having CNT has a greater elasticity modulus than concrete containing SF. Substantial deformation increases in a linear fashion(viii)
Porosity, sorptivity, and water absorption are lower in trail mixes with the CNT substitution than in SF. This suggests that the size of the CNT particles is important in making the concrete impermeable(ix)
Concrete mixes including SF and CNT are more resistant to abrasion, impact load, acid, and seawater assault and chloride penetration. This is owing to the microstructure improvement brought about by the filler actions of SF and CNT, which result in discontinuous and fine pore structure(x)
The performance level of CNT is superior to that of SF and normal concrete in terms of durability and mechanical qualities. As a result, it can be inferred that CNT replacement has higher durability and mechanical properties by up to 3 percent. According to the test results, the ideal SF replacement content is just 7.5 percent(xi)
The partial substitution of SF and CNT with cement results in a reduction in cement use



---

*Source: 4347753-2022-03-25.xml*