International Journal of Civil & Environmental Engineering IJCEE-IJE Vol:13 No:03 15 Experimental Investigation on Nanomaterial Conrete Saloma 1, Amrinsyah Nasution 2, Iswandi Imran 3 and Mikrajuddin Abdullah 4 1 Leturer, Faulty of Civil Engineering, Sriwijaya University. 2, 3 Professor of Civil Engineering, Faulty of Civil Engineering & Enviromental, Bandung Institute of Tehnology 4 Professor of Physi, Faulty of Sienes and Mathemathis, Bandung Institute of Tehnology Abstrat - Nanomaterial onrete is new generation onrete formed of materials of the grain size of nanosale. The omposition of nanomaterial onrete onsists of ement, nanosilia grain of the size of 10 nm - 140 nm, fine sand of the grain size of 0.125 mm - 0.50 mm, quartz powder of the size of 16 m - 90 m, oarse aggregate of a maximum grain size of 15 mm, and superplastisizer. Nanomaterials have properties or funtions different from similar materials of large size. Nanomaterials have a larger value of the ratio between surfae area and volume than other similar partiles in larger size, making the nanomaterials more reative. This paper presents the influene of nanosilia as a partial substitution of ement in onrete. The presene of nanosilia in onrete is intended to aommodate the byprodut of the ement hydration prodution in the form of free hydroxide alium. Nanosilia will reat with C 3 S and C 2 S in the ement and produe CSH-2 that will form a strong and solid bond of gel. The results showed that the addition of nanosilia as ement partial substitute material ould improve the mehanial behavior of the onrete. Index Term-- Nanomaterial, mehanial behavior. I. INTRODUCTION This study on the physial and mehanial properties of nanomaterial onrete uses nanosilia elements as mixture materials in the manufature of onrete. The fundamental problem studied is how to improve the density and strength the bond between the mortar and the inter-surfae zone on the nanosilia onrete. The use of nanomaterials is expeted to give simultaneous ontribution, in addition to the pozzolanik effet it provides, to provide physial effets, i.e. the paking effet. This effet has an effet in the form of shrinkage of the pores of the onrete, hene denser. Conrete experimental tests using substitution of nanosale materials have been widely arried out. Here are some previous researhes on nanomaterial onrete. In researh [4] onduted an experimental study on mortar by adding nanopartiles of Fe 2 O 3 and Al 2 O 3 of respetively 0.5%, 1.0%, 1.5% and 2.0% of the ement weight. The average size of the Fe 2 O 3 and Al 2 O 3 was 15 nm. The results showed that the slump and setting time dereased as the perentage of nano-partiles of Fe 2 O 3 and Al 2 O 3 inreased. In researh [8] onduted an experimental study by adding nanomaterial of the size of less than 100 nm into the onrete mix. This study evaluated the use of various nanomaterials in onrete, and then ompared them to the onventional onrete. Conrete ontaining nanosilia and nanolay was ompared to onrete ontaining siliafume, fly ash, and slag. The results showed that the mirostruture of the nanosilia onrete was denser and more uniform than that of the onventional onrete. In researh [7] onduted an experimental study on mortar by adding TiO 2 nanopartiles of 0.5%, 1.0%, 1.5% and 2.0% of the ement weight. The average size of TiO 2 nanopartile was 15 nm. The researh results at the age of 7 days showed that nano-tio 2 paste was denser and more ompat than that without nano-tio 2. In researh [10] onduted a study on maro and miro harateristis of onrete through the use of arbon nanotubes of 0.3%, 0.5% and 0.75% of the ement weight. The results showed that arbon nanotubes ould improve the ompressive strength by 12%. Based on the previous researhes, this researh is foused on studying the mehanial behavior of onrete with the addition of nanosilia as ement partial substitute material. Nanosilia used in this study has the size of 10-140 nm with a mixed omposition of 0%, 2.5%, 5%, 7.5% and 10% of the ement weight. II. EXPERIMENTAL PROGRAMME A. Sope of Work The purpose of this study is to investigate the ompressive strength, modulus of elastiity and splitting tensile test of onrete by partial replaement of ement with nanosilia. Nanosilia with the average diameter of 100 nm were used with four different ontents of 2.5%, 5%, 7.5% and 10% by weight. B. Limitation The mix proportion used in this researh were only 0%, 2.5%, 5%, 7.5% and 10%, with onstant water/ement of 0.20 for all omposition. Cylinders with the diameter of 150 mm and the height of 300 mm for density, ompressive strength, modulus of elastiity and splitting tensile test. C. Materials and Mix Design Cement used in this study is that of type I with a relative density of 3.15 gram/m 3, while the additive material used as ement partial substitute material is nanosilia. Chemial
Cumulative distribution (%) International Journal of Civil & Environmental Engineering IJCEE-IJE Vol:13 No:03 16 omposition of XRF (X-Ray Fluoresene) assay results of ement type I and nanosilia are listed in Table I. To determine the distribution of the nanosilia size, PSA test was onduted. The results showed that the size of nanosilia grain ranged from 10-140 nm. Furthermore, to determine the shape of the nanosilia partiles, XRD (X- Ray Diffration) test was onduted. The results showed that the shape of partiles of nanosilia was amorphous. Material T ABLE I CHEMICAL COMPOSITION OF XRF TEST RESULTS OF CEMENT AND NANOSILICA Chemial Composition 100 80 60 40 20 Cement type I (%) Nanosilia (%) SiO 2 21,20 99,99 Al 2 O 3 6,00 - CaO 64,90 - Fe 2 O 3 3,10 - SO 3 2,10 - MgO 1,20 - Quartz sand Quartz powder Nanosilia Coarse aggregates 0 0.0001 0.01 1 100 10000 Fig. 1. Gradation urve of materials used T ABLE II COMPOSITION OF CONCRETE MIX 0% Grain Diameter (mm) 2,5% 5% 7,5% 10% Cement 600 585 570 555 540 Nanosilia 0 15 30 45 60 Water 120 120 120 120 120 Quartz Sand 652,4 652,4 652,4 652,4 652,4 Quartz Powder 279,6 279,6 279,6 279,6 279,6 Coarse aggregates 748 748 748 748 748 Superplastiizer 9 9 9 9 9 Fine aggregates used in this study were taken from Bangka, onsisting of fine sand (quartz sand) with a size of 0.125 mm - 0.50 mm and quartz powder with the size of 10 m - 15 m. One important fator of fine aggregates that has to be onsidered is their gradation, as this will affet the amount of water needed in the onrete mix. The oarse aggregates were taken from Sidomanik with a maximum size of 10 mm. Figure 1 shows the grading urve of the material used in this study. Conrete mix design in this study uses the w/ = 0.20. The omposition of the onrete mixtures is given in Table II. III. EXPERIMENTAL STUDY The first phase of this researh is the study of literature. The seond stage omprises a series of laboratory tests on onrete-forming materials, the design of the omposition of onrete building bloks, and the testing of the physial and mehanial properties of onrete in ompliane with the ASTM and ACI standards. Physial and mehanial properties testing performed in this study inlude: A. Density Weight of the speimen was measured at the age of 28 days. This density measurement was performed by weighing the test speimen to be subsequently divided by the volume of the test speimen. B. Conrete Compressive Strength The instrument used for testing ompressive strength was UTM (Universal Testing Mahine) with the apaity of 2000 kn. The speimen used was in the form of a ylinder with a diameter of 150 mm and height of 300 mm, with testing ages of 3, 7, 14, 21 and 28 days. The test followed the ASTM C39 test standard. During the ompressive test, there were several things that need lose observation, among others: ollapse pattern, raking mehanism, and dutility. Centriity fator of the load weight point on the onrete ylinder axis was onsidered to maximize the results of the failure load experiment. C. Modulus of Elastiity The testing of modulus of elastiity was taken from the 40% failure load f '. Tests were onduted through the use of UTM (Universal Testing Mahine) with a apaity of 2000 kn with testing proedure based on ASTM C469. Speimens used was in the form of a ylinder with a diameter of 150 mm and height of 300 mm, with testing ages of 3, 7, 14, 21 and 28 days. Values of the modulus of elastiity tests were analyzed to obtain the equation of the relation between the values of the elastiity modulus and ompressive strength of the nanosilia onrete. The equation was obtained from the regression analysis of the urve of the elastiity modulus relation and ompressive strength of the nanosilia onrete. D. Splitting Tensile Test Split tensile test was onduted aording to the ASTM C496 standard using ylindrial speimens with a diameter of 150 mm and height of 300 mm. Tests were performed at the ages of 3, 7, 14, 21 and 28 days with eah age of the 3 samples. The test equipment used was the same as the that for ompressive strength test. Values of split tensile test were analyzed to obtain the equation of the relation between the values of splitting tensile strength and ompressive strength of the nanosilia onrete. The equation was obtained from the regression analysis of the urve of splitting tensile strength and ompressive strength of the nanosilia onrete.
Compressive Strength 42.576 57.410 63.861 75.941 89.910 44.202 59.630 69.971 83.645 94.340 45.846 61.850 75.368 89.219 99.280 47.441 65.120 86.830 104.851 108.590 47.617 67.310 95.067 109.295 112.021 Density (kg/m3) International Journal of Civil & Environmental Engineering IJCEE-IJE Vol:13 No:03 17 IV. RESULTS AND DISCUSSION A. Development of Conrete Compressive Strength Figure 2 shows a omparison of the development of ompressive strength between onrete with nanosilia and onrete without nanosilia. Moreover, effets of the perentage of adding nanosilia on the development of ompressive strength of onrete based on its age. Aording to this figure, it an be explained that the onrete ontaining nanosilia experienes ompressive strength development higher than that of onrete without nanosilia. The development of onrete ompressive strength inreases with the perentage of the addition of nanosilia. 120 105 90 75 60 45 30 15 0 = 0% = 2.5% = 5% = 7.5% = 10% Fig. 2. Development of onrete ompressive strength versus time T ABLE III INCREASE OF COMPRESSIVE STRENGTH OF CONCRETE AT THE AGES OF 3, 7 AND 28 DAYS Conrete mix 3 days 7 days 14 days 21 days 28 days Compressive Strength Perentage of inrease of ompressive strength (%) 3 days 7 days 28 days 3 days 7 days 28 days = 0% 42.576 57.41 89.91 0.00 0.00 0.00 = 2,5% 44.202 59.63 94.34 3.82 3.87 4.93 = 5% 45.846 61.85 99.28 7.68 7.73 10.42 = 7,5% 47.441 65.12 108.59 11.43 13.43 20.78 = 10% 47.617 67.31 112.02 11.84 17.24 24.59 Furthermore, Table III desribes the perentage of the inrease of ompressive strength of onrete at the age of 3, 7 and 28 days. In general, the development of onrete ompressive strength at the age of 3, 7 and 28 days showed a signifiant inrease. At the age of 3 days, the ompressive strength of onrete with nanosilia inreased between 3.82% - 11.84%, whereas at the age of 7 and 28 days, ompressive strength of onrete with nanosilia inreased respetively by 3.87% - 17.24% and 4.93% - 24.59%. This means an inrease in ompressive strength after 3 days is faster than the that at the age of 3 days. The high inrease of ompressive strength after 3 days shows that the hydration reation working in the initial period ours only between ement and water. Then in the next period, nanosilia reats with free alium oxide so that further reations ours and forms new ement paste. This suggests that the addition of nanosilia provides good leverage to inrease the ompressive strength of onrete after 3 days. The rapid development of the ompressive strength of onrete with nanosilia shows that nanosilia serves not only as a filler to inrease the density of the miro, but also ats as an ativator in the hydration reation. This gives effet to the inrease of bonds between oarse aggregate and mortar. B. Density Figure 3 shows the relationship between density and ompressive strength of onrete at the age of 28 days. Based on the piture it an be explained that the inrease in density ours along the inrease of ompressive strength of onrete. Based on the researh result data, the following equation was obtained: w 3.355f ' 2156 (1) where w is the density of the onrete and f 'is the onrete ompressive strength. 2550 2525 2500 2475 2450 2425 y = 3.355x + 2156.8 R² = 0.8365 Mahmoud Karmout DATA PENELITIAN 2400 Compressive Strength Fig. 3. Relationship between density and ompressive strength As a omparative study, the results are ompared with the data from a study onduted by Karmout, M (2009). For f '= 107.2 MPa, the density values predited through the equations of the results of this study are similar to the results of the density analyzed through the equations of Karmout, M. However, for f ' < 107.2 MPa, the density values predited by the equation of the researh results is underestimated when ompared with that predited by the equation density of Karmout, M. While for f ' > 107.2 MPa, the density values predited by the equations of the researh result is overestimated when ompared to the elastiity modulus predited by the equation of Karmout, M. C. Modulus of Elastiity Figure 4 and Table IV show the development of the average values of the modulus of elastiity of onrete without nanosilia and onrete ontaining nanosilia against time. Aording to the figure it an be explained that the average modulus of elastiity of onrete with nanosilia has greater values than onrete without nanosilia. It means that onrete with nanosilia has greater stiffness than onrete without nanosilia. The values of stiffness in onrete ontaining nanosilia are due to the ompatness of the paste bond with aggregates in onrete with nanosilia that is greater than that without nanosilia.
Modulus of elastiity Modulus of elastiity 39519.16 39701.48 39804.62 39911.47 39921.53 40609.36 40837.71 40997.12 41240.27 41382.74 41155.45 41315.98 41613.67 41824.09 42318.52 41937.27 42365.23 42935.97 43356.63 43612.29 42907.64 43110.41 43371.22 43699.33 44147.65 Modulus of elastiity Modulus of Elastiity International Journal of Civil & Environmental Engineering IJCEE-IJE Vol:13 No:03 18 T ABLE IV AVERAGE ELASTICITY MODULUS AT AGE 7 AND 28 DAYS Perentage of Modulus of Elastiity Conrete modulus of elastiity Mix inreases (%) 7 days 28 days 7 days 28 days = 0% 39701.48 39921.53 0.00 0.00 = 2,5% 40837.71 41382.74 2.86 3.66 = 5% 41315.98 42318.52 4.07 6.00 = 7,5% 42365.23 43612.29 6.71 9.25 = 10% 43110.41 44147.65 8.59 10.59 43500 40500 37500 36000 Fig. 4. Development of onrete elastiity modulus versus time Based on Table IV it an also be seen that at the age of 7 days, the differene in values of the modulus of elastiity of onrete with nanosilia and onrete without nanosilia ranges between 2.86% - 8.59%, whereas at 28 days it varies between 3.66% - 10:59%. This suggests that nanosilia has given signifiant effets on the inrease of the stiffness sine the age of 7 days. Furthermore, Figure 5 displays the relationship urve of onrete ompressive strength vs. modulus of elastiity. Based on the researh data, the following equation was obtained: 0.361 E 7892 f ' (2) Where E is the modulus of elastiity of onrete and f ' is the onrete ompressive strength. 3 days 7 days 14 days 21 days 28 days = 0% = 2.5% = 5% = 7.5% = 10% As a omparative study, the data are evaluated using the following equation: 1. ACI-318-08: 2. Euroode 2: 1,5 E 0,043w f ' 1 3 4 f ' E 2,15 10 E 9500 f ' 3. 3473: 0,3 E 4200 f ' 4. Sritharan: 5. Mehdi: 10 E 16364ln f ' 34828 E 8820 f ' 6. Ma & Orgass: 3 E 7892 f ' 7. Researh data: 0,361 f = 96.539 MPa ACI 318-08 f = 111.134 MPa EUROCODE 2 E = 7892.(f')0.361 R² = 0.945 Fig. 5. Relationships between modulus of elastiity vs. ompressive strength
Modulus of elastiity Modulus of elastiity Modulus of elastiity Modulus of elastiity International Journal of Civil & Environmental Engineering IJCEE-IJE Vol:13 No:03 19 f = 111.057 MPa The omparison of elastiity modulus urve versus ompressive strength of the researh results and other researh results is presented in Figure 6 with the following explanation: 3473 f = 115.893 MPa MEHDI f = 103.380 MPa SRITHARAN MA & ORGASS 1. For f ' = 96.539 MPa, the values of elastiity modulus predited by equations of the researh results are similar to that analyzed using the equation of ACI-318-08. However, for f ' < 96.539 MPa, the elastiity modulus values predited by the equations of the researh results are overestimated when ompared to that predited by ACI-318-08equation. As for f ' > 96.539 MPa, the elastiity modulus values predited by the equation of this researh results are underestimated when ompared with those predited by the ACI-318-08equation. 2. For f ' = 111.134 MPa, the elastiity modulus predited by equations of this researh results is similar to those analyzed using Euroode 2 equation. However, for f ' <111.134 MPa, the values of the modulus of elastiity predited by the equation of this researh results are underestimated when ompared to those predited by Euroode 2 equation, while for f ' > 111.134 MPa, the values of elastiity modulus predited by the equation of this researh results are overestimated when ompared to those predited by equation Euroode 2. 3. For f ' = 111.057 MPa, the values of the elastiity modulus predited by the equations of this researh results are similar to those analyzed by 3473 equation. However, for f ' < 111.057 MPa, the value of modulus of elastiity predited by the equation of this researh results is underestimated when ompared to those predited by the 3473equation, while for f ' > 111.057 MPa, the elastiity modulus predited by the equation of this researh results is overestimated when ompared to those predited by the 3473 equation. 4. For f ' = 115.893 MPa, the elastiity modulus predited using the equations of this researh result is similar to that analyzed using Mehdi equations. However, for f ' < 115.893 MPa, the modulus of elastiity predited by the equation of this researh results is overestimated when ompared to that predited by Mehdi equation, while for f ' > 115.893 MPa, the elasti modulus predited by the equation of this researh results is underestimated when ompared to that predited by Mehdi equation. 5. For f ' = 103.380 MPa, the elasti modulus predited by equations of this researh result is similar to that analyzed using Sritharan equation. However, for f ' < 103 380 MPa, the modulus of elastiity predited by the equation of this researh results is overestimated when ompared to that predited by Sritharan equation, while for f ' > 103.380 MPa, the elastiity modulus predited by the equation of this researh results is underestimated when ompared to that predited by Sritharan equation. Elastiity modulus predited by the equation of this researh results is overestimated when ompared to that predited by the Ma & Orgass equation. Fig. 6. Comparison of modulus of onrete elastiity versus ompressive strength of other studies
Splitting tensile strength Splitting tensile strength 3.829 4.650 5.888 7.501 8.715 3.956 4.948 5.915 7.668 8.953 4.952 5.497 7.322 8.908 10.216 5.687 6.931 8.626 10.655 11.578 6.554 8.674 10.345 11.690 12.101 International Journal of Civil & Environmental Engineering IJCEE-IJE Vol:13 No:03 20 D. Splitting Tensile Test Figure 7 shows a omparison of the development of the splitting tensile strength between onrete with nanosilia and onrete without nanosilia. 14 12 10 8 6 4 2 0 Fig. 7. Development of splitting tensile strength versus time 14 13 12 11 10 9 8 3 days 7 days 14 days 21 days 28 days = 0% = 2.5% = 5% = 7.5% = 10% 7 Fig. 8. Relationship between onrete s splitting tensile strength and that of this researh results Also, it an be seen that the effet of the perentage of the addition of nanosilia into the development of onrete splitting tensile strength based on its age. From the figure it an be explained that the onrete ontaining nanosilia undergoes higher splitting tensile strength than that of onrete without nanosilia. The development of onrete splitting tensile strength inreases along with the perentage of the addition of nanosilia. Furthermore, Figure 8 displays the urve of the relation between onrete ompressive strength vs. its splitting tensile strength. There is a strong orrelation between onrete s splitting tensile strength and ompressive strength. The splitting tensile strength tends to inrease along with the inrease of onrete s ompressive strength. V. CONCLUSION Based on the results of the researh onduted on onrete with the addition of nanosilia as ement partial substitute material, the following an be summarized: 1. Nanosilia is able to inrease the density and performane of onrete. 2. Results of ompressive strength, modulus of elastiity and splitting tensile strength of onrete at the age of 28 days amounted to 112.021 MPa. 44147.65 MPa and 19 918 MPa respetively. 3. The development of ompressive strength of onrete at the age of 3,7 and 28 days showed a signifiant inrease. At the age of 3 days, the ompressive strength of onrete that ontained nanosilia inreased between 3.82% - 11.84%; whereas, at the age of 7 and 28 days, the ompressive strength of onrete with nanosilia inreased respetively by 3.87% - 17.24% and 4.93% - 24.59%. 4. The resulting elastiity modulus ranged between 41382.74 and 44147.65 MPa. The modulus of elastiity of onrete tends to inrease with the inrease of ompressive strength and density of onrete. 5. The resulting splitting tensile strength ranges between 13.298 MPa 19.918 MPa. There is a strong orrelation between onrete s splitting tensile strength and ompressive strength. The splitting tensile strength tends to inrease along with the inrease of onrete s ompressive strength. 6. It is reommended that further studies on the bending strength and long term durability tests of the nanomaterial onrete should be arried out. REFERENCES [1] Mahmoud K. (2009). Mehanial Properties ofultra High Performane Conrete Produed in Gaza Strip. The Islami University of Gaza, High Studies Deanery, Faulty of Engineering Civil Engineering Department Design and Rehabilitation of Strutures. [2] Ma, J., and M. Orgass. (2004). Comparative investigations on ultrahigh performane onrete with and without oarse Aggregates. Leipzig Annual Civil Engineering Report (LACER) No. 9. [3] Mehdi Sadeghi e Habashi (2011). Ultra High Performane and High Early Strength Conrete. 36 th Conferene on Our World in Conrete & Strutures, Singapore, August 14-16, 2011. [4] Nazari, A., Riahi, S., Shamekhi, S,F., dan Khademno, A, (2010). Benefits of Fe 2O 3 nanopartiles in onrete mixing matrix, Journal of Amerian Siene 2010. [5] Nazari, A., Riahi, S., Shamekhi, S.F., dan Khademno, A, (2010). Influene of Al 2O 3 Nanopartiles on The Compressive Strength and Workability of Blended Conrete, Journal of Amerian Siene 2010. [6] Nazari, A., Riahi, S., Shamekhi, S,F., dan Khademno, A, (2010). The effets of inorporation Fe 2O 3 nanopartiles on tensile and flexural strength of onrete, Journal of Amerian Siene 2010. [7] Nazari A., (2011). The effets of uring medium on flexural strength and water permeability of onrete inorporating TiO 2 nanopartiles, Materials and Strutures (2011) 44:773 786. [8] Ozyildirim, Celik, (2010). Laboratory Investigation of Nanomaterials to Improvethe Permeability and Strength of Conrete, Virginia Transportation Researh Counil, 530 Edgemont Road,Charlottesville, VA 22903-2454, www,vtr,net, (434) 293-1900. [9] Sritharan S., Brant J. Bristow, Vi H. Perry (2003). Charaterizing an Ultra-High Performane Material for Bridge Appliations under Extreme Loads. The 3 rd International Symposium on High Performane Conrete, Orlando, Florida, Otober 2003. [10] Valquíria S, M., José M.F., Calixto, Luiz O., Ladeira, dan Adriano P, Silva, (2011). Maro and Miro Charaterization of Mortars Produed with Carbon Nanotubes, ACI Materials Journal, May-June 2011.