Project Report.docx

1

CHAPTER 1 INTRODUCTION 1.1GENERAL Geopolymers are inorganic materials that polycondense similar to organic polymers. The reaction of Al2SiO5with alkali

polysilicates produces an amorphous to

semi-crystalline three-dimensional structureof polymeric sialate (Si-O-Al-O)bonds The tetrahedral configuration of sialate, an abbreviation for alkali silicon-oxo-aluminate, is illustrated potassium, sodium, calcium or lithium being the alkali Through the action of hydroxide (OH–) ions, the Al2 SiO5dissolves from the source material. Precursor ions then organize into monomers and polycondense to form polymeric structures. In contrast to geopolymer, the production of PC results from the calcination(thermal decomposition) of CaCO3 and silico-aluminous materials , such as clay, shale or silica sand. Hydration of the resulting calcium silicate and calcium aluminate forms calcium silicate hydrate(CSH), calcium aluminate hydrate (C-A-H) and Ca(OH)2.Formation of these compounds generates heat, causing thermal expansion and strength development . Geopolymers are new materials for fire- and heat-resistant coatings and adhesives, medicinal applications, high-temperature ceramics, new binders for fire-resistant fiber composites, toxic and radioactive waste encapsulation and new cements for concrete. The properties and uses of geopolymers are being explored in many scientific and industrial disciplines: modern inorganic chemistry, physical chemistry, colloid chemistry, mineralogy, geology, and in other types of engineering process technologies. Geopolymers are part of polymer science, chemistry and technology that forms one of the major areas of materials science. Polymers are either organic material, i.e. carbon-based, or inorganic polymer, for example silicon-based. The organic polymers comprise the classes of natural polymers (rubber, cellulose), synthetic organic polymers (textile fibers, plastics, films, elastomers,

2

etc.) and natural biopolymers (biology, medicine, pharmacy). Raw materials used in the synthesis of silicon-based polymers are mainly rock-forming minerals of geological origin, hence the name: geopolymer. 1.1.1 PROPERTIES OF GEOPOLYMER Following are the properties of geopolymer concrete which are discussed:  Compressive strength  Drying shrinkage  Creep  Sulfate resistance  Sulfuric acid resistance

1.1.2 ADVANTAGES  Eco- friendly  Low permeability  Fire proof  Better compressive strength 1.2 ALKALINE LIQUIDS 1.2.1 SODIUM HYDROXIDE Sodium hydroxide, also known as lye and caustic soda, is an inorganic compound with formula NaOH. It is a white solid ionic compound consisting

3

of sodium cations Na+and hydroxide anions OH−.Sodium highly caustic base and alkali,

that

hydroxide

decomposes proteins at

is

a

ordinary

ambient temperatures and may cause severe chemical burns. It is highly soluble in water and readily absorbs moisture and carbon dioxide from the air. It forms a series of hydrates NaOH·nH2O. The monohydrate NaOH·H2O cystallizes from water solutions between 12.3 and 61.8 °C. The commercially available "sodium hydroxide" is often this monohydrate, and published data may refer to it instead of the anhydrous compound. Sodium hydroxide is used in many industries in the manufacture of pulp and paper, textiles, drinking water, soaps and detergents and as a drain cleaner. Worldwide production in 2004 was approximately 60 million tonnes, while demand was 51 million tonnes. 1.2.1.1 PHYSICAL PROPERTIES Pure sodium hydroxide is a colorless crystalline solid that melts at 318 °C without decomposition. It is highly soluble in water, with a lower solubility in ethanol and methanol, but is insoluble in ether and other non-polar solvents. Similar to the hydration of sulfuric acid, dissolution of solid sodium hydroxide in water is a highly exothermic reaction in which a large amount of heat is liberated, posing a threat to safety through the possibility of splashing. The resulting solution is usually colourless and odorless. As with other alkaline solutions, it feels slippery when it comes in contact with skin. 1.2.2 SODIUM SILICATE Sodium silicate is the common name for compounds with the formula (Na2SiO2)nO. A well-known member of this series is sodium metasilicate, Na 2SiO3. Also known as waterglass or liquid glass, these materials are available in aqueous solution and in solid form. The pure compositions are colourless or white, but commercial samples are often greenish or blue owing to the presence of iron-containing impurities.

4

They are used in cements, passive fire protection, textile and lumber processing, refractories, and automobiles. Sodium carbonate and silicon dioxide react when molten to form sodium silicate and carbon dioxide: Na2CO3 + SiO2 → Na2SiO3 + CO2 An hydrous sodium silicate contains a chain polymeric anion composed of corner-shared {SiO4} tetrahedral, and not a discrete SiO 32− ion. In addition to the anhydrous form, there are hydrates with the formula Na2SiO3·nH2O (where n = 5, 6, 8, 9), which contain the discrete, approximately tetrahedral anion SiO 2(OH)22− with water of hydration. For example, the commercially available sodium silicate pentahydrate Na2SiO3·5H2O is formulated as Na2SiO2(OH)2·4H2O, and the nonahydrate Na2SiO3·9H2O is formulated as Na2SiO2(OH)2·8H2O. In industry, the various grades of sodium silicate are characterized by their SiO2:Na2O weight ratio (weight ratios can be converted to molar ratios by multiplication with 1.032), which can vary between 2:1 and 3.75:1. Grades with this ratio below 2.85:1 are termed alkaline. Those with a higher SiO 2:Na2O ratio are described as neutral. 1.2.2.1 PROPERTIES Sodium silicate is a white powder that is readily soluble in water, producing an alkaline solution. It is one of a number of related compounds which include sodium orthosilicate (Na4SiO4),

sodium pyrosilicate (Na6Si2O7),

and

others.

All

are glassy, colourless, and soluble in water. Sodium silicate is stable in neutral and alkaline solutions. In acidic solutions, the silicate ion reacts with hydrogen ions to form silicic acid, which when heated and roasted forms silica gel, a hard, glassy substance. 1.3 MATERIALS USED

5

i)Fly ash ii)Geopolymers(NaoH+Sodium silicate) iii)Fine aggregate iv) Meshes 1.3.1 FLY ASH Fly ash is the waste obtained as a residue from burning of coal in furnaces and locomotives.It is obtained in the form of powder.It is a good pozzalona and can be used for partial replacement of cement.In the recent time, the importance and use of fly ash in concrete has grown so much that it has almost become a common ingredient in concrete,particularly for making high strength and high performance concrete.High volume fly ash concrete is a subject of current interest all over the world. 1.3.2 GEOPOLYMER The remarkable achievements made through geosynthesis and geopolymerisation include mineral polymers(geopolymers),flexible ceramics which transform like plastics at low temperatures ,ceramic composite made at room temperature or thermoset in a simple autoclave ,concrete which after 4 hours has higher strength and durability than the best currently used mortar. In geopolymerizations alkaline solution play an important role.The most common alkaline solution used in geopolymerization is a combination of sodium hydroxide and sodium silicate.In this project a combination of sodium silicate and sodium hydroxide is to be chosen as the alkaline liquid.Sodium silicate solution and sodium hydroxide solution of 10 M concentration (400 gm in 1L of solution) are to be prepared.(1M=40gm)

6

1.3.3 FINE AGGREGATE Fine aggregates are the aggregates whose size is less than 4.75mm.In this project,clean and dry river sand locally will be used.Sand is generally considered to have a lower size limit of about 0.007. 1.3.4 MESHES The wire woven chicken meshes with a hexagonal openings of size 12mm a wire thickness of 0.72mm are used.The machine welded weld mesh having a rectangular grid opening of size 76.2mmx38.1mm,with a thickness of 2.45 mm in the transverse direction and 3.45mm in the longitudinal direction are used.Ultimate strength of weld mesh and chicken mesh is 440 N/mm2 and 270 N/mm2.

7

CHAPTER 2 LITERATURE REVIEW 1) A.Boshehrian and P.Hossein, “Effect of nano-SiO2 particles on properties of cement mortar applicable for ferrocement elements” Vol. 2 (1) –March (2011) In this study the mechanical properties (by compressive and flexural strength tests), durability (by water absorption test), and microstructural properties of interfacial transition zone (ITZ) (by Scanning Electron Microscopy and Atomic Force Microscopy tests) of mortars applicable for the casting of ferrocement elements reinforced with nanoSiO2particles are investigated. The parameters of this study include the low replacement ratio of nano-SiO2 particles respect to cementin Ordinary Portland Cement (OPC) mortar mixture (including 1%, 2% and 3%), water to binder ratio (including 0.35, 0.4 and 0.5), and also sand to binder ratio (including 2 and 2.5). The results have shown that the cement mortars containing nano-particles have reasonably higher strength, low water absorption and denser ITZ compared to those of the OPC

ferrocement mortars. Furthermore, along with increasing the W/CM, the

performance of

silica nano-particles has been reduced. However, distinctive

strengthening trend was not observed in mixtures with different S/CM Application of silica nano-particles (in low amount of replacement up to 3%) can lead to microstructural development due to their multi functional behavior in the matrix of

cement-based

materials. Various performances of silica nano-particles helping resistance, durability and

8

viscosity of cement mortars to be improved, indicate their high potential of usage in the production of special mortars such as ferrocement and retrofitting mortars.

2) Galyna Kotsay,“ Effect of synthetic nanodispersed silica on the properties of portland cement based mortars” Vol. 7, No. 3, (2013) The work deals with the modification of mortars by small quantities of nanodispersed material. The effect of amorphous nanosilica on Portland cement hydration and hardening has been investigated. The amorphous nanosilica is compared with the known mineral additive – microsilica. The effect of microsilica at different stages of hydration is thoroughly investigated. Pozzolane activity of ultradispersed silica depends on obtaining method of amorphous silica and particles size. The double increase of nanosilica activity compared with that of microsilica is connected with 4-fold decrease of particles size. The optimum content of synthetic nanosilica in mortars was confirmed by the experiments. 0.1 % of nanosilica ensures the increase of strength by 29 % for 2 days and by 16 % – for 28 days. We may assert that nanodispersed silica additive in small amounts is the most effective one at the initial stage of mortar hardening.

3) ABDEL-BAKY,Sameh YEHIA ,Ibrahim S. KHALIL “ Influence of nano-silica addition on properties of fresh and hardened cement mortar”vol 16- (18.10.2013) The aim of this study is to investigate the influence of adding nano-silica particles, on the properties of fresh

and hardened cement mortar through measurements of

workability, compressive and flexure strengths in

addition to measuring by SEM

analysis. Nano-silica particles with size of 19 nm have been used as a cement addition by 1, 3, 5, 7 and 10% by weight of cement content. Workability of cement mortar which decreased by increasing the amount of interactive nano-silica as long as the inserted nano-silica can be interactive with calcium

9

hydroxide resulting from hydration process of cement with water.Compressive and flexural strength of the cement mortar increases proportionally with increasing the amount of nano-silica, especially at early ages. Until achieving the optimum percentage, NS at 7%, then decreases due to the decreasing of calcium hydroxide that exhausted in the activation process by 7% nano-silica. As any amount more than that have no activation and take place of cement by inert powder, so it's naturally to decrease the strengths.Cement mortar containing nano-silica have more homogeneity binder, less pores, more adhesion at interfacial zone which is clarified in SEM analysis. 4) Andi Arham Adam, Horianto “The effect of temperature and duration of curing on the strength of flyash based geopolymer mortar” ( 2014 ) 410 – 414 The optimum temperature and duration of curing is essential in geopolymerization reaction to achieve higher strength. As such, flyash based geopolymer mortars were prepared by varying the curing temperature of 80, 100 and 120°C, for the duration of 4, 6 and 20 hours. The fly ash was activated by sodium silicate and sodium hydroxide solution. The dosage of activator was 55% and the ratio between sodium silicate and alkaline activator was 1: 2. The results show that the highest compressive strength was obtained at the temperature and duration of curing of 120°C and 20 hours. One of the promising alternatives is to use fly ash as part or total replacement of cement in concrete. The total replacement of cement has been possibly made since the introduction of geopolymer.At room temperature the geopolymeric reaction will take place very slowly as such oven curing is favourable . During curing process, the geopolymer mortar and concrete will undergo polymerization reaction.The effect of heat curing on the strength of geopolymer have been reported elsewhere however the optimum temperature and duration The variations of curing temperature are manly influenced by physical and chemical characteristic of fly ash as well as the chemical composition of the activators. Class F fly ash taken from local power plant station was used as row materials.The activator consists of sodium silicate solution (Na2O = 15.4% andSiO2=

10

32.33%) and 10M sodium hydroxide solution. The activator dosage (activator / fly ash) was 55% and the ratio of sodium silicate to activator was 1: 2. Local sand was used as fine aggregate. The specific gravity and fineness modulus of sand were 2.6 and 2.75 respectively.The geopolymer mortar was prepared using water to solid ratio (w/s) 0.35. The water content is the total water in activator and additional water whilst the solid is the fly ash and solid part of the activator. The temperature and duration of heat curing plays a major role for the strength development of fly ash based geopolymer mortar. The optimum heat curing regime in this study was at 120° for 20 hours. 5) G.Reddy Babu “ Effect of nano-silica on properties of blended cement” Vol, 03 The properties of blended cement with nano-SiO2 (NS) were experimentally studied. The silica, which is the major component of a pozzolan reacts with calcium hydroxide formed from calcium silicates hydration. The rate of pozzolanic reaction is proportional to the amount of surface area available for reaction. Results indicated that setting times were increased with increase in percentage of nano-SiO2 in cement blended with silica fume. The aim of this study is to investigate the influence of nano-SiO 2 on properties of blended cement mortar. Cement: 53 grade ordinary Portland cement

conforming to IS: 12269-1987 was used. Ennore sand was used. Commercial superplasticiser was used. Silica fume was used in the present investigation. 9% of the cement was replaced by silica fume, where maximum compressive strength was achieved. Setting times were increased in test samples compared with reference sample. Setting process was increased due increase in percentage of nano-silica. Reason is that, surface area of nano silica is several times high than the silica fume. Influence of nanosilica on compressive strength is found that increase in compressive strength was observed with increase in percentage of nano-silica replacing silica fume and age.

11

6) Tanakorn Phoo-ngernkham, Vanchai Sata, Sakonwan Hanjitsuwan, Charoenchai Ridtirud, Shigemitsu Hatanaka , Prinya Chindaprasirt “High calcium fly ash geopolymer mortar containing Portland cement for use as repair material” 482–488 (2015) This article investigated the utilization of high calcium fly ash geopolymer mortars (GPM) containing ordinary Portland cement (PC) for use as Portland cement concrete (PCC) repair material. The shear bond strength of PCC substrate and repair binder and bending strength of notched concrete beam filled with repair binder were used to evaluate the performances of GPM and commercial repair binders (RM). Test results indicated that the use of GPM gave sufficiently high shear bond and bending strengths compared with the use of RM suggesting that it could be used as an alternative product for concrete repairworks. In addition, the results from scanning electron microscopy of fracture surfaces indicated that the interface zone of concrete and GPM was more homogeneous and denser than that of concrete and RM. The GPM with 14 M NaOH solution and 10% PC was the optimum mixture for improving the shear bond and bending strengths. The GPM with high NaOH concentration containing PC as addi-tive material gave good performances in the shear bond strength prism test and bending stress of PCC notched beam test. The high-est shear bond strength of 24.2 MPa was obtained with 14 M NaOH geopolymer with 10% Portland cement (14M10PC mix). The bend-ing stresses of PCC notched beams with filled GPM were enhanced as expected. The GPM mix with 14 M NaOH and 10% PC gave excel-lent bending stress of 3.1 MPa. However, with high NaOH concen-tration (14 M) and high PC (15%), slight decreases in shear bond strength and bending stress were observed. The performance of GPM was found to be comparable to those of the commercial repair materials. The average shear bond strength of RM was 17.9 MPa, while that of GPM was slightly higher

12

at 20.0 MPa. The average improvement of bending stresses of PCC notched beam with filled GPM or RM were 44% and 36%, respectively. 7) Zhenshuang Wang, Haolin Su, Shanyu Zhao, Ning Zhao “Influence of phase change material on mechanical and thermal properties of clay geopolymer mortar” (2016) 329–334 With the flourish development of energy-saving solutions for building, the demands of phase change material (PCM) modified building materials are urgently increasing. Herein, we report a novel route to prepare clay geopolymer mortar incorporated PCM by absorption method, where PCM is pro-duced with paraffin as heat-absorbing material and expanded perlite as supportive material by vacuum adsorption method. The paraffin immobilized in three-dimensional network structure during the process of phase change is evidenced by scanning electron microscope (SEM), different scanning calorimetry (DSC), compressive strength, dry density and thermal conductivity. The proportion of paraffin in the com-posite is 55.47% by mass, and the phase change temperature and latent heat were 35.59°C and 96.77 J/g,respectively. The compressive strength, dry apparent density, and thermal conductivity coefficient were 8.0 MPa, 1678 kg/m3, and 0.46 W m1K1, respectively. The compressive strengths are changing when using different encapsulation methods. The curing time of 28 days, compared with cold clay geopolymer mortar with expanded perlite, the compressive strength of the clay geopolymer mortar with expanded perlite impregnated paraffin increases from7.7 MPa to 7.8 MPa and the compres-sive strength of clay geopolymer mortar with composite PCM encapsulated by calcium silicate increases from 7.7 MPa to8.0 MPa . Although the changes among different methods are not so big, the method with composite PCM encapsulated by calcium silicate provides the highest compressive strength.

13

8) Hammad R. Khalida, S.K. Ha, S.M. Parka, G.M. Kim, H.K. Lee “Interfacial bond behavior of FRP fabrics bonded to fiber-reinforce geopolymer mortar”( 2015) 353–368 This paper presents the experimental investigation of composite-mortar three-point bending beam test setup, used to characterize the bond behavior between concrete/mortar and fiber-reinforced polymers (FRPs). With this aim, a series of experimental studies have been conducted by considering different FRP fabric types (carbon/glass and carbon/aramid), epoxy adhesives , and notch depths. In addition, a fiber-reinforced mortar, with different fiber contents (0, 0.5, 1 and 1.5 wt.%) was also used to investigate the effects of short fibers on the interface behavior. From the load–displacement curves in three-point bending beam tests, peak load , ultimate mid-span deflection, and interfacial fracture energy of different bonded interfaces were evaluated. It is con-cluded from this study that this test setup is useful for the comparison of different bonded interfaces as true interfacial failure was observed, but the interfacial fracture energy (GF,int) obtained from these tests showed sensitivity to the notch depth. The incorporation of short steel fibers into mortar was not effec-tive to improve the interfacial bond strength as not much fiber action was observed (near the bond line)during testing. Results of epoxy coupon specimens highlight the importance of determining the properties of each epoxy adhesive for more precise prediction of the interfacial bond behavior. Test condi-tions should be similar to the field condition.Tests of FRP composite specimens revealed that the FRP com- posites exhibit different stress–strain behavior with different epoxy adhesives. Their tensile strength, elastic modulus and ultimate strain capacities vary with the epoxy adhesive and thus the properties of each strengthening system should be carefully determined before application. 9) Amr Ibrahim Ibrahim Helmy, “Intermittent curing of fly ash geopolymer mortar”( 2016) 54–64

14

The research work focuses on the production of type F fly ash based geopolymer using intermittent cur-ing. Two different types of soluble sodium silicate and Na(OH) solution with three different mole ratios were used with a fixed ratio. Two different fly ash-to-alkaline liquid activator ratios were used with and without additional water content. Two different resting periods were checked prior to starting the curing regime. The curing temperature was set at 70°C applied intermittently on 4 steps for 6 h each per day followed by 18 h rest at ambient temperature. Twenty-one different geopolymer mixtures were cast using a mixture of fly ash and natural sand at a fixed ratio. The gain of compressive strength was checked at age 24, 48, 72, and 96 h and 7 days. Intermittent curing proved to increase the compressive strength of all geopolymer mortar at the end of each curing step. The intermittent curing scheme at 70°C for 4 steps for contin-uous 6 h of heat curing in each step followed by 18 h of ambient temperature proved to improve the geopolymer mortar com- pressive strength at the end of each curing step with no adverse effect on the strength. Thirteen geopolymer mortar mixtures had resulted in 7-day compressive strength that is higher than the Egyptian Code of Practice specified minimum limit of 27 MPa. The use of high specific gravity soluble sodium silicate, an alkaline liquid per- centage of 35% or 48.5% with Na(OH) solution concentration mole of 8, 12 or 16 mol, with no added water and a resting per-iod of either 24 or 72 h may guarantee a 7-day compressive strength above 27 MPa. 10) Mehmet Burhan Karakoç,Ibrahim Türkmen, Müslüm Murat Maras, Fatih Kantarci,Ramazan Demirbog ,M.Ugur Toprak “Mechanical properties and setting time of ferrochrome slag based geopolymer paste and mortar” (2014) 283–292 Many researches have been done to investigate using raw materials in the production of geopolymer cements. This paper presents the effects of alkali dosage and silica modulus when using sodium metasil-icate solution at different curing conditions on the

geopolymerization

of

ferrochrome

slag

(FS).

As

alkali

activation

for

15

geopolymerization, NaOH and Na2 SiO3 solution were used.The setting time, hydration heat and compressive strength of geopolymer paste samples and compressive strength of geopolymer mortar samples were obtained.The setting time varied between 120 and 870 min, it showed variability depending on Na2O content.The highest 28 day compressive strength of the geopolymer paste samples was obtained from one with Na2O concentration of 7% and silica modulus of 0.70. Compressive strength of the material decreased, when w/b (water/binder) ratio increased. The highest 28 day strength of the geopolymer mortar was obtained at 0.30 w/b ratio and lab-oratory temperature curing conditions. The hydration heat of geopolymer paste samples was found to be less than normal Portland cements. It is possible to activate and to ferrochrome slag produce geopolymer cement using a proportioned mixture of sodium hydroxide and sodium silicate as an alkaliactivator. Initial and final settings of activated paste occur much ear-lier than that of PC paste, except mix 1. The quality of FS based geopolymer cement depends on the composition of alkali activator and content of Na2O.The hydration heat of the geopolymer paste samples were found to be less than the normal Portland cements.The setting time varies between 120 and 870 min: it shows variability depending on content of Na2O percent. 11) Shiqin Yan, Kwesi Sagoe-Crentsil

“Properties of wastepaper sludge in

geopolymer mortars for masonry applications” 2012 27-32 This paper presents the results of an investigation into the use of wastepaper sludge in geopolymer mortar systems for manufacturing construction products. The investigation was driven by the increasing demand for reuse options in paper-recycling industry. Both fresh and hardened geopolymer mortar properties are evaluated for samples incorporating dry wastepaper sludge, and the results indicate potential end-use benefits in building product manufacture. Addition of wastepaper sludge to geo- polymer mortar reduces flow properties, primarily due to dry sludge absorbing water from the

16

binder mix. The average 91-day compressive strength of mortar samples incorporating 2.5 wt% and 10 wt% wastepaper sludge respectively retained 92% and 52% of the reference mortar strength. However, contrary to the normal trend of increasing drying shrinkage with increasing paper sludge addition to Portland cement matrices, the corresponding geopolymer drying shrinkage decreased by 34% and 64%.Equally important, the water absorption of hardened geopolymer mortar decreased with increasing paper sludge content at ambient temperatures, providing good prospects of overall potential for wastepaper sludge incorporation in the production of building and masonry elements. The results indicate that, despite its high moisture absorbance due to the organic matter and residual cellulose fibre content, wastepaper sludge appears compatible with geopolymer chemistry, and hence serves as a potential supplementary additive to geopolymer cementitious masonry products. 12) Vanchai Sata, Apha Sathonsaowaphak, Prinya Chindaprasirt “Resistance of lignite bottom ash geopolymer mortar to sulfate and sulfuric acid attack” 2012 700–708 This paper presents an investigation of the compressive strength and the durability of lignite bottom ash geopolymer mortars in 3% sulfuric acid and 5% sodium sulfate solutions. Three finenesses of ground bot-tom ash viz., fine, medium and coarse bottom ash were used to make geopolymer mortars. Sodium sili-cate, sodium hydroxide and curing temperature of 75°C for 48 h were used to activate the geopolymerization. The results were compared to those of Portland cement and high volume fly ash mor-tars. It was found that the fine bottom ash was more reactive and gave geopolymer mortars with higher compressive strengths than those of the coarser fly ashes. All bottom ash geopolymer mortars were less susceptible to the attack by sodium sulfate and sulfuric acid solutions than the traditional Portland cement mortars.

17

The compressive strengths of BA geopolymer mortars were improved with increasing the fineness of BA.The BA geopolymer mortars were less susceptible to the attack by 5% sodium sulfate solutions compared to the Port-land cement based system. The deterioration of BA geopolymer mortars immersed in 3%sulfuric acid solution also showed better performance than those of PC mortars and mortars containing 40% of FA and FBA. All BA geopolymer mortars showed weight loss less than 3.6% at 120 days. The better performance of the geopolymer mortars in thesulfate and sulfuric solutions were due to the more stable cross-linked aluminosilicate polymer structure as compared to the normal Portland cement hydration structure. 13) Gokhan Kurklu “The effect of high temperature on the design of blast furnace slag and coarsefly ash-based geopolymer mortar” 2016 9 -18 In this study, geopolymer mortars were prepared by replacing blast furnace slag (BFS) based mixtures with coarse fly ash (FA) in different proportions. The aim of this study was to build a geopolymer mortardesign for high temperatures using constant NaOH molarity (M) and constant curing temperature. In addition to 14 M NaOH solution and BFS as the binder material at a 60C curing temperature, double binder mixture ratios were prepared adding 25%, 50% and 75% FA. Geopolymer mortars with a liquid binder (L/B) ratio of 1 were subjected to oven curing for 5, 24, 48, 168 h. After physical and mechanical tests, the samples with the highest compressive strength were determined and six different mixtures with an L/B ratio in the range from 1 to 0.5 were prepared in order to increase the compressive strength of the samples in question. The physical and mechanical tests were repeated for the new samples. After the tests, the mortar sample with the highest compressive strength and its high temperature behavior was determined. For this purpose, the mortar sample with the highest compressive strength was subjected to temperatures of 200, 400, 600, 800 and 1000C, and changes in the physical and mechanical properties was analyzed.

18

As a result of the experiments, the highest flexural strength value (3.6 MPa) was obtained from the mortar samples with a 25% BFS content subjected to curing for 5 h. The highest compressive strength values (27.3 MPa) were obtained from the mortar samples with a 100% BFS content subjected to curing for 48 h. In terms of compressive strength, the optimization of the L/B ratio resulted in a 28% increase (0.7) and this way, 35.1 MPa was achieved. 14) C.D. Atis,, E.B. Görür , O. Karahan, C. Bilim,S.Ilkentapar, E. Luga “Very high strength (120 MPa) class F fly ash geopolymer mortar activated at different NaOH amount, heat curing temperature and heat curing duration” (2015) 673–678 In this laboratory work, high compressive and flexural tensile strength of alkali activated fly ash geopolymer mortars were presented. Class F fly ash was used throughout the study. NaOH was used as alkali medium that provides high pH value. Also, the factors influencing the compressive and flexural tensile strength were investigated. A total of 216 fly ash geopolymer mortar samples were prepared. Heat curing temperature, heat curing duration and alkali (Na) concentration were chosen as the influencing parameters of strengths. Mortar mixture parameters were 3 and 1/3 for sand– binder ratio, and water– binder ratio, respectively. Na concentrations of the mortar mixtures were changed from 4% to 20% with2% increment step. Heat curing temperatures were changed from 45 to115°C with 10°C increment step.Heat curing durations were chosen as 24, 48 and 72 h. For each combination of influencing parameter,three prismatic specimens with 40 mm x 40 mm x 160 mm dimensions were prepared using a three-cell mortar cast. After heat curing period in a laboratory oven, the samples were left to cool down to room temperature, then compressive and flexural strengths were measured as described in its respective standard. Very high compressive and flexural tensile strength obtained, which were as high as 120 and 15 MPa respectively.

19

15) Abhale Bhanudas ,Kalyani Sarode and Venumadhav Rao “Flexural and compressive strength of ferrocement using colloidal nano silica” IJRIER 2017 Ferrocement with Nano silica quit very new research area in construction which might be bring out the salient features of construction, material properties and the special techniques of applying cement mortar on to the reinforcing mesh and new applications in future. Ferrocement is a highly versatile construction material with relatively recent origin with high potentials for application to a variety of structures in the areas of boat building, agriculture, industry and housing. Ferrocement construction technology is quite popular throughout the world. Ferrocement, a thin element, is used as a building construction as well as a repair material. This material exhibits a high degree of elasticity and resistance to cracking and can be made without formwork. On others hand, Nanotechnology is one of the most active research areas with both novel science and useful applications that has gradually established itself in the past two decades. Nanotechnology has changed our vision, expectations and abilities to control the material world Expenditure on nanotechnology research is significant; however, the research is continuously moving forward

motivated by immediate profitable return

generated by high value commercial products. It has been

demonstrated that

nanotechnology generated products have many unique characteristics, and can significantly fix current construction problems, and may change the requirement and organization of construction process. The regarded research is done for examining the mechanical properties (flexural strength) of Ferrocement with nano-SiO2 with various variables amount. This thesis brings out the importance of using ferrocement with nano silica as nano material which may changed our vision, expectations and abilities to control the material properties and might be the best structural alternatives for RCC in the future.

20

CHAPTER 3 METHODOLOGY Introduction

Literature study

Material collection

Initial test on material

Trial mix method

Strength evaluation of geopolymer cube

21

Experimental investigation

ANSYS analysis

Mix design using mat lab

CHAPTER 4 MATERIALS USED The materials used in this project for mortar mix are a)Geopolymer paste  Flyash  Alkaline liquid b)Fine aggregate c)Nanosilica 4.1 Geopolymer paste Here geopolymer paste is used as binder.Geopolymer paste is the combination of the following 1.Fly ash 2.NaOH 3.Na2SiO3 4.1.1 Flyash Flyash is the waste obtained as a residue from burning of coal in furnaces and locomotives.It is obtained in the form of powder.It is a good

22

pozzalona and can be used for partial replacement.The colour of flyash is either grey or blackish grey.Flyash particles are spherical,having small surface area. The size of flyash generally varies between silt sand and silty clay.Ash is chacterized by low specific gravity ,uniform gradation and lack of plasticity.The specific gravity of ash particles depends on chemical composition and generally varies from 2 to 2.6 with an average value of about 2.2 .The pH of flyash contacted with water range from 8 to 12. Coal burning power stations on global basis generate yearly millions of waste including flyash,bottom ash ,boiler slag and flue gas desulphurization sludge.At present only a small proportion of the coal ash produced is used commercially the rest is disposed of in ponds and landfills with environmental problem and added cost to the utility industry. 4.1.2 ALKALINE LIQUIDS In geopolymerization alkaline solution play an important role.The most common alkaline solution used in geopolymerization is a combination of sodium hydroxide(NaOH) and sodium silicate(Na2SiO3)In this project a combination of sodium silicate and sodium hydroxide is to be chosen as the alkaline liquid.

23

Fig:4.1 Sodium hydroxide

Fig:4.2 Sodium silicate

4.2 FINE AGGREGATE Sand is the fine aggregate.Fine aggregates are the aggregates whose size is less than 4.75mm.In this project ,clean and dry river sand available locally will be used. 4.3 NANOSILICA Silicon dioxide nanoparticles, also known as silica nanoparticles or nanosilica, are the basis for a great deal of biomedical research due to their stability, low toxicity and ability to be functionalized with a range of molecules and polymersIn recent years, modification of cement composites by nanoparticles has attracted intense attention among researchers. Concrete, as the most popular cement composite in practical applications, was also subjected to modification by replacing a portion of binder with various nanoparticles such as TiO 2 , Fe2O3 , Al2O3 and SiO2.

24

Among those, nanosilica incorporation into concrete was of interest for many researchers not only because of the similarity of its chemical composition to constituents  of C-S-H, but also because of the capability of NS to potentially improve cement composites properties through different mechanisms. 4.4 GGBS Ground-granulated blast-furnace slag is obtained by quenching molten iron slag from a blast furnace in water or steam, to produce a glassy, granular product that is then dried and ground into a fine powder. To obtain a good slag reactivity or hydraulicity, the slag melt needs to be rapidly cooled or quenched below 800 °C in order to prevent the crystallization of merwinite and melilite

CHAPTER 5 LABORATORY TEST 5.1 PRELIMINARY TEST Under preliminary test , the properties of various ingrediants used in concrete are studied. 5.2 TESTS ON FINE AGGREGATE The following various tests are conducted on fine aggregate. 1.Specific gravity test 2.Sieve analysis test 5.2.1 Specific gravity test Specific gravity is defined as the ratio of the weight of a given volume of soil at a given temperature to the weight of an equal volume of distilled water at

25

that temperature.The specific gravity test is done by using the pycnometer.With the use of pycnometer,specific gravity of each constituent known.Specific gravity of aggregate is required in mix design for different grades with the workability measurements.Average specific gravity of the various soils materials varies from 2.6 and 2.8. Pycnometer method is also quick method of determining the specific gravity of soil sample.This method is suitable for fine grained soils only.

Fig :5.1 Pycnometer The pycnometer is cleaned thoroughly and the mass of the pycnometer with brass cap is weighed as W1gram.Take 100 gm of dried soil in the pycnometer,weighed as W2gm.The pycnometer is filled with water up to the top mix it thoroughly with glass rod and stir it.The pycnometer with soil and water is weighed and denoted as W3.Finally empty the pycnometer and clean thoroughly weighed as W4 grams. 5.2.2 SIEVE ANALYSIS TEST The size distribution for the construction materials to be determined for their physical properties.A sieve analysis can be performed on any type of non-organic or organic materials.To differentiate particle size ,sieve analysis is most probably

26

adopted.The sieves used in the sieve analysis test are 4.75mm ,2mm ,1mm, 0.6mm , 0.3mm ,0.212mm ,0.150mm and an empty pan. The sieves are placed one below the order in the order of their mesh size.Largest aperture sieve being kept at the top and the smallest aperture sieve kept at bottom desending order.An empty pan is kept at the bottom and a cover is kept at the top of the whole assembly is fitted on a sieve shaking machine. The sieve process gets started and allowed to shake for about 10 minutes.The amount of shaking depends upon the shape and the number of particles.The residue of the soil sample retained on each sieve is weighed.The percentage of soil retained on each sieve is calculated on the basis of the cumulative weight retained on the sieve. 5.3 TEST FOR CEMENT 5.3.1 DETERMINATION OF SETTING TIME OF CEMENT The object of this test is to check the initial and final setting times of the cement.The initial setting time is determined as to give sufficient time for various operations such as mixing,transporting,placing and compaction of the cement mortar or concrete.The final setting time is determined to find that after laying the mortar or concrete,the hardening should be rapid so that the structure may be used as early as possible. Initial setting time The cement paste is prepared and is filled in the Vicat mould.A round or square needle is attached to the moving rod.The needle is then quickly released and

27

is allowed to penetrate the cement paste.It is taken out and dropped at a fresh place.The procedure is repeated at a regular interval till the paste stiffness sufficiently for the needle to penetrate only to point above 5mm from the bottom at the stage the initial set is said to have taken place. Initial set is expressed as the time elapsed since the mixing water was added to the cement.This time should be about 30 minutes for ordinary cement.The initial setting time for the OPC sample with fresh water is 30 minutes.

Fig:5.2 Vicats apparatus

28

CHAPTER 6 TRIAL MIX DESIGN 6.1 CALCULATION FOR TRAIL MIX 1:1(TRIAL- 1) Unit weight of mortar

= 2300Kg/m3

Mass of geopolymer paste

= 50%

4.75 mm fine sand 50%

= 0.50×2300 = 1150Kg/m3

Mass of low calcium fly ash & alkaline liquid

= 2300-1150 = 1150Kg/m3

Take, liquid to fly ash ratio

=1

Liquid + fly ash

= 1150Kg/m3

Mass of fly ash

= 1150/2 = 575Kg/m3

Mass of alkaline liquid

= 1150-575

29

= 575Kg/m3 Take sodium silicate to sodium hydroxide ratio

= 2.3

Sodium silicate + sodium hydroxide

=575Kg/m3

Mass of sodium hydroxide solution

=575/(1+2.3) =174Kg/m3

Mass of sodium silicate solution

=575-174 =401 Kg/m3

1:1 (TRIAL-2) Unit weight of mortar

= 2300

Mass of geopolymer paste

= 50%

4.75 mm fine sand 50%

=0.50×2300 =1150Kg/m3

Mass of low calcium fly ash & alkaline liquid

=2300-1150 =1150Kg/m3

Take, liquid to fly ash ratio

=1

Liquid + fly ash

=1150Kg/m3

Mass of fly ash

=1150/2 = 575Kg/m3

Mass of alkaline liquid

=1150-575 =575Kg/m3

30

Take sodium silicate to sodium hydroxide ratio

=2.5

Sodium silicate + sodium hydroxide

=575 Kg/m3

Mass of sodium hydroxide solution

=575/3.5 =164.28Kg/m3

Mass of sodium silicate solution

=2.5×164.29 =410.7Kg/m3

1:1 (TRIAL -3) Unit weight of mortar

=2300Kg/m3

Mass of geopolymer paste

=50%

4.75 mm fine sand 50%

=0.50 ×2300 =1150kg/m3

Mass of low calcium fly ash & alkaline liquid

= 2300-1150 =1150 kg/m3

Take, liquid to fly ash ratio

=1

Liquid + fly ash

=1150kg/m3

Mass of fly ash

=1150/2=575kg/m3

Mass of alkaline liquid

=1150-575 =575kg/m3

Take sodium silicate to sodium hydroxide ratio

=2.7

31

Sodium silicate + sodium hydroxide

=575kg/m3

Mass of sodium hydroxide solution

=575/ (1+2.7) =155.41kg/m3

Mass of sodium silicate solution

=2.7×155.41 =419.61kg/m3

1:1.5 (TRIAL - 1) Unit weight of mortar

=2300kg/m3

Mass of geopolymer paste

=40%

4.75 mm fine sand 60%

= 0.60×2300 = 1380kg/m3

Mass of low calcium fly ash & alkaline liquid

=2300-1380 = 920kg/m3

Take, liquid to fly ash ratio

=1

Liquid + fly ash

=920kg/m3

Mass of fly ash

= 460kg/m3

Kg/m3 Mass of alkaline liquid

= 460kg/m3

Take sodium silicate to sodium hydroxide ratio

=2.3

Sodium silicate + sodium hydroxide

= 460kg/m3

32

Mass of sodium hydroxide solution

=460/ (1+2.3) =139.39kg/m3

Mass of sodium silicate solution

=460-139.39 =320.61kg/m3

1:1.5 (TRIAL - 2) Unit weight of mortar

=2300kg/m3

Mass of geopolymer paste

=40%

4.75 mm fine sand 60%

=0.60×2300 =1380kg/m3

Mass of low calcium fly ash & alkaline liquid

=2300-1380 =920kg/m3

Take, liquid to fly ash ratio

=2.5

Liquid + fly ash

=920kg/m3

Mass of fly ash

=460kg/m3

Mass of alkaline liquid

=460kg/m3

Take sodium silicate to sodium hydroxide ratio

=2.5

Sodium silicate + sodium hydroxide ratio

=460kg/m3

Mass of sodium hydroxide solution

=460/ (1+2.5)

33

=131.42kg/m3 Mass of sodium silicate solution

=460-131.42 =328.55 kg/m3

1:1.5 (TRIAL - 3) Unit weight of mortar

=2300kg/m3

Mass of geopolymer paste

=40%

4.75 mm fine sand 60%

=0.60×2300 =1380kg/m3

Mass of low calcium fly ash & alkaline liquid

=2300-1380 =920kg/m3

Take, liquid to fly ash ratio

=1

Liquid + fly ash

=920kg/m3

Mass of fly ash

=920/(1+1)

Mass of alkaline liquid

=920-460 =460kg/m3

Take sodium silicate to sodium hydroxide

=2.7

Sodium silicate + sodium hydroxide ratio

=460kg/m3

Mass of sodium hydroxide solution

=460/(1+2.7) =124.32kg/m3

34

Mass of sodium silicate solution

=460-124.32 =335.66 kg/m3

1:2 (TRIAL - 1) Unit weight of mortar

=2300kg/m3

Mass of geopolymer paste

=33%

4.75 mm fine sand 67%

=0.67×2300 =1541kg/m3

Mass of low calcium fly ash & alkaline liquid

=2300-1541 =759kg/m3

Take, liquid to fly ash ratio

=1

Liquid + fly ash

=759kg/m3

Mass of fly ash

=379.5kg/m3

Mass of alkaline liquid

=759/2 =379.5kg/m3

Take sodium silicate to sodium hydroxide ratio

=2.3

Sodium silicate + sodium hydroxide

=379.5 kg/m3

Mass of sodium hydroxide solution

=379.5/3.3 =115kg/m3

Mass of sodium silicate solution

=379.5-115

35

=264.5kg/m3 1:2 (TRIAL - 2) Unit weight of mortar

=2300kg/m3

Mass of geopolymer paste

=33%

4.75 mm fine sand 67%

=0.67×2300 =1541kg/m3

Mass of low calcium fly ash & alkaline liquid

=2300-1541 =759kg/m3

Take, liquid to fly ash ratio

=1

Liquid + fly ash

= 759kg/m3

Mass of fly ash

=379.5kg/m3

Mass of alkaline liquid

=759/2 =379.5kg/m3

Take sodium silicate to sodium hydroxide ratio

=2.5

Sodium silicate + sodium hydroxide

=379.5kg/m3

Mass of sodium hydroxide solution

=379.5/3.5 =108.43kg/m3

Mass of sodium silicate solution

=379.5-108.43 =271.07kg/m3

36

1:2(TRIAL 3) Unit weight of mortar

=2300kg/m3

Mass of geopolymer paste

=33%

4.75 mm fine sand 67%

=0.67×2300 =1541kg/m3

Mass of low calcium fly ash & alkaline liquid

=2300-1541 =759kg/m3

Take, liquid to fly ash ratio

=1

Liquid + fly ash

= 759kg/m3

Mass of fly ash

=379.5kg/m3

Mass of alkaline liquid

=759/2 =379.5kg/m3

Take sodium silicate to sodium hydroxide ratio

=2.7

Sodium silicate + sodium hydroxide

=379.5kg/m3

Mass of sodium hydroxide solution

=379.5/3.7 =140.56kg/m3

Mass of sodium silicate solution

=379.5-140.56 =238.94kg/m3

37

6.2 TABULATION OF TRAIL MIX SAMPL

FLY

NAOH

Na2SiO3

SAND(Kg/m3)

NANO

38

E

ASH(Kg/m3)

(Kg/m3)

GGBS

(Kg/m3)

SILICA(% by

(Kg/m3) S1 S2 S3 S4 S5 S6 S7 S8 S9 S10 S11 S12 S13 S14 S15

575 575 575 605.26 605.26 605.26 638.89 638.89 638.89 676.47 676.47 676.47 718.75 718.75 718.75

weight)

287.5 287.5 287.5 302.63 302.63 302.63 319.45 319.45 319.45 338.24 338.24 338.24 359.38 359.38 359.38

174 164.28 155.07 165.07 155.41 397.49 154.88 146.03 138.14 143.49 135.29 127.98 130.68 123.21 116.55

401 410.7 419.61 379.66 389.1 147.22 356.22 365.08 372.97 330.04 338.24 345.55 300.57 308.04 314.69

1150 1150 1150 1150 1150 1150 1150 1150 1150 1150 1150 1150 1150 1150 1150

0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25

Table 6.1 Trial mix for 1:1

SAMPLE

FLY ASH

GGBS

(Kg/m3)

NAOH

Na2 SiO3

SAND

(Kg/m3)

(Kg/m3)

(Kg/m3)

3

(Kg/m ) S1 S2 S3 S4

460 460 460 484.21

230 230 230 242.10

NAN

SILIC

by we 139.39 131.42 124.32 132.06

320.61 328.55 335.66 303.73

1380 1380 1380 1380

0.2 0.2 0.2 0.2

39

S5 S6 S7 S8 S9 S10 S11 S12 S13 S14 S15

484.21 484.21 511.1 511.1 511.1 541.18 541.18 541.18 575 575 575

242.10 242.10 255.55 255.55 255.55 270.59 270.59 270.59 287.5 287.5 287.5

124.51 117.78 123.91 116.83 110.51 114.79 108.24 102.39 104.55 98.57 93.24

311.28 318.01 284.98 292.06 298.38 264.03 270.59 276.44 240.45 246.43 251.76

1380 1380 1380 1380 1380 1380 1380 1380 1380 1380 1380

Table 6.2 Trial mix for 1:1.5

SAMPLE

S1 S2 S3 S4 S5 S6 S7 S8 S9 S10 S11 S12

FLYASH

GGB

NAOH

Na2SiO3

SAND

NANOSILIC

(Kg/m3)

S

(Kg/m3)

(Kg/m3)

(Kg/m3)

A

379.5 379.5 379.5 399.47 399.47 399.47 421.67 421.67 421.67 446.67 446.67 446.67

189.75 189.75 189.75 199.74 199.74 199.74 210.84 210.84 210.84 223.34 223.34 223.34

115 108.43 102.57 108.95 102.72 97.17 102.22 120.48 97.17 94.71 89.29 84.47

264.5 271.07 276.93 250.58 256.81 262.36 235.11 301.19 262.36 217.82 223.24 228.06

1541 1541 1541 1541 1541 1541 1541 1541 1541 1541 1541 1541

(% by weight) 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25

0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2

40

S13 S14 S15

474.38 474.38 474.38

237.19 237.19 237.19

86.25 81.32 76.92

198.37 203.33 207.70

1541 1541 1541

0.25 0.25 0.25

NANOSILIC A (% by weight) 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25

Table 6.3 Trial mix for 1:2

SAMPLE

FLYASH (Kg/m3)

GGB S

NAOH (Kg/m3)

NA2SiO3 (Kg/m3)

SAND (Kg/m3)

S1 S2 S3 S4 S5 S6 S7 S8 S9 S10 S11 S12 S13 S14 S15

333.5 333.5 333.5 351.05 351.05 351.05 370.56 370.56 370.56 392.35 392.35 392.35 416.88 416.88 416.88

166.75 166.75 166.75 175.53 175.53 175.53 185.28 185.28 185.28 196.18 196.18 196.18 208.44 208.44 208.44

101.06 95.29 90.14 95.74 90.27 85.39 89.83 84.71 80.12 83.23 78.47 74.23 75.79 71.46 67.6

232.44 238.21 243.36 220.21 225.68 230.56 206.61 211.73 216.32 191.42 196.18 200.42 174.33 178.66 182.52

1633 1633 1633 1633 1633 1633 1633 1633 1633 1633 1633 1633 1633 1633 1633

Table 6.4 Trial mix for 1:2.5

41

CHAPTER 7 EXPERIMENTAL INVESTIGATION 7.1 GEOPOLYMER CUBE A cement mortar made by using fine aggregate in the form of sand and geopolymer as binder are used for the casting of cube.The proportions of ingrediants where determined with the consideration that the mix had sufficient workability.The proportion of sand to flyash is 1:1.5 and water to cement is 0.4. 7.2 MIXING Necessary care had been exercise in proportioning the ingrediants.Although weigh batching is the most desired methods , this should also allow for influence of moisture content in the aggregate on the weight of aggregates to be used in mortar making.The mortar ingrediants

were mixed on a water tight,non absorbent

platform with a shovel using the following procedure. The required materials are mixed dry until the mixture was thoroughly blended to get uniform grey colour.WWater required for the mixed was poured in to the dry mixture.Stage by stage the mass was mixed well to attain homogeneity.

42

Fig:7.1 Mixing for materials 7.3 CASTING AND CURING The casting bed was prepared to cast the sample.The moulds were lightly oiled to prevent adhesion of mortar and also to avoid water escaping during the filling of mortar mix was then immediately transfer to moulds place in 3 layers and each layer was given compaction with compaction rod.Total 18 numbers of geopolymer mortar cubes of dimension 7x7cm.After 24 hours the specimen were remoulded and was cured in 28 days.After 28 days of curing the specimens were removed from water and made ready for the testing.

43

7.4 TEST PROCEDURE All the cube specimens were tested in compressive testing machine.As the loading progressed the cube surfaces were keenly observed for the formation and development of cracks.All the 18 cube specimens were tested for compression and the reading were tabulated.

Fig:7.2 Testing of geopolymer cube

44

COMPRESSIVE STRENGTH TEST RESULT Table 6.5: Compressive strength from mortar Cube Test

SAMPLE

Load (kN)

Compressive Strength (N/mm2)

S1

100

20.41

S2

110

22.45

S3

100

20.41

S4

110

22.45

S5

100

20.41

S6

90

18.36

S7

90

18.36

S8

100

20.41

S9

110

22.45

S10

90

18.36

S11

100

20.41

S12

110

22.45

S13

90

18.36

S14

100

20.41

S15

90

18.36

45

SAMPLE

Load (kN)

Compressive Strength (N/mm2)

S16

110

22.45

S17

130

26.53

S18

100

20.41

S19

130

26.53

S20

140

28.57

S21

120

24.49

S22

160

32.65

S23

180

36.73

S24

170

34.69

S25

130

26.53

S26

150

30.61

S27

120

24.49

S28

120

24.49

S29

140

28.57

S30

130

26.53

46

SAMPLE

Load (kN)

Compressive Strength (N/mm2)

S31

100

20.41

S32

110

22.45

S33

120

24.49

S34

110

22.45

S35

120

24.49

S36

110

22.45

S37

130

26.53

S38

140

28.57

S39

120

24.49

S40

110

22.45

S41

100

20.41

S42

120

24.49

S43

110

22.45

S44

100

20.41

S45

110

22.45

47

SAMPLE

Load (kN)

Compressive Strength (N/mm2)

S46

100

20.41

S47

120

24.49

S48

110

22.45

S49

90

18.36

S50

100

20.41

S51

120

24.49

S52

130

26.53

S53

120

24.49

S54

100

20.41

S55

110

22.45

S56

120

24.49

S57

130

29.53

S58

110

22.45

S59

130

29.53

S60

120

24.49

48

140 120 100 80 Compressive Strength (N/mm2) Load (kN)

60 40 20 0 S1 S2 S3 S4 S5 S6 S7 S8 S9 S10 S11 S12 S13 S14 S15

250

200

150 Compressive Strength (N/mm2) Load (kN)

100

50

0 S16 S17 S18 S19 S20 S21 S22 S23 S24 S25 S26 S27 S28 S29 S30

49

180 160 140 120 100

Compressive Strength (N/mm2) Load (kN)

80 60 40 20 0 S31 S32 S33 S34 S35 S36 S37 S38 S39 S40 S41 S42 S43 S44 S45

180 160 140 120 100 Compressive Strength (N/mm2) Load (kN)

80 60 40 20 0 S46 S47 S48 S49 S50 S51 S52 S53 S54 S55 S56 S57 S58 S59 S60

50

CHAPTER 8 MATLAB 8.1 INTRODUCTION TO MATLAB MATLAB is a high performance language for technical computing.It integrates computation,visualization and programming in any easy- to- use environment where problems and solutions are expressed in familiar mathematical notation.Typical uses includes 1.Math and computation 2.Algorithm developments 3.Data acquisition 4.Modelling,simulation and prototyping 5.Data analysis,exploration and visualization 6.Scientific and engineering graphics 7.Application development,including graphical user interface building. MATLAB is an interactive system whose basic data element is an array that does not require dimensioning.This allows you to solve many technical computer problems,especially those with matrix with vector formulations,in a fraction of the time it would take to write a program in a scalar non interactive language such as Cor FORTRAN. The name MATLAB stands for matrix laboratory .MATLAB was originally written to provide easy access to matrix software developed by the LINPACK and

51

EISPACK projects.Today MATLAB engines incorporate the LAPACK and BLAS libraries embedding the state of the art in software for matrix computation. MATLAB has evolved

over a period of years with input from many

users.In university environments , it is the standard instructional tool for introductory and advanced courses in mathematics , engineering and science.In industry

MATLAB

is

the

tool

of

choice

for

high-productivity

research,development and analysis. MATLAB features a family of add-on-application-specific solution called toolboxes.Very important to most users of MATLAB ,toolboxes allow you to learn and apply specialized technology.Toolboxes are comprehensive collections of MATLAB functions that extend the MATLAB environment to solve particular classes of problems. 8.2 THE MATLAB SYSTEM The MATLAB system consists of five main parts: 8.2.1Desktop tools and development environment This is the set of tools and facilities that help you use MATLAB functions and files.Many of these tools are graphical user interfaces.It includes the MATLAB desktop and command window ,a command history,an editor and debugger, a code analyser and other reports, and browsers for viewing help ,the workplace , files and the search path.

52

8.2.2 The MATLAB Mathematical Function Library This is the vast collection of computational algorithms ranging from elementary functions like sum,sine,cosine and complex arithmetic ,to more sophisticated functions like matrix inverse, matrix eigen values ,Bessel functions and fourier transforms. 8.2.3 The MATLAB Language This

is

a

high-level

statements,functions,data

matrix/array

language

structures,input/output

and

with

control

object

flow

–oriented

programming features.It allows both “Programming in the small” to rapidly create quick and dirty throw-away programs and “Programming in the large” to create large and complex application programs. 8.2.4 Graphics MATLAB has extensive facilities for displaying vectors and matrices as graphs.It includes high level function for two-dimensional and three-dimensional data visualization,image processing ,animation and presentation graphics.It also include low level functions that allow you to fully customize the appearance of graphics . It also includes low-level functions that allow you to fully customize the appearance of graphics as well as to build complete graphical user interfaces on your MATLAB applications. 8.2.5 The MATLAB External Interfaces/API This is a library that allows you to write C and FORTRAN programs that interact with MATLAB.It includes facilities for calling routines from MATLAB,

53

calling MATLAB as a computational engine and for reading and writing MAT files. 8.3 MATLAB Documentation MATLAB provides extensive documentation,in both printed and online format,to help you learn about and use all of its features.If you are a new user,start with this Getting Started book.It covers all the primary MATLAB features at a high level,including many examples.The MATLAB online help provides task-oriented and reference information about MATLAB features.MATLAB documentation is also available in printed form and in PDF format. 8.4 MATLAB Online Help To view the online documentations, select MATLAB Help from the Help menu in MATLAB.The MATLAB documentation can be viewed at the Website. : //www.mathworks.comm/support/ 8.5 The Role of Simulation in Design

Electrical power systems are combinations of electrical circuits and electro mechanical devices

like motors and generators.Engineers working in this

discipline and constantly improving the performance of the system.Requirements for drastically increased efficiency have forced power system designers to use power electronic devices and sophisticated control system concepts that tax traditional analysis tools and techniques.

54

Fig:8.1 Mix design for 1:1

Fig:8.2 Mix design for 1:1.5

55

Fig:8.2 Mix design for 1:2

56

Fig:8.2 Mix design for 1:2.5

CHAPTER 9 ANSYS ANSYS Civil gives designers the ability to assess the influence of this range of variables in a virtual environment.Thus engineers can advance through the design and materials selection process quickly and efficiently.Civil FEM for ANSYS is an advanced comprehensive

finite element analysis and design

57

software package for civil engineering projects.The system combines the structural analysis features of ansys with the high end civil engineering.Specific capabilities of

civil FEM to create an unique powerful tool for a wide range of

applications,including power plant,bridges,tunnels,singular building and off shore structures.

CHAPTER 10 CONCLUSION Thus various literatures regarding geopolymer cubes and geopolymer mortars were studied and it is evident that there is no standard mix design. Trial mixes were also designed for varying ratios of the ingredients of geopolymer mortar.The results are validated and the mix design is introduced with the help of

58

fuzzy controller in mat lab.The compressive strength of

cubes found by

compressive testing machine after that this result was verified by using ANSYS software.

APPENDICES INITIAL TEST RESULT 5.1 FINE AGGREGATE

59

The test to be carried out on the constituent materials of concrete are listed and detailed study performed on each one of them.The test results are presented in this chapter. a)Specific gravity test b)Sieve analysis test c)Dry density test a)Specific gravity test for fine aggregate

This test is done to determine the specific gravity of fine grained sand by density bottle method.Specific gravity is the ratio of the weight in the air of a given volume of distilled water at the same stated temperature. Description Wt of empty bottle(gm) Wt of bottle+fine aggregate(gm) Wt of bottle+water+fine aggregate(gm) Wt of bottle+water(gm)

Sample 0.65kg 0.85kg 1.69kg 1.56kg

Table 5.1 Specific gravity test for fine aggregate The specific gravity is determined by using the following formula, G=[W2-W1]/[(W2-W1)-(W3-W4)] =2.79

60

Result Specific gravity of fine aggregate is 2.79 b)Sieve analysis test for fine aggregate

Table 5.2 Sieve analysis test for fine aggregate

Result The fineness modulus of fine aggregate is 3.41

CEMENT a)Specific gravity of cement

61

Description Wt of empty bottle(gm) Wt of bottle+cement(gm) Wt of bottle+kerosene+cement(gm) Wt of bottle+kerosene(gm)

Sample 0.66kg 0.86kg 1.69kg 1.360kg

Table 5.3 Specific gravity test for cement Result Specific gravity of cement is 3.12 DRY DENSITY OF SAND Weight of empty cylinder

=1.44 kg

Weight of sand + cylinder

=3.32 kg

Weight of sand

=1.88 kg

Dia of cylinder ,

D = 10.3cm r =5.15cm

Height of cylinder,

H =14.5 cm

Volume of cylinder,

V ¿ π r 2h = π (5.15) =1208.18 cm3

Density

=1880/1208.18 =1.56g/cm3

2×14.5

62

REFERENCES

63

1) H.M. Abdalla, B.L. Karihaloo, (2003) ‘ Determination of size-independent specific fracture energy of concrete from three-point bend and wedge splitting tests’, Mag. Conc. Res. 55 (2) 133–141

2) A.A. Adam, I. Patnaikuni, D.W. Law, T.K. Molyneaux, , (2007) ‘Strength of Mortar Containing Activated Slag and Fly Ash’, in The 23rd Biennial Conference of the Concrete Institute of Australia, Concrete Institute of Australia, Adelaide, Australia 3) M. Baoguo, J. Shouwei, J. Lei, et al., (2008) ‘Research progress the phase change building materials and determination of the temperature–time response’, Energy Saving Environ. Protect. 4 37–43

4) C. Chen, H. Guo, H. Liu, et al., (2008) ‘A new kind of phase change material (PCM) for energy-storing wallboard’, Energy Build. 40 (5) 882–890

5)J. Davidovits, (1991) ‘Geopolymers – inorganic polymeric new materials’, J. Therm. Anal. 37 (8) 1633–1656

6) S. Fonna, S. Huzni, M. Ridha, A.K. Ariffin, (2013) ‘Inverse analysis using particle swarm optimization for detecting corrosion profile of rebar in concrete structure’, Eng. Anal. Boundary Elem. 37 (3) 585–593

7) S.S. Gilan, H.B. Jovein, A.A. Ramezanianpour, (2012) ‘Hybrid support vector regression–Particle swarm optimization for prediction of compressive strength and RCPT of concretes containing metakaolin’, Constr. Build. Mater. 321–329 34

8) Hu H, Li Q, Shen L, Wang W, Zhai J, (2010) ‘Synthesis of thermostable geopolymer from circulating fluidized bed combustion (CFBC) bottom ashes’,J Hazard Mater:198– 204.

64

9) Khatri RP, Sirivivatnanon V, Yang JL,(2009) ‘Role of permeability in sulphate attack’,Cem Concr Res 1997;27:1179–89.

10) Lloyd NA, Rangan BV, (2010) ‘Geopolymer concrete with fly ash’, In: 2nd International Conference on Sustainable Construction Materials and Technologies;. p. 1493e504

11) Martin A, Pastor JY, Palomo A, Jim enez AF, (2015) ‘Mechanical behavior at high temperature of alkali-activated aluminosilicates (geopolymers)’,Constr Build Mater;93:1188e96

12) Nizar K, Al Bakri AMM, Rafiza AR, Kamarudin H, Alida A, Zarina Y, (2014) ‘Study on physical and chemical properties of fly ash from different area in Malaysia’,Key Eng Mater;594:985e9

13) Park J, Kim Y, (2014) ‘Improvement in mechanical properties by supercritical carbonation of non-cement mortar using fly ash and blast furnace slag’, Int J Precis Eng Manuf;15(6):1229e34

14) Shi C ,(2004) ‘Steel slag-its production, processing, characteristics, and cementitious properties’,J Mater Civ Eng;16:230e6