Data Analysis for Concrete Using Expanded Class as Lightweight Aggregate - Coursework Example

3.5 Compressive Strength Tests on Light Weight Concrete The compressive concrete strength is expressed as a Force per unit area. The specific applications that the concrete product can be utilized can be arrived at through the computation of the compressive strength. The concrete’s compressive strength of is thus an essential parameter that should be specified or determined in order to evaluate its suitability for particular uses as well as the industrial applications (Simons 2010 pp. 20-21). The reason for performing the test regarding the compressive strength is for determining the concrete specimen’s suitability of for the industrial application by comparing the precise stress readings against the specified standards by the American organization for Testing and Materials. The entire test also dwells on the evaluation of the quantity of force that is needed to break the concrete specimen. The test will encompass the placement of a cylinder on the machine testing compressor whereby force will be exerted to the cylinder up to a moment when it breaks. The calculation of the compressive strength is therefore done on the basis of the applied stress, as well as the size of the used cylinder. 3.4 Water Absorption Tests on Light Weight Concrete To determine the rate of water absorption, the cube concrete samples with dimensions of around (100 x 100 x 100 mm) were prepared. The specimens were then stored at the ultimate temperatures of around 23 degree in a laboratory. On the casting day, the specimens were primarily de-molded and stored in three diverse drying conditions that included the distilled water that was sealed and air-cured for one day. To determine the concrete’s absorption capacity, various water absorption tests were undertaken. They were entirely preconditioned in an oven for a day and then cooled down in a desiccator for another additional day in order to achieve steady moisture level. 3.5 Specific Gravity Tests on Light Weight Concrete To accomplish this test, the sample is consequently dried in an appropriate vessel or pan to a constant weight at the approximate temperatures of about 230°F ± 9°F. The entire sample is then allowed to cool down to the more comfortable temperatures, before placing then in an adequate container and covering with water at the average temperatures of 70°F ± 10°F. Soaking is then done for an ultimate period of a whole day. The sample is then transferred to a basket made up of a wire mesh, before rinsing them with fresh water. The basket is then suspended from the balance as they are totally immersed in water. The overall density should be 62.24 lb./ft3 ± 0.12 lb./ft3, and at the average temperature of73°F ± 3°F. It is then weighed to the nearest 1 gram. Before determination of the overall weight, the removal of the trapped air that should be done by shaking the immersed vessel should be done with great care. There should then be the act of transferring the sample to a larger absorbent cloth whereby all the observable water films are removed. The transfer of the entire sample to the appropriate container is then done, thereby making it to dry up to steady weight at around 230°F ± 9°F. Cooling aspect is then done at room temperature so as to attain better results. 4. Data Analysis Results: The entire segment sets basis on the description and critical analysis of the performance regarding the lightweight concrete that is often manufactured using the L1 glass aggregate. All the tests procedures were fully defined in the previous segments. The attained results in this segment are concerned with the test regarding the sieve analysis, the compressive strength test, water absorption, density, as well as the ultrasonic pulsation velocity for the four trial mixes. 4.1 Analysis of Sieve It is a comprehensive technique that is mainly utilized in determining the grading materials needed to be utilized as the aggregates that are proposed for the entire utilization. The end result shall then be is used for determination of the distribution compliance of the particle size with an applicable feature needs as well as the provision of the needed information for the production control of various aggregate products and mixtures that contains such aggregates. The entire information is also essential in the developing a relationships between porosity and mixtures. The coarse aggregate’s sieve analysis which comprised of gravel was initially done. The quantity of gravel that was used in this entire process was approximated to be around 2 kg. The sieve size analysis results are hence highlighted in the table below: Sieve size (mm) Retained Mass (g) Retained Percentage (%) Percentage passing (%) 25 0 0 100 20 155.1 7.757 92.243 16 739.5 36.988 55.255 14 603.7 30.195 25.06 10 238.7 11.939 13.121 8 219.1 10.956 2.165 6.3 37.8 1.890 0.275 5 4.0 0 0.275 Pass 5 1.4 0.070 0.205 Total mass 1999.3 From this table the grain size distribution curve can be determined as follows: Figure 5: Gravel’s grain size distribution curve From the figure above it can be argued that the type of gravel that was used for preparation of this specific kind of concrete has a standardized distribution. It means that only a single type of an aggregate size has been distributed. In an overall sense, the evenly graded gravel is taken into consideration in relation to the low grade aggregate. This is due to the fact that; if there only exist a single type of an aggregate size, then there will be various void spaces within the entire aggregates whereby the finer substances will not have the ability of filling them, thereby resulting in a very weak concrete quality. The initial task was that of the sieve analysis regarding the coarse aggregates (gravel). The approximate amount of the used sand in this entire process was at around 1.5 kilograms. The results are as shown in the table below: Sieve size (mm) Mass retained (g) Percentage retained (%) Percentage passing (%) 5 403.9 21.566 78.434 4 27.2 1.452 76.982 3.35 32.2 1.71 75.272 2 86.5 4.618 70.654 1 114.6 6.119 64.535 0.600 247.8 13.231 51.304 0.500 167.7 8.954 42.35 0.425 408.7 21.822 20.528 0.250 308.3 16.461 4.067 0.125 59.8 3.193 0.874 0.063 13.7 0.731 0.143 Pass 0.063 2.4 0.128 0.015 Total pass 1872.8 From this table, the grain size distribution curve can be determined as follows: Figure: The sand’s Grain size distribution curve The above figure shows that the used sand for preparation this specific lightweight concrete is well graded. It thus means that various types of the aggregate sizes have been evenly distributed. Generally, this type of gravel is considered as being one of the best with regards to aggregate distribution. This is due to the fact that; when there are various types of the aggregate sizes there can be an easy filling up of the void spaces and the concrete will probably be much stronger. 4.2Compressive Strength Developments The connectors’ shear or the bearing capacity should be identical especially when the concrete’s lightweight is equally distinguishable within a compressive strength to the normal weight concrete. In a lightweight concrete, the shear connectors tends to push out various tests that displays related values. Most manufactures and engineers involved in production of connectors makes strong recommendations on the reduction the tolerable load per the connector unit while utilizing this type of concrete. It is simply because; the materials’ uncertainties as well as lack of the total validation test on the (80 to 90) percent usage ability of the normal weight concrete. Most designers would alternatively opt to use any other model apart from that of weight reduction in their entire designs. This entire procedure tends to recognize the ultimate performance of the established lightweight concrete in terms of the average compressive strength as well as its entire development with time. On the basis of the trending figures, it can be observed that the average compressive strength with regards to the established lightweight concrete tends to increase with increase in time which is thus a comparable feature to the normal weight types of concretes. On the other hand, it can be concluded that the lightweight aggregate’s strength primarily depends on the entire crushing resistance of the lightweight aggregate. Such a tendency is equal as per the normal weight concretes’ case, but the probable strength rate is minor for the expanded glass pellets. Table 1: Average Compressive strength development Mixer No. Glass Aggregate Size (mm) Average Compressive Strength (Mpa) Day 1 Day 7 Day 28 1 0 5.19 16.56 26.17 2 0.25-0.50 6.11 15.44 20.92 3 0.50-1.00 4.05 14.47 19.06 4 1.00-2.00 0.83 3.63 4.7 Figure 1: Average Compressive strength development The normal compressive strength with reagards to the mixture without the glass aggregate alongside those with the other two mixtures shows similar trends. Eventhough, after around a month there will be a depiction of varying strengths between these diverse mixtures. The variation is brought about by the larger void spaces that are caused by the bigger aggregates. A primary exception that has been observed here is that of the mixture trend. As indicated in figure 1 above, this specific lightweight concrete sample has hardly failed to develop any compressive development and strength curve that follows a straighter line. From this result a specific decision can be arrived at. For instance, the average size of the glass aggregate ranging from 1 to 2 mm is deemed as being unsuitable to be use as an ultimate proportion for designing the lightweight concrete. Such a variation led a compressive strength to be a little bit greater for the lesser glass aggregate mixture. So, the lesser the size of the glass aggregate, the more enhanced the the lightweight concrete’s quality with regards to the ultimate compressive strength. 4.3 Compressive Strength at different glass aggregate size: 4.3 Different Glass Aggregate size compressive strength The structural lightweight concrete’s evident benefits have been realized to a greater extent. It is well endowed with substantial features such as enhanced tensile strain capacity, superior heat, higher strength ratio, lower coefficient of thermal expansion, as well as the advanced insulation features due to the air voids of the aggregate. This technique identifies the entire performance of the set lightweight concrete with accordance to the average size of the glass aggregates and the compressive strength. Table 2 also displayed the results as illustrated in figure 2(a) for a single day, Figure 2(b) for a week, and Figure 2(c) for almost a month. The ultimate functionality of all the figures clearly shows that the present concrete’s compressive strength is decreased as the average glass aggregate size is duly increased. The extra void regarding all the other mixtures ends up in a reduced aggregate interaction as well as the binders. The compressive strength, on the other hand, tends to also decrease as the void increases. Table 2: Average Compressive strength at different glass aggregate size Mixer No. Glass Aggregate Size (mm) Average Compressive Strength (Mpa) Day 1 Day 7 Day 28 2 0.25-0.50 6.11 15.44 20.92 3 0.50-1.00 4.05 14.47 19.06 4 1.00-2.00 0.83 3.63 4.7 Figure 2: Average Compressive strength at different glass aggregate size (a) (b) (c) As the bearing of the non-load wall, the essential lightweight concrete’s compressive strength is taken as being 3.45 Mpa at the approximate age almost a month. The obtained compressive strength from all these mixtures is greater than 3.45 Mpa. It is, therefore, enough to form the ultimate non-load shear pattern. The compressive strength’s mixture with the larger aggregate size that often ranges from 1 to 2 mm is un-comparable with the one that range between 0.25 and 0.50mm. This kind of difference is brought about by the large void spaces caused by larger aggregates. The eventual mix is characterized with larger voids. On the other hand, the compressive strength is lower in the mixture with enhanced glass aggregate sizes fuelled by the voids. 4.4 Average Density at different glass aggregate size: The lightweight of the concrete mix has a 105/lb/ft. density, which is parallel to the concrete that is 150 lb/ft. denser. Here, the coarse lightweight aggregates leads to density reduction alongside the occasional fine lightweight aggregates. The concrete: (a) acquires an additional compressive strength up to around 17.25 Mpa at the age at least a month when undergoing a progressive testing with the methodologies being specified in form of ASTM C. It hence realizes the ultimate performance of the already established lightweight concrete with close reference to the density and average size of the glass aggregates. Table 3, on the other hand, tends to illustrate this results as highlighted in figure 3 (a) for around two days. Based on the included figures’ tendency, it can be openly observed that the prepared lightweight’s density is decreased while the glass aggregates the mean size is eventually increased (Zhang et. Al, 1991). The extra voids in all the varying mixtures results in a greater aggregates’ space. The density will essentially decrease with increase in the number of voids. Table 3: Density at different glass aggregate size Mixer No. Glass Aggregate Size (mm) Average Density (mm) 1 0 1029.75 2 0.25-0.50 918.40 3 0.50-1.00 891.00 4 1.00-2.00 888.10 Figure 3: Density at different glass aggregate size From the above analysis, the average density of the mixtures that are composed of large aggregate sizes ranging from 1 to 2 mm is not comparable with the one that range between 0.25 and 0.50mm. This kind of difference is brought about by the large void spaces caused by larger aggregates. The eventual mix is characterized with larger voids. On the other hand, the compressive strength is lower in the mixture with enhanced glass aggregate sizes fuelled by the voids. 4.5 Absorption of Water at Different Glass Aggregate Size It can clearly be seen that the lightweight concrete absorption by water directly relates to its durability. It could have originated through the level of incorrectness in the course of the concretes comparisons, caused by the use of wrong absorption values based on weight instead of the volume. With the porous framework of the ventilated lightweight concrete, water absorption has become a significant issue. Samples arranged in a month prior to the procedure are utilized in performance of the water absorption test. The main objective of this procedure is the recognition of the concrete’s absorption capacity. In each test performed there are three samples, only the average result is taken. Table 4: absorption of water at different glass aggregate size Mixer No. Glass Aggregate Size (mm) Water Absorption (%) Day 1 Day 28 2 0.25-0.50 9.718 8.798 3 0.50-1.00 8.715 8.691 4 1.00-2.00 9.335 8.639 Figure 4: Water Absorption at different glass aggregate size Figure 4 shows different water absorption for different glass aggregate size. (DAY 1) The water absorption rate decreased due to increase in the foam percentage but slightly increased once again in the process. Between 0.25 and 0.50 mm of glass aggregate size indicates the highest levels with regards to water absorption but is reduced to the lowest at around 0.50 to 1.0 mm. The 1 to 2 mm glass aggregate finally tends to increases. This kind of fluctuation is simply because the greater the applied glass in each mixture, the greater the increase in the complete voids utilized in the samples. When more voids are distributed in the samples, they become capable of absorbing more water, eventually, this results into higher capacities of water absorption. Figure shows different water absorption for different glass aggregate size. (DAY 28) There was a decrease in the water absorption when the percentage of foam is increased but again slightly increases. 0.25-0.50mm of glass aggregate size shows the highest water absorption but gets reduced to the least at 0.50-1.0mm. Finally for 1-2mm of glass aggregate decreases to the least value. The distribution of more voids in the samples enhances the entire capability of water absorption. The outcome will eventually be characterized with higher water absorption capacities. In Table 4, 1 to 2 mm of glass aggregate size lightweight concrete gives 9.718 percent of water absorption when 0.50 to 0.75 mm, and 0.25 to 0.50 mm sized glass aggregate lightweight concrete gives the amount 8.715 percent, and 9.335 percent of water absorption, ventilated lightweight concrete are more porous and will have increased water absorption capacity in comparison to the normal concrete. Although, autoclave curing can avoid it. Concrete that has high water absorption levels will distress the density as well as the concrete’s compressive strength furthermore. 4.6 Specific gravity at different percentage of floor tile as aggregate: Table 2: specific gravity at different percentage of glass aggregate Mixer No. Glass Aggregate Size (mm) Average specific gravity 1 0 2.41 2 0.25-0.50 2.26 3 0.50-1.00 2.25 4 1.00-2.00 2.23 Figure 2: specific gravity at different percentage of glass as aggregate The normal weight aggregates exhibit significantly greater specific gravity than lightweight aggregates. Thus on a mass basis this results in lightweight aggregate concretes having a lower specific gravity than typical normal weight concretes. Nevertheless, the difference between these two is not as significant as anticipated, basically because the aggregate particles in concrete are surrounded by the highest quality matrix. It is visible that the lightweight specific gravity relates indirectly to durability and this could be caused by the incorrectness when comparing concretes, of utilizing specific gravity values based on weight and not volume. (Park et. Al. 2004). Thus lesser the glass aggregate percentage, the improved will be the quality of the lightweight concrete in terms of specific gravity. Table 5: Ultra Sonic Pulse Velocity (UPV) summary table Mixer No. Glass Aggregate Size (mm) Day 1 Day 7 Day 28 Compressive Strength (Mpa) UPV (km/s) Compressive Strength (Mpa) UPV (km/s) Compressive Strength (Mpa) UPV (km/s) 2 0.25-0.50 6.11 3.78 15.44 4.31 20.92 3.11 3 0.50-1.00 4.05 3.74 14.47 4.47 19.06 3.11 4 1.00-2.00 0.83 2.15 3.63 4.07 4.7 3.18 Figure 4: Relationship of UPV and compressive strength The mortar is often used to manage the normal weight concrete. The aggregate’s volume is hence reduced with UPV, without a considerable varition of compressive strenght, i.e., the connection between UPV. Additionally, the compressive strenght depends on the level of aggregate in the mixture. As a result, the relationship between UPV and compressive strength must be defined for all types of normal concrete with a specified aggregate volume. Figure 5: Influence of glass aggregate size on UPV Figure 6: Density Influence on UPV The aggregate reduction ends up into a greater compressive strength of the concrete lightweight aggregate. It also causes an entire increase in the average density. This was also tested with the cement mortar matrix with different numbers of the increased glass aggregate of a single type. The increasing lightweight aggregate ratio increases the lightweight aggregate concrete strength up to definite amounts. With the increased amount of lightweight aggregate, the compressive strength did not change and the lightweight concrete density increased. The phase of tendency change is the point of the present optimum. The lowest density provides the highest concrete strength. The principle was similar within each density group, although the scenario of a single type of lightweight aggregate and the acquired completed compressive that is determined by the present particle density lightweight aggregate. When the particle density lightweight improves the needed amount of the lightweight concrete. If the value of lightweight concrete is identical to the mortar matrix of the cement, the increased glass particle varies and the concrete shrinkage remains the same. The lightweight concrete shrinkage made with the increased glass pellets does not depend on the aggregates particle density. Figure 7: Influence of water absorption on UPV From the above figure, it is observable that the absorption of water of the lightweight concrete displays an identical behaviour with the UPV such as that one of the compressive strength. That is initially, there is an increased rate of water absorption for lower levels of UPV, but this drops at optimum stages where the UPV increases then it also rises to much higher values. In connection to the level of saturation of the concrete with water, the maximum and minimum degrees of the moisture were evaluated on basis of weight stabilisation. The UPV levels of the samples over a long period of time were again determined. If the change is the specimen weight within 24 hours that is less than 0.1 per cent in saturation with drying or water must be terminated. Nevertheless, it is not correct to just follow the weight change mentioned earlier. Most considerate change is the UPV was immediately registered after the moisture maximum and minimum levels were obtained. We found that there is an efficient connection between the velocity of ultrasonic propagation and material elastic properties in such products. Similarly, the information acquired in this study show that when the hardened concrete both avenues of obtaining the highest levels mentioned in this study could be interrelated. Nevertheless, to make such decisions one must be convinced that similar tendencies are observed during direct transmission. There is a greater possibility that just the physical processes coming up in the upper layers of product produce the abrupt changes present in the UPV. Although in the process of direct transmission in the concrete this characteristic will never be observed. It is also necessary to know how elastic features of concrete changes during water absorption process. Also, additional hardening differences present in the UPV were balanced. It should be clearly noted that in the case of minimal and maximal water absorption the variations of UPV for different sample groups can be insignificant. The information presented in figure 6 demonstrates the tendency that must be taken into account, when values describing various ages’ concrete are compared, we acquire different results. Nevertheless, at the highest level of water absorption the differences do not exist and this important fact must be considered when concrete frameworks if hydro technical buildings are evaluated. Moreover, to confirm the theory mentioned above additional requirements are needed, where together with the measurements of UPV in concrete specimens of several ages their compressive strength require to be tested. 5.1 CONCLUSION: From the above research study and analysis, it was noted that the Lightweight totals are duly established from the common volcanic inception materials such as the scoria and pumice and through the mechanical treatment. Likewise, the Lightweight totals are created established through the perspective of warm treatment regarding the crude materials such as mud, shale, and slate, among others. It can also be modernkzed through the utilization of items such as the slag, the fly fiery debris as well as the slime. The greater interest on the total’s nature essentially expanded due to the general advancement regarding the high quality lighweight cement. The heightened examination continues to be performed done on the development of the highest quality cement that is subsequently characterized woith low thickness as well as low warmth and water retention properties. The Lightweight totals emerging from the slag and the fly cinder are developed through appropriate utilization of the distinctive sintering models. They are extreme and have much lower water ingestion. They are hence capable of creating a high-quality lightweight cement with high sturdiness. 5.2 RECOMMENDATION: The evaluation of the LWC’s compressive quality was done using the non-dangerous ultrasonic speed strategy. Having taken into account the extensive and comprehensive test examination that includes over 80 distinct pieces, there are various conclusions that can be arrived at. For instance; the calibrating bends for each and every type of cement encompassed with a certain total should be entirely settled especially when there is a straight forward evaluation of the compressive quality from the UPV. All the other free bends, on the other hand, should be set up for the equivalent extent of the same or the total mortar attributes. The LWCs with impermeable totals are linked with those with the lower ultrasonic speeds for a specific compression forces. The entire interrelationship between the compression force and UPV has a greater tendency of being less affected by the total LWC volume as compared to that of NWC. It means that the proliferation speed in NWC is much closer to the one that encompasses the mortar. It is simply because; it is usually less influenced by various course stages. Furthermore, both UPV and fc are directly influenced by the entire volume of the total, which is not actually valid for the NWC. In line with this, the lightweight cement the increase of the fc and UPV’s age as well as the decrease in the proportion of w/c and total volume. The compressive force is hence notwithstanding minimally influenced by the w/c proportion that is different from that of UPV, which relies likewise upon the mortar constituents. UPV varieties of more than 100 m/s were gotten for a given compressive quality. The connection in the middle of fc and UPV was negligibly influenced by the varying sorts of augmentations and bonds or by the distinctive wetting states regarding the totals. Finally, a generally enhanced expression that tends to permit an exact appraisal of UPV from fc was entirely characterized by the cement type. A higher linkage that was a coefficient of 0.85 and above was gotten for the constant lightweight and ordinary solids ranging between 30 and 80 MPa and established with the thickness totals of over 1000 kg/m3, without putting into dire consideration more than 200 results for the varying sorts of the total, test ages and solid pieces. The research study gives an additional content on the superior comprehension of the non-damaging ultrasonic methodology in LWAC, thus empowering the utilization of this strategy with a more noteworthy firmness. A precise linkage between UPV and fc is given out in any case by the solid structure that tends to enhance the UPS system’s sound utilization for the LWC structures. Read More