Changes of Physical and Mechanical Parameters of Grounds by Adding of Colemanite and Recycled Ceramics in Poorly Graded Sands

Changes of Physical and Mechanical Parameters of Grounds by Adding of Colemanite and Recycled Ceramics in Poorly Graded Sands | Research Square window.SnipcartSettings = { analytics: { enabled: false } }; (function() { var accessVector = localStorage.getItem('access_vector') || ''; window.dataLayer = window.dataLayer || []; if (accessVector) { window.dataLayer.push({ user: { profile: { profileInfo: { snid: accessVector } } } }); } })(); (function(w,d,s,l,i){w[l]=w[l]||[];w[l].push({'gtm.start':new Date().getTime(),event:'gtm.js'});var f=d.getElementsByTagName(s)[0],j=d.createElement(s),dl=l!='dataLayer'?'&l='+l:'';j.async=true;j.src='https://www.googletagmanager.com/gtm.js?id='+i+dl;f.parentNode.insertBefore(j,f);})(window,document,'script','dataLayer','GTM-K279D39R'); Browse Preprints In Review Journals COVID-19 Preprints AJE Video Bytes Research Tools Research Promotion AJE Professional Editing AJE Rubriq About Preprint Platform In Review Editorial Policies Our Team Advisory Board Help Center Sign In Submit a Preprint Cite Share Download PDF Research Article Changes of Physical and Mechanical Parameters of Grounds by Adding of Colemanite and Recycled Ceramics in Poorly Graded Sands Beste Kocak Dinc, Kaveh Dehghanian, Ehsan Etminan This is a preprint; it has not been peer reviewed by a journal. https://doi.org/ 10.21203/rs.3.rs-4175735/v1 This work is licensed under a CC BY 4.0 License Status: Posted Version 1 posted You are reading this latest preprint version Abstract The aim of this study is to provide an alternative solution to ground improvement methods by using natural additive Boron, and recycled Ceramics in order to increase the strength of fine-grained sands and determine their physical and mechanical behaviors and implement sustainable and naturebased rehabilitation methods. In the study, clean angular sand samples were used as a base material. As an additive, boron derivative Colemanite and shells of recycled Ceramics were used. Those additive materials were added to the base material at rates of 5%, 10% and 15% based on the dry weights. Afterwards, 6 new mixed soil types were produced for the examinations. Atterberg limits, void ratio, specific gravity, unit volume weight, compaction and permeability tests were carried out on these samples. Regarding the comparison of the test results, Colemanite and sand mixtures reduce the permeability and void ratio significantly compared to Ceramic and Sand mixtures while increasing the compactness. It has been determined that the mechanical performance of Ceramic mixture sands has positive trend compared to the reference sand which has no additive. It is recommended to use both additives in 15% combination with sandy soil to set optimum results. This paper represents the findings from the laboratory research with particular emphasis on the use of mentioned alternative materials that provide more strengthened soils which result in economic benefits as well as reduced environmental impacts. Colemanite Recycled Ceramics Ground Improvement Nature-Based Solutions Natural Waste Sustainability Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 Figure 15 Figure 16 1. Introduction With the increase in population and as the industry grows, the need to locate new sites and reinforce current ones gains importance. In this sense, the choice of stabilizer type in ground improvement varies depending on the area of use and the parameters desired to be changed. Sandy soils are described as soil that can be improved due to ground-water table, ambient vibration effect, low strength threshold and permeability, and high displacement due to grain shape and size [ 1 ]. The focus of this study is to use recycled/waste materials for the improvement of the soil characteristics. We can say as a positive result of the study is improvement can be made by waste or recycled materials, and this will help to save an important amount of resources and, of course decreasing of carbon-footprint. Turkey is among the top 20 countries which has affect on total natural resource consumption, according to research conducted in recent years [ 2 ]. In this research, we use two material types for the development of the soil characteristics. The first one is Boron, which is such a serious underground source in Turkiy and other one is waste of Ceramic tile production. Ceramic tile waste can arise from extraction and during different production steps or after/during usage by the final user. Ceramic tile elements such as Silica (Si) and Aluminium (Al) in. Evaluation of waste usage brings gains for the country's economy thanks to eliminating storage costs and reducing the environmental effects. Researchers from many different sectors have noticed this gap in terms of recycling usage and have enriched the subject. In the field of construction, the usage of recycling materials gains importance because of its advantages by being added to both the superstructure and the ground structure. When the literature studies in civil engineering are examined, most of them progressed towards the usability of Boron as a substitute for cement as one of the components that make up concrete [ 3 – 6 ]. The use of boron minerals in geotechnical research has gained a place in recent years. Materials such as lime and cement were widely used by engineers in geotechnical applications as chemical stabilizing agents for many soil types for soil stabilization and mechanical improvement. However, the use of boron waste in geotechnical engineering is limited. In the research carried out at this point, mechanical tests of clayey Colemanite mixtures were carried out, and their strength properties were examined with free pressure and Consolided Undrained triaxial pressure tests (CU). When the fracture behavior was evaluated, it was revealed that it was a ductile type, but a brittle fracture occurred when a limited amount of cement was added to the mixture [ 7 ],[ 8 ]. In order to test the relationship between boron waste and sedimentation, in dynamic tests performed on a mixture of clays with different plasticity values, it was determined by the researchers that the shear modulus for high plasticity clays increased threefold and the minimum damping ratio decreased at the same rate [ 9 ]. In another ground research study in which fly ash and boron waste were used together in fine-grained sands, weight loss occurred in freeze-thaw experiments [ 10 ]. The use of waste as impermeable material in landfills has been examined and compared with geo-membranes, and it has been recommended for use [ 11 ]. In experiments conducted on bentonite, sand, Colemanite and ulexite mixtures with different contents, it was determined that the liquid limit value and optimum water content increased simultaneously as the Colemanite ratio increased [ 12 ]. It was concluded that by adding an equal percentage of Colemanite to high plasticity clays, the strength, swelling pressure and hydraulic conductivity values decreased. However, when the additive ratios were reduced, it was observed that the maximum dry unit volume weight and grain diameter increased according to Scanning Electron Microscope (SEM) analysis [ 13 ]. Effective improvement efforts by using natural and /or waste material usage were continued for the ground stabilization process. Researchers were focused on such approaches for unsuitable grounds in aspects of engineering purposes such as the specification of shear, crushing, excessive settlement and loss of strength under repeated loads. For this reason, in the stabilization of sandy soils; It greatly interest to use stabilizing agents from natural and waste materials to improve geotechnical properties such as compressibility, strength, permeability, and durability. In this context, a literature review was carried out on the use of Ceramic waste as ground improvement additive materials. In the Ceramic coating industry, the recycling of baked Ceramics has various process steps. Granulating the cooked waste in the construction site and reusing it within the construction body were considered within the scope of recycling applications. In terms of reuse, storage and disposal of heat-treated waste tiles, they are classified as hazardous waste and problematic waste in Turkey [ 14 ]. Turkey is the seventh Ceramic tile producer in world-wide and the second in Europe. According to 2020 data, despite the contraction in construction activities, 370 million m 2 of Ceramic tiles were produced annually in the Turkish Ceramic coating industry [ 15 ]. Approximately 8% of Ceramic tile waste is generated during production [ 16 ]. In addition, it is thought that the amount of waste has reached a very large rate, with the amount discarded as a result of transportation and use in the market. To examine the stabilization effect, atterberg limits, compaction and California Bearing Capacity tests (CBR) were performed on soil with clay content over 50% and soil with additive ratio between 5–30%. When the stabilization effect is examined, the Atterberg limits experiment shows that the soil class transitions from the High Plasticity inorganic clay, silty clay (CH) to the low plasticity sandy clay (CL), cohesion and swelling pressure were decreased, dry unit volume weight and internal friction angle were increased, and the soil class was change [ 17 ]. In order to evaluate the effect of particle size in Ceramics on stabilization, local soil was mixed with Ceramics with diameters of 4.75 mm, 2.0 mm, 1.18 mm and 425 µm in variable ratios from 5–30%, and mechanical and physical experiments showed that a composite surface by Ceramic additive ratio is effective [ 18 ]. By increasing the weight of CH class clays, it was found that Atterberg limits, optimum water content, free swelling and swelling pressure decreased, maximum dry density, unconfined compressive strength and California bearing rate increased, and the use of 30% additive in stabilization studies was recommended [ 19 ]. In another study, the effect of phosphogypsum and Ceramic on the early strength increase in lime stabilized CH class clays was compared, and it was shown that phosphogypsum provided faster strength development but did not affect the early strength of Ceramic powder [ 20 ]. In order to evaluate the use of waste Ceramic tiles as raw materials in road pavement subgrade design, it has been recommended to use waste Ceramic tiles with 30% additives as an alternative material for CL class clayey soils to improve ground performance in an economically and environmentally beneficial way [ 21 ]. In a similar study, when the unconfined pressure tests were performed, the strength properties and binding effect of clay and waste tile mixtures were investigated by Scanning Electron Microscope (SEM) and X-Ray Crystallography (XRD). It has been determined that it increases the strength and reduces the effect of the dominant minerals of the clay by additive effect [ 22 ]. The generated fine sands which have additive at increasing rates in the range between 2% and 12% were subjected to a test program including standard proctor, falling head permeability and shear box tests, and as a result, it was determined that the fine Sand stabilized and improved its strength properties and became usable in filling construction [ 23 ]. In a recent study, when soils with different granulometers were examined with the California Bearing Strength Test (CBR), it was determined that the most ideal value was achieved with 10% Ceramic additive use to meet the specifications of Governmental Highway Bureau and its use was recommended [ 24 ]. With the addition of Ceramics varying between 3–20% into the tuff, it was revealed that the increase in the Ceramic ratio gradually reduced cohesion and liquidity, in addition most of the experiments showed that 15% material addition was determined as the limit rate, and it was determined that the compression index (Cc) and swelling index (Cs) increased according to the consolidation experiments, but those increases remained constant even its ratio higher than 15% of the Ceramic powder content [ 25 ]. Studies were carried out to increase the stabilization of CL class clayey soils on highways by using waste materials from 2–8% adding gradual ratios to mixtures, which consist of clay, poorly graded Sand (SP), and fly ash and its effectiveness was evaluated [ 26 ]. Similarly, in CL samples, the contribution percentage is recommended as 20%, according to research conducted with CBR experiments [ 27 ]. In addition to mechanical experiments, microstructural analysis tests, including SEM, energy dispersive spectroscopy (EDS), XRD and Fourier transform-infrared (FT-IR) spectroscopy were carried out on Ceramic mixtures with a diameter of 1.18 mm in ratios between 5–30% in CL class clayey soils. The maximum dry unit volume weight increased by 30% additive, the peak of free pressure value occurred by the mixture of 25% additive and then decreased, and similar results were observed in the CBR experiment. In the SEM analyses performed on the soil samples cured in 7, 14 and 28 days, it was stated that in case of increasing the ratio of Ceramic additive causes the increase in the presence of Si and Al elements, which leads to generate the formation of calcium alumino-silicate-hydrate (CASH). According to the EDS test results, it was revealed that it pozzolanic reactions as the percentages of Si and Al decreased significantly in the 25% contribution [ 28 ]. 2. Materials and Methods In this section, information about the materials used and their properties, preparation for the tests, and the tests that determine the soil index values are given. 2.1. Materials In the study, three different natural, environmentally friendly, sustainable and flooring materials were used: clean Sand, Colemanite and Ceramic (Fig. 1 ). The Sand, which is described as the reference soil type, was obtained from Kırklareli Lüleburgaz Akkum sand quarry and has a thickness diameter range between of 1.00–3.00 mm. In the mixture ratio determination study, care was taken to ensure that the other materials to be used to increase soil stability were as fine-grained as possible to fill the voids of the Sand. In this context, the size of the additive material to be used in the experiments was preferred within the limit of 0.075 microns. The Colemanite to be used as the first mixture material was supplied from the Bigadic deposits of Eti Maden Operations General Directorate. The Colemanite material used in the experiments is white in color and it has been experimentally determined that the ground grain diameter of 0.075 mm. Another additive material, Ceramic, has been provided by Usak Ceramics Industry Inc. It consists of orange-red colored wall and floor tile scrap products with an approximate granulated diameter of 5.00 mm. Since the diameter of the Ceramic samples was not suitable for the targeted soil mixture granulometry, the Los Angeles Abrasion test was performed on the samples in accordance with ASTM C 131 standards (Fig. 2 ) [ 29 ]. In the experiment, the sample with an initial weight of 3000 g was dried in an oven at 110 ± 5°C and then weighed again. Balls and oven-dried samples were placed in the drum, which rotated at a constant speed of 31–33 revolutions per minute. The lid was closed and it was cycled 500 times. At the end of the experiment, the balls in the drum were meticulously cleaned of Ceramic particles and care was taken to avoid any experimental mistakes. The aggregate particles obtained at the end of the experiment were sieved through a sieve with 1.6 mm mesh size, and the particles remaining on the sieve were weighed. Then, the sample was sieved through a 0.425 mm sieve and a sub-sieve sample was used to bring it to the limit diameter to be used in the mixture. Table 1 Particle properties of materials Material Particle size (mm) Find Grain Sand 1–3 Colemanit 0.075 Ceramic 0.425 2.2. Methods First of all, Experiments were carried out to define soil index values. Physical and mechanical index tests were carried out separately for sand, Colemanite and ground Ceramic materials. In experimental studies, the reference sand was mixed with two natural waste additive materials with similar physical properties but different origins. Literature research was evaluated to determine the proportions of additives in the mixture. When we look at the studies conducted for Colemanite, it can be seen that the percentage added to clay soil often varies between 1–70% but also when mixed into natural soil it were added varies between 5–15% and finally, it was used with sand content in the range of 10–20%. In experimental studies, proctor tests, free pressure and CBR tests were generally applied depending on the sample (Table 2 ). Table 2 Index tests of Colemanite-mixed soils Waste Type Mixture Material Usage Percentage Experiment Application Types Pressures (kPa) Upload Speed (mm/min) ReferenceNo Colemanit Clay 1/2.5/5/7.5/10 Triaxial Pressure (CU) 100/200/400 0.5 [ 7 ] Colemanit Clay 2/4/6/8 Resonance Column/ Dynamic Torsion Shear 50/100 10 − 3 –10 1 ** [ 9 ] Colemanit Natural Ground (GW) 5/10/15 Unconfined Pressure /CBR 1230 * 0,1 [ 10 ] Colemanit Bitumen (binding agent) 50/60/70 Tensile Test - [ 11 ] Colemanit Sand, Bentonite 10/20 Direct Shear 49.1/98.1/196.2 - [ 12 ] Ulexit, (Boron based) Clay 10/30/50/70 Unconfined Pressure 497-517-631-423 - [ 13 ] * curing for 56 days, ** strain range In addition, Clay types were preferred as the main soil in the literature studies about the usage of ground Ceramics as an additive. By the way, there are also studies which were performed on the usage of local natural soils as the main material, but to a limited extent. In the studies, the usage of percentage In terms of usage rate, it was used at increasing rates of 5–40% for clays, and 2–20% for locally dominant soils, and the behavior of the material was evaluated by unconfined pressure, direct shear and CBR tests (Table 3 ). Table 3 Index tests of Ceramic reinforced soils Waste Type Mixture Material Usage Percentage Experiment Application Types Pressures (kPa) Test Results Loading Velocity (mm/min) Reference No Ceramic Clay (CH) 5/10/15/20/25/30 Direct Shear / Unconfined Pressure /CBR - (c)18-13.5kPa (Ø)13 o 17 o / 55-98kPa/ 1.6%-4% - [ 17 ] Ceramic Local Sand 5/10/15/20/25/30 Direct Shear / CBR 10-20-30 - 1.25 [ 18 ] Ceramic Naturel Clay (CH) 5/10/15/20/25/30 Unconfined Pressure /CBR - 150%/ 55-98kPa 1.25 [ 19 ] Ceramic Clay (CH), Lime 0.25/0.5/1/2 Unconfined Pressure 10-20-30 210-200-180kPa - [ 20 ] Ceramic Clay (CL) 5/10/15/20/30 Unconfined Pressure /CBR 538-268kPa/ 8%-14% - [ 21 ] Ceramic Clay (CL) 10/20/30/40 Unconfined Pressure - 50-220kPa - [ 22 ] Ceramic Uniform Sand 2/4/8/12 Direct Shear 10-20-30 (c)19-29kPa (Ø)35 o -43 o 1.25 [ 23 ] Ceramic Natural Soil (SC) 3/5/7/10/15/20 CBR - - - [ 24 ] Ceramic Tuff 5/10/15/20/30 Direct Shear / Unconfined Pressure /CBR - (c)120-85kPa (Ø)38 o -10 o / 12%-20% - [ 25 ] Ceramic Clay (CL), Sand (SP), Volatile Tuff 2/4/6/8 Unconfined Pressure /CBR - - - [ 26 ] Ceramic Clay (CI) 5/10/15/20/25 Unconfined Pressure /CBR - 50-76kPa / 3%-5% - [ 27 ] Ceramic Clay (CI) 5/10/15/20/25/30 Unconfined Pressure /CBR - 58-217kPa / 7%-17% 1.00 [ 28 ] The usage rates were determined by evaluating the literature information as 5%, 10% and 15% to examine and compare the physical and mechanical properties. Additionally, the physical and mechanical properties of the materials were examined and compared, and how these would affect the natural void ratio and the permeability and mechanical behavior of new soils was determined. 2.2.1. Sieve Analysis Since Colemanite was supplied with the specified grain diameter of 0.075 mm, no sieve analysis experiment was performed. Another additive material, Ceramic, is ground in the laboratory using the Los Angeles experiment and then sieved to a uniform size of 0.425 mm. Since it was brought to the diameter, there was no need to perform a new sieve analysis test. Tests were carried out for sand samples in accordance with ASTM D 422 standards. The granulometry of clean, dry sands varying between 1 and 3 mm was revealed [ 30 ]. In this context, a total of 3 sieve analysis experiments were carried out on 1 kg sand samples (Fig. 3) using the quartering method. The grain size distribution curve of the soil is shown in Fig. 4 for reference sand. According to the test results, it is classified as clean and uniform fine Sand (SP) with poorly graded, subangular and angular shaped particles in the Unified Soil Classification System (USCS) (Table 4 ) [ 31 ]. Table 4 Sieve analysis parameters of sand samples Ratios Experiment 1 Experiment 2 Experiment 3 Amount of Gravel (%) 0 0 0 Amount of Sand (%) 99.5 100 99.97 Amount of Clay + Silt (%) 0.05 0 0.03 Cu 3.75 3.84 3.75 Cc 2.6 2.67 2.82 Soil Class (USCS) SP SP SP 2.2.2. Atterberg Limits Atterberg Limits experiments were carried out according to ASTM D 4318 to determine plasticity limits [ 32 ]. Sand, which is the reference ground, was excluded from the evaluation because it has non-plastic properties. For the additive materials Colemanite and ground Ceramic, experiments were carried out with the Casagrande device and repeated three times, respectively. According to the test results, Colemanite as an additive material was found to have CL soil class in the Atterberg limits test. The liquid limit was 22.38, the plastic limit was 13.51 and the plasticity index was 8.82. As another additive material, ground Ceramic contains 69% silica and 17% aluminium. It was observed that it easily became non-plastic in the Atterberg experiment. For these reasons, liquid limit, plastic limit, plasticity index, shrinkage limit and soil class are shown in Table 5 regarding the classification results for Colemanite. Tablo 5. Atterberg limits and soil class parameters of Colemanite samples Experiment Type Experiment 1 Experiment 2 Experiment 3 Liquid limit (LL) 21.80 22.37 22.98 Plastic Limit (PL) 13.39 13.96 13.18 Plasticity Index (PI) 8.41 8.41 9.80 Shrinkage Limit % 3.04 3.72 3.62 Soil Class CL CL CL 2.2.3. Specific Gravity The grain density of the materials to be used in the experiment was determined by the Test Method Standard for Determining the Specific Gravity of Soils by Pycnometer according to ASTM D 854 [ 33 ]. In preparation for the experiments, manual mixing of the Sand and additive materials dried in the oven was carried out and a homogeneous distribution was obtained as much as possible. For Colemanite, the specific gravity value was taken by Eti Mining Enterprises and confirmed by experiment. The experiments on the mixture were repeated 3 times, and 27 experiments were carried out together with the reference sample (Fig. 5 ). According to the test results, the specific gravity value for Sand was calculated as 2.611. As the Colemanite contribution percentage increased, the specific gravity values showed a slight decrease and were calculated between 2.475 and 2.552. Specific gravity tests were also carried out for ceramic samples ground with the same mixing method and ratios. According to experiments, it varied between 2.566 and 2.653. The calculated average specific gravity values are shown in Fig. 6 . Contrary to the effectiveness of the Colemanite additive, it was observed that the increasing ratio of ground Ceramics causes decreasing in the grain density value of the mixture. When the density values of additive materials of different origins but with almost the same grain sizes are compared, this adverse effect can be explained by the high silica content in the Ceramic. 2.2.4. Density To measure the density (ρ) in the natural state, 21 experiments were carried out on the reference sand and the blended sand mixtures in a known weight of a fixed volume bucket by repeated 3 times for each soil sample according to the ASTM D 7263 standard (Fig. 7 ) [ 34 ]. All of the samples used in the experiments were carried out in oven-dry conditions at the same humidity and room temperature. It was observed that the doped materials filled the voids of the angular and variable diameter reference sands as expected. Density values of additive mixtures increased compared to reference sand. When the additives were evaluated separately, it was observed that mixtures with Ceramic additives increased the density more than Colemanite soils by a small difference in increase (Fig. 8 ). 2.2.5. Void Ratio While determining the void ratio, the void ratios between coarse and fine grains were taken into consideration. In the experiments, reference Sand and mixed soil samples were used by drying in an oven. The sample weight was determined as 150 g. in all experiments. For the mixture samples, the mixture percentages were calculated based on the total sample amount and weighed, and the mixture was mixed in a separate container as homogeneously as possible. A 250 ml graduated cylinder was used as the method for the measurements, and the experiment was performed on a total of 21 samples. Initial void ratio values were calculated by pouring samples into a funnel with a 25 mm opening (Fig. 9 ). While the sample was transferred from the funnel to the graduated cylinder, it was placed carefully and care was taken to keep the pouring time constant by using a stopwatch. 2.2.5.1. Determination of e max and e min e max and e min values of reference sand and mixtures containing Colemanite and Ceramic at specified mixture percentages were repeated 3 times and found. After determining e max ve e min , the Relative density (Dr) values were also calculated. In the test method, e min was determined by pouring the sample from the plastic funnel into the graduated cylinder at the same falling height and in the range of similar time and its value was recorded. By the way, e max determination was taken using the same method. Then, the values were recorded after hammering by using a plastic mallet to the designated points on the graduated cylinder with equal numbers and precision in each experiment. (Table 6 .) Table 6 Unit volume weights of Reference and Additive Mixture Samples Experiment No Soil Property e (%) e min (%) e max (%) D r (%) 1 100% Sand 0.841 0.85 0.93 8.99 2 100% Sand 0.841 0.85 0.93 8.99 3 100% Sand 0.841 0.85 0.93 8.99 1 5% Colemanite+%95 Sand 0.735 0.73 0.86 20.94 2 5% Colemanite+%95 Sand 0.736 0.73 0.86 21.48 3 5% Colemanite+%95 Sand 0.735 0.73 0.86 21.06 1 10%Colemanite+%90 Sand 0.710 0.60 0.63 33.02 2 10% Colemanite+%90 Sand 0.710 0.60 0.63 32.86 3 10% Colemanite+%90 Sand 0.709 0.60 0.63 32.88 1 15% Colemanite+%85 Sand 0.647 0.53 0.61 38.03 2 15% Colemanite+%85 Sand 0.647 0.53 0.61 38.17 3 15% Colemanite+%85 Sand 0.647 0.53 0.61 38.09 1 5% Ceramic+%95 Sand 0.767 0.78 0.82 15.61 2 5% Ceramic+%95 Sand 0.767 0.78 0.82 15.67 3 5% Ceramic+%95 Sand 0.767 0.78 0.82 15.54 1 10% Ceramic+%90 Sand 0.692 0.67 0.69 25.24 2 10% Ceramic+%90 Sand 0.692 0.67 0.69 25.34 3 10% Ceramic+%90 Sand 0.692 0.67 0.69 25.49 1 15% Ceramic+%85 Sand 0.704 0.65 0.73 27.95 2 15% Ceramic+%85 Sand 0.704 0.65 0.73 27.94 3 15% Ceramic+%85 Sand 0.704 0.65 0.73 27.88 2.2.6. Constant Level Permeability Since the reference sample was Sand, constant level permeability test was preferred. In order to find the permeability coefficient of the samples, a constant level permeability test was carried out in the laboratory in accordance with ASTM D2434 standards [ 35 ]. Records were taken at various times using a stopwatch for the permeability test, and permeability coefficients (k) were calculated. Permeability coefficient; Since it depends on viscosity, the temperature of the environment and water was kept the same in all experiments, and since it depends on the void ratio and grain distribution, the sample was placed into the cell at the same height and speed with the dry funnel method. A total of 21 experiments were carried out in a cylindrical 75 mm diameter cell, which were repeated 3 times for the oven-dried reference sample and the additive mixture samples. According to the test procedure, laboratory filter paper was placed under the lid and over the bottom of the mold in which the mixture samples were placed to protect particle discharge out of the sample. In addition, in order to prevent the leakage of fine material from the connection of the water pipes of the measuring device in which the paper filter is placed between the pipe and device connections. All experiments started with a total of 1500 grams of sample, covering the volume of the mold. Permeability coefficients were calculated after 3 sets of tests were performed for the 100% Sand sample (Fig. 10 ). It was observed that the permeability coefficient (k) for Sand varied between 0.1106 m/s and 0.1208 m/s (Fig. 11 ). According to the permeability classification, it remains in the high permeability range (1.0-1.102) [ 36 ]. 2.2. 6.1. Permeability tests of additive mixtures The ratios of 5%, 10% and 15% additive material were determined as 75 g, 150 g and 225 g, respectively, on a 1500 g sample, and the permeability coefficients were calculated and repeated 9 times on 3 sets of experiments. As expected, the thin material Colemanite filled the gaps, and at the same time, it was determined that the permeability decreased compared to the reference sample due to its plasticity. With the increase in additive percentage, permeability decreased significantly. As a result of the experiment, the change in permeability coefficient (k) values measured between 0.0348 cm/s and 0.028 cm/s is shown in Fig. 12 . With the addition and increase of ground Ceramic additive, the permeability decreased significantly. As a result of the experiment, the permeability coefficient (k) was measured between 8,584 cm/s and 3,566 cm/s (Fig. 13 ). In the evaluation of the test results, it was concluded that Colemanite reduces the permeability due to the presence of clay in its structure, while silica-based ground Ceramics reduce the void ratio due to its low grain diameter. As a result, there is such a significant reduction of the permeability according to the comparision of the reference sample. 2.2.7. Compaction Experiments Within the scope of the study, 21 standard proctor tests were carried out in accordance with ASTM D698 standards in order to determine the water-density relationship after the permeability test on reference sand and mixture samples, determine compaction parameters and evaluate the contribution to soil stability [ 37 ]. All samples were oven dried before the compaction test. For the reference sand, it was decided to add water at increasing rates of 2%, repeated five times, and then experiments were carried out. As a result of the experiments, a specific water content (w opt .) which is required for the best compaction of the soil and the largest dry unit volume weight (g kbh ) according to the determination of specific water content. For the reference sand, the maximum dry unit volume weight was determined as 1.553 g/cm3 and the optimum water content was determined as 3.62%. 2.2. 7.1. Compaction tests of additive mixtures A change in the compaction curve was observed with the addition of 5%, 10% and 15% additives on samples with a total volume of 3000 g to fill the sample mold. A homogeneous mixture was made with a mechanical mixer for the Colemanite and ground Ceramics added into the Sand. For the Colemanite mixture sand, it was decided to add water at increasing rates of 2%, repeated five times, and then experiments were carried out (Fig. 15 ). The average of the maximum dry unit volume weight values for 5%, 10% and 15% Colemanite added sands, repeated three times from each mixture ratio, were calculated as 1.617 g/cm³, 1.692 g/cm³ and 1.747 g/cm³, respectively. Optimum water content values corresponding to dry unit volume weight were found to vary between 7.775%, 7.247% and 7.703%, respectively. The change in optimum water content and maximum dry unit volume weights of the samples compared to the reference sample is shown in Fig. 16 . In the test procedure for Sand with ground Ceramic additive, an equal number of experiments were conducted and the maximum dry unit volume weight averages for 5%, 10% and 15% ratios, respectively; 1.628 gr/cm 3 , 1.737 gr/cm 3 , 1.904 gr/cm 3 and optimum water content values are between 11.350%, 11.656% and 11.351%, respectively (Fig. 17 ). According to standard proctor data, Colemanite additive increased the unit volume weight and showed a significant increase in parallel with the additive amount. Water content values are almost equivalent at 15% and 5% contribution rates, and therefore, it can be evaluated that the increase in Colemanite does not change the water content. According to the compaction data of the ground Ceramic additive, the maximum dry unit volume weight values increased at every rate and it can be stated that it has the same numerical behavior as the Colemanite additive at optimum water content. When the reference sample and the mixture samples are compared; it is clearly seen that the maximum dry unit volume weight and optimum water content values, which are the compaction parameters, were increased. 3. Cost and environmental impact The cost and environmental impact of using Colemanite and ground Ceramics in soil improvement were evaluated taking into account previous studies. Embedded carbon values (kgCO 2 ·eq/kg) and unit costs of each material used in the experimental study are given in Table 9 . Cement and Fly Ash as also has been added in order to main robust comporison between the materials. The costs and CO 2 emission values calculated for 1 ton of mixtures prepared with these materials are presented separately in Table 11 and Table 12. Table 9 Unit costs, unit embodied carbon values and embodied energy of materials Material Cost (USD/kg) Embodied Energy (MJ/kg) Embodied Carbon (kgCO 2 ·eq/kg) Reference No Natural Sand 0.0250 0.023 0.003 [ 38 ] Colemanite 2.0 92.77 0 [ 39 ], [ 44 ] Ceramic 0.15 9.00 0.59 [ 40 ], [ 45 ] Cement 0.0870 4.80 0.90 [ 38 ], [ 41 ] Fly Ash 0.0363 0.11 0.0074 [ 42 ], [ 43 ] Table 10 Embodied carbon values and costs of 1ton of composite mix for Colemanite series Colemanite Cost (USD/ton) Embodied Carbon (tonCO 2 ·eq/ton) 5% 100 0 10% 200 0 15% 300 0 Table 11 Embodied carbon values and costs of 1ton of composite mix for Ceramic series Ceramic Cost (USD/ton) Embodied Carbon (tonCO 2 ·eq/ton) 5% 7.5 29.5 10% 15 59 15% 22.5 88.5 When these results are evaluated, it is seen that the CO 2 emission value measured in cement is quite high. It has been shown that when cement injections or Fly Ash reinforcement is used in soil improvement, its share in CO 2 emissions is quite high. Boron is not found in pure form in nature and reacts easily with oxygen. It has very high flammability under certain conditions. Its combustion is an exothermic reaction and there is no harmful gas emission as a result of the reaction. Therefore, Colemanites have no embedded carbon value. Considering the contribution of waste Ceramics to soil improvement, they are recommended because their embedded carbon values are lower than other materials used. In this context, by recycling these wastes, the use of new resources can be prevented and high levels of carbon emissions for ceramics can be prevented. By using waste and natural materials, the need for high amounts of energy will be reduced in direct proportion to carbon emissions. In addition, environmental pollution can be prevented and air, soil and water pollution can be prevented. Last but not the least, Fly Ash shows competitive results in carbon emission and economical perspective. Though this material is not abundant in Turkey, therefore its scarcity is a disadvantage regarding Colemanite and Ceramic. 4. Results And Discussion This study investigated an effective improvement with natural and waste materials in the soil stabilization process. For this reason, in stabilizing sandy soils, in order to improve geotechnical properties such as Atterberg limits, compressibility, void ratio effect, permeability and durability, stabilizing substances from natural and waste materials were evaluated and Colemanite and Ceramics were preferred. Physical and mechanical property determination tests were carried out for reference sand (SP) and samples prepared with 5%, 10% and 15% additives. In the granulometry experiments, it was determined that the sands in the SP class were switched to the SP-SM class with the addition of Colemanite additives and also switched to SP-SC class with the effect of ground Ceramic additive. In the Atterberg limits test applied for additive materials, it was calculated that Colemanite has a CL soil class, its liquid limit is 22.38, its plastic limit is 13.51, its plasticity index is 8.82 and its grain density is 2.42 g/cm³. Another additive material, ground Ceramic, was found as non-plastic in the Atterberg experiment. The specific gravity experiments determined that the increase of Colemanite percentage in Colemanite mixtured Sand shows a very limited decrease of specific gravity and decreases rapidly as the ground Ceramic ratio increases in the mixture. In density, it was determined that the values decreased with the increase in Colemanite according to the reference sand and reached its maximum density at 5% additive rate and a minimum at 10% additive rate. When density results for ground Ceramics are evaluated, it is calculated that density decreases as expected compared to the reference sand. The calculated density for mixed soils shows maximum value at 5% additive ratio and minimum value at 10% additive ratio, similar to the other additives. According to permeability test results, permeability coefficients were decreased significantly by the addition and increase of Colemanite, and permeability coefficients were decreased significantly by the addition and increase of ground Ceramic additive. According to standard proctor data, the addition of Colemanite additive increased the unit volume weight and showed a significant increase in parallel with the increasing amount of additive. And at optimum water content, it can be stated that it has the same numerical behavior as the Colemanite additive. It is clearly seen that the compaction parameters, which are "the maximum dry unit volume weight and optimum water content values'' were increased according to the comparison of the reference sample and the mixture samples. From cost and environmental impact aspects, it is found that use of Colemanite and Ceramics result in ecconomical and more environmental-friendly addtivites. For this reason, it is thought that ground improvement will have a positive effect on the greenhouse gas production in the long term. In practice in geotechnical engineering, it has been determined that as the void ratio decreases, the sample tightness increases and the inter-granular lock points become stronger in terms of soil improvement. According to the test results, the void ratio of sands was determined as 0.84, while it was kept between 0.73–0.76, 0.69–0.71 and 0.64–0.70 for 5%, 10% and 15% addition in blended mixtures, respectively. As a continuation of this study, it is thought that these features and effects determined by experimental studies may be useful in developing experimental and theoretical models on similar subjects in the future. Declarations Author Contribution The authors declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper.B.K.D performed the tests in the lab. K.D and E.E analyzed the data and prepared the figures. B.K.D. wrote the draft of the paper.K.D and E.E reviewed and corrected the final manuscript. References Wang HL, Zhou WH, Yin ZY, Jie XX (2019b) Effect of grain size distribution of sandy soil on shearing behaviors at soil-structure interface. J Mater Civ Eng 31(10):04019238 Hendrik S (2013) The relative impact of countries on global natural resource consumption and ecological degradation. Int J Sustainable Dev World Ecol 20(2):97–108 Ozdemir M, Uygan Ozturk N (2003) Utilization of clay wastes containing boron as cement additives. Cem Concr Res 33:1659–1661 Kula I, Olgun A, Erdogan Y, Sevinc V (2001) Effects of colemanite waste, cool bottom ash, and fly ash on the properties of cement. Cem Concr Res 31:491–494 Kütük-Sert T (2016) Stability analyses of submicron boron mineral prepared by mechanical milling process in concrete roads. Constr Build Mater ; (121): 255–264 Kutuk S, Kutuk-Sert T (2020) An examination of nanoparticle colemanite mineral added warm mix asphalt. Constr Build Mater ; 118–252 Yilmaz Y, Ozaydin V (2013) Compaction and shear strength characteristics of colemanite ore waste modified active belite cement stabilized high plasticity soils. Eng Geol 155:45–53 Zhang Y, Guo Q, Lili L, Jiang P, Jiao Y, Cheng Y (2016) Reuse of Boron Waste as an Additive in Road Base Material. Materials 9:416 Okur V, Akinci K (2018) Dynamic Behavior of Soft Subgrade Soils Treated with Boron Waste. 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Geotech Geol Eng 38:5327–5340 Sankar A, Soorya SR (2020) Effect of ceramic dust on geotechnical properties of clayey soil Rathore P, Tiwari SK (2023) Soil Stabilization using Ceramic Waste: an Experimental Study. J Min Environ 14(1):47–65 ASTM C131–06 (1992) Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. Annual Book of ASTM Standards USA ASTM D 422 – 63 (2003) Standard Test Method for ParticleSize Analysis of Soils, In:Annual Book of ASTM Standards, Volume 04.08, Philadelphia, PA, pp. 93–99 ASTM D2487 (2017) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) ASTM D4318-10 (2010) Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. ASTM International, West Conshohocken, PA ASTM D854-14 (2014) Standard Test Methods for Specific Gravity of Soil Solids by Water Pycnometer. 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Energy 161 (2) 87–98 Marceau ML, Nisbet MA, Vangeem MG Life cycle inventory of portland cement manufacture, Portland Cement Association., PCA R&D Serial No. SN2095b.02, 2006. Nisbet MA, Vangeem MG, Marceau ML (2000) Environmental Life Cycle Inventory of Portland Cement Concrete., Portland Cement Association. PCA R&D. Serial No. 2137 Abdollahnejad Z, Pacheco-Torgal F, Félix T, Tahri W, Aguiar B (2015) Mix design, properties and cost analysis of fly ash-based geopolymer foam., Construction and Building Materials 80-18-30 Erarslan K, Karakoc F (2002b) Boron Ignition System-2: Boron Fuelled Engines (In Turkish). Proceedings of the 1st International Boron Symposium, 3–4 October 2002, Kütahya, Turkey. Ed: K.Erarslan pp 155–159 Kaya G, Turan S (2004) Yüksek fırın cürufunun seramik sektöründe katma değeri yüksek ürünlerin eldesinde değerlendirilmesi. Muh Mak 45 Additional Declarations No competing interests reported. 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Dehghanian","email":"data:image/png;base64,iVBORw0KGgoAAAANSUhEUgAAAZAAAAAyAQMAAABI0h/eAAAABlBMVEX///8AAABVwtN+AAAACXBIWXMAAA7EAAAOxAGVKw4bAAABMElEQVRIie3RsWqDQBjA8StCJiUdTyT6CidCuoS8SJc7BF1MEQrSoYOhYLd0vU55BaXQ+eADs4R0zZAhIDgXAqFQaHpVQjtoyViof/C84X6H+CHU1fUHw/JRUA/RakcRMuWLCLmcxacS5wdRTiAyJi8n6Dei3y/tIoxGV9blXbnd3m78B+5mEKLRIBX9/LWBGGrgOHzlXdub/ILQvJzwtRcCR56TCkXhDcREnmdoCbCM0yGmPZjE64CAioB9kaYPM/ul/64lB0n8PaYf4Fs1ObQSA7u5oiWCzXEwxCwBSmoiWonOCzDUlctSHESYzcDOlmUIKnGdR1CcJoJf2HSnRmM25/6z/rYHy1y4Tzv1ZjyYLaZF418+Vo2v6pyiejTNY/nOio+7vmg/1dXV1fUv+wS97mxs21jZpgAAAABJRU5ErkJggg==","orcid":"","institution":"Istanbul Aydın University","correspondingAuthor":true,"prefix":"","firstName":"Kaveh","middleName":"","lastName":"Dehghanian","suffix":""},{"id":286065616,"identity":"9195aa12-7c30-4310-bbb1-c84f69692a8b","order_by":2,"name":"Ehsan Etminan","email":"","orcid":"","institution":"Isik University","correspondingAuthor":false,"prefix":"","firstName":"Ehsan","middleName":"","lastName":"Etminan","suffix":""}],"badges":[],"createdAt":"2024-03-27 11:35:10","currentVersionCode":1,"declarations":"","doi":"10.21203/rs.3.rs-4175735/v1","doiUrl":"https://doi.org/10.21203/rs.3.rs-4175735/v1","draftVersion":[],"editorialEvents":[],"editorialNote":"","failedWorkflow":false,"files":[{"id":53906792,"identity":"a04bfc43-7e62-4dc6-a83c-be1c38512bbe","added_by":"auto","created_at":"2024-04-02 05:18:19","extension":"jpg","order_by":1,"title":"Figure 1","display":"","copyAsset":false,"role":"figure","size":27884,"visible":true,"origin":"","legend":"\u003cp\u003eSand, Colemanite and Ceramic materials used in the study\u003c/p\u003e","description":"","filename":"1.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/8c4413126e4d4fd34283e34e.jpg"},{"id":53906790,"identity":"ffec0378-5cac-49a4-943f-107f43b224b3","added_by":"auto","created_at":"2024-04-02 05:18:18","extension":"jpg","order_by":2,"title":"Figure 2","display":"","copyAsset":false,"role":"figure","size":64044,"visible":true,"origin":"","legend":"\u003cp\u003eCeramic samples before the experiment a) Ceramic sample, b) Los Angeles device, c) abraded Ceramics, d) sieving of Ceramics, e) ground Ceramic samples\u003c/p\u003e","description":"","filename":"2.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/1d3b2b62fbc11bc4eb1b351c.jpg"},{"id":53906794,"identity":"a45b379b-dfe3-4c3f-95a0-601c20c9af16","added_by":"auto","created_at":"2024-04-02 05:18:19","extension":"jpg","order_by":3,"title":"Figure 3","display":"","copyAsset":false,"role":"figure","size":48932,"visible":true,"origin":"","legend":"\u003cp\u003eDetermination of grain diameter distribution of Sand with the sieve analysis experiment set. a)angular/semi-angular reference sand, b) sieve analysis experiment set, c) conduct of the experiment\u003c/p\u003e","description":"","filename":"3.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/7ce6c238ba650987fa1c0071.jpg"},{"id":53906791,"identity":"8ed1e822-8f6c-49e0-84fb-87c705b07d05","added_by":"auto","created_at":"2024-04-02 05:18:19","extension":"jpg","order_by":4,"title":"Figure 4","display":"","copyAsset":false,"role":"figure","size":51041,"visible":true,"origin":"","legend":"\u003cp\u003eSieve analysis granulometry for reference sand\u003c/p\u003e","description":"","filename":"4.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/15ca23253fc92226d671f44f.jpg"},{"id":53906803,"identity":"7bfd378e-7155-4cf0-ae72-3964b2ac5b1d","added_by":"auto","created_at":"2024-04-02 05:18:19","extension":"jpg","order_by":5,"title":"Figure 5","display":"","copyAsset":false,"role":"figure","size":35260,"visible":true,"origin":"","legend":"\u003cp\u003eSpecific gravity test studies a) experimental set, b) pycnometer+water weighing, c) pycnometer+reference sand, d) pycnometer+reference sand+water, e) air removal by vacuum, f) water bath-temperature measurement\u003c/p\u003e","description":"","filename":"5.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/f23bab1caa2d51acab47d8f9.jpg"},{"id":53906800,"identity":"30ef89ae-cabf-4894-a654-5e78570fa3c8","added_by":"auto","created_at":"2024-04-02 05:18:19","extension":"jpg","order_by":6,"title":"Figure 6","display":"","copyAsset":false,"role":"figure","size":35109,"visible":true,"origin":"","legend":"\u003cp\u003eSpecific gravity values depending on the increased ratio of Colemanite and ground Ceramics in the mixture\u003c/p\u003e","description":"","filename":"6.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/06a0c286d8e1faa44441e2c4.jpg"},{"id":53906795,"identity":"ad8083bf-477c-4d08-9478-3a866754193b","added_by":"auto","created_at":"2024-04-02 05:18:19","extension":"jpg","order_by":7,"title":"Figure 7","display":"","copyAsset":false,"role":"figure","size":45668,"visible":true,"origin":"","legend":"\u003cp\u003eDensity test studies a) weight of test sample, b) weight measure of test sample by 5% added Colemanite, c) weight measure of test sample by 10% added Colemanite, d) weight measure of test sample by 15% added Colemanite\u003c/p\u003e","description":"","filename":"7.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/51b50268e9e30cb395f179b0.jpg"},{"id":53906798,"identity":"8eab7d5a-cf85-4e81-b832-3ec785dff4eb","added_by":"auto","created_at":"2024-04-02 05:18:19","extension":"jpg","order_by":8,"title":"Figure 8","display":"","copyAsset":false,"role":"figure","size":20845,"visible":true,"origin":"","legend":"\u003cp\u003eChange in density of reference sand and mixture samples\u003c/p\u003e","description":"","filename":"8.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/0e3758d0f2990d879da0ed7f.jpg"},{"id":53906802,"identity":"1f0c7cac-4962-4217-956c-84a599f4f365","added_by":"auto","created_at":"2024-04-02 05:18:19","extension":"jpg","order_by":9,"title":"Figure 9","display":"","copyAsset":false,"role":"figure","size":34918,"visible":true,"origin":"","legend":"\u003cp\u003eVoid ratio experiments a) void ratio test set, b) 100% referance sample, c) 10% Colemanite, d) 10% Ceramic\u003c/p\u003e","description":"","filename":"9.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/5c02d2cd1d8522efa5bfe0b7.jpg"},{"id":53907083,"identity":"0e0128a9-33fa-43e8-85eb-29b083993225","added_by":"auto","created_at":"2024-04-02 05:26:36","extension":"jpg","order_by":10,"title":"Figure 10","display":"","copyAsset":false,"role":"figure","size":26647,"visible":true,"origin":"","legend":"\u003cp\u003eConstant level permeability test setup\u003c/p\u003e","description":"","filename":"10.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/8cb8b08875aae8db0c5baae2.jpg"},{"id":53906801,"identity":"a443d8a0-ec0d-43ad-ab90-6bfc4cdf99a3","added_by":"auto","created_at":"2024-04-02 05:18:19","extension":"jpg","order_by":11,"title":"Figure 11","display":"","copyAsset":false,"role":"figure","size":19720,"visible":true,"origin":"","legend":"\u003cp\u003ePermeability variation for 100% sand\u003c/p\u003e","description":"","filename":"11.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/8f387296a5c8f4dc2109a251.jpg"},{"id":53906804,"identity":"2dd4016b-da18-4b12-9453-9e1d6fa050db","added_by":"auto","created_at":"2024-04-02 05:18:19","extension":"jpg","order_by":12,"title":"Figure 12","display":"","copyAsset":false,"role":"figure","size":26389,"visible":true,"origin":"","legend":"\u003cp\u003eMixture permeability values depending on the increase of Colemanite\u003c/p\u003e","description":"","filename":"12.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/5bc6295dc996e459eb6b6340.jpg"},{"id":53907085,"identity":"3040249e-ebd1-4995-8e06-d76ee7bfddaa","added_by":"auto","created_at":"2024-04-02 05:26:36","extension":"jpg","order_by":13,"title":"Figure 13","display":"","copyAsset":false,"role":"figure","size":25477,"visible":true,"origin":"","legend":"\u003cp\u003eMixture permeability values depending on the increasing ratio of ground Ceramic\u003c/p\u003e","description":"","filename":"13.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/db5f30c58269e8037e389d64.jpg"},{"id":53907084,"identity":"d4ffd36c-94b1-4df5-9aaa-e35b7077cb08","added_by":"auto","created_at":"2024-04-02 05:26:36","extension":"jpg","order_by":14,"title":"Figure 14","display":"","copyAsset":false,"role":"figure","size":90619,"visible":true,"origin":"","legend":"\u003cp\u003eStandard proctor test setup a) Screening the reference sand, b) Determining the reference sand ratio, c) Determining the Ceramic additive ratio, d) Preparing the homogeneous mixture, e) Determining the water content, f) Test set with filter paper, g) Measuring the weight of the mixture after the experiment of proctor, h) Samples for measuring of water content\u003c/p\u003e","description":"","filename":"15.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/28754407163255f7c24a2988.jpg"},{"id":53906805,"identity":"389c20ed-c891-48b0-b874-482b5ff384b4","added_by":"auto","created_at":"2024-04-02 05:18:19","extension":"jpg","order_by":15,"title":"Figure 15","display":"","copyAsset":false,"role":"figure","size":52707,"visible":true,"origin":"","legend":"\u003cp\u003eCompaction test results of Sand with Colemanite additive\u003c/p\u003e","description":"","filename":"16.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/60d4fc41f4877689d7504b0a.jpg"},{"id":53906799,"identity":"c56a5418-4998-4f3c-99a1-6c003dc03112","added_by":"auto","created_at":"2024-04-02 05:18:19","extension":"jpg","order_by":16,"title":"Figure 16","display":"","copyAsset":false,"role":"figure","size":55647,"visible":true,"origin":"","legend":"\u003cp\u003eCompaction Test results of Sand with ground Ceramic additive\u003c/p\u003e","description":"","filename":"17.jpg","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/48b5eef6ce71c0f578266a0d.jpg"},{"id":57065119,"identity":"513f7eb9-7b44-4c7f-9f23-c3c8515c3028","added_by":"auto","created_at":"2024-05-24 07:01:15","extension":"pdf","order_by":0,"title":"","display":"","copyAsset":false,"role":"manuscript-pdf","size":1526531,"visible":true,"origin":"","legend":"","description":"","filename":"manuscript.pdf","url":"https://assets-eu.researchsquare.com/files/rs-4175735/v1/85012b43-bc9b-4992-a70a-511487ae1b5a.pdf"}],"financialInterests":"No competing interests reported.","formattedTitle":"\u003cp\u003eChanges of Physical and Mechanical Parameters of Grounds by Adding of Colemanite and Recycled Ceramics in Poorly Graded Sands\u003c/p\u003e","fulltext":[{"header":"1. Introduction","content":"\u003cp\u003eWith the increase in population and as the industry grows, the need to locate new sites and reinforce current ones gains importance. In this sense, the choice of stabilizer type in ground improvement varies depending on the area of use and the parameters desired to be changed. Sandy soils are described as soil that can be improved due to ground-water table, ambient vibration effect, low strength threshold and permeability, and high displacement due to grain shape and size [\u003cspan citationid=\"CR1\" class=\"CitationRef\"\u003e1\u003c/span\u003e].\u003c/p\u003e \u003cp\u003eThe focus of this study is to use recycled/waste materials for the improvement of the soil characteristics. We can say as a positive result of the study is improvement can be made by waste or recycled materials, and this will help to save an important amount of resources and, of course decreasing of carbon-footprint. Turkey is among the top 20 countries which has affect on total natural resource consumption, according to research conducted in recent years [\u003cspan citationid=\"CR2\" class=\"CitationRef\"\u003e2\u003c/span\u003e].\u003c/p\u003e \u003cp\u003eIn this research, we use two material types for the development of the soil characteristics. The first one is Boron, which is such a serious underground source in Turkiy and other one is waste of Ceramic tile production. Ceramic tile waste can arise from extraction and during different production steps or after/during usage by the final user. Ceramic tile elements such as Silica (Si) and Aluminium (Al) in. Evaluation of waste usage brings gains for the country's economy thanks to eliminating storage costs and reducing the environmental effects. Researchers from many different sectors have noticed this gap in terms of recycling usage and have enriched the subject. In the field of construction, the usage of recycling materials gains importance because of its advantages by being added to both the superstructure and the ground structure. When the literature studies in civil engineering are examined, most of them progressed towards the usability of Boron as a substitute for cement as one of the components that make up concrete [\u003cspan additionalcitationids=\"CR4 CR5\" citationid=\"CR3\" class=\"CitationRef\"\u003e3\u003c/span\u003e\u0026ndash;\u003cspan citationid=\"CR6\" class=\"CitationRef\"\u003e6\u003c/span\u003e]. The use of boron minerals in geotechnical research has gained a place in recent years. Materials such as lime and cement were widely used by engineers in geotechnical applications as chemical stabilizing agents for many soil types for soil stabilization and mechanical improvement. However, the use of boron waste in geotechnical engineering is limited.\u003c/p\u003e \u003cp\u003eIn the research carried out at this point, mechanical tests of clayey Colemanite mixtures were carried out, and their strength properties were examined with free pressure and Consolided Undrained triaxial pressure tests (CU). When the fracture behavior was evaluated, it was revealed that it was a ductile type, but a brittle fracture occurred when a limited amount of cement was added to the mixture [\u003cspan citationid=\"CR7\" class=\"CitationRef\"\u003e7\u003c/span\u003e],[\u003cspan citationid=\"CR8\" class=\"CitationRef\"\u003e8\u003c/span\u003e].\u003c/p\u003e \u003cp\u003eIn order to test the relationship between boron waste and sedimentation, in dynamic tests performed on a mixture of clays with different plasticity values, it was determined by the researchers that the shear modulus for high plasticity clays increased threefold and the minimum damping ratio decreased at the same rate [\u003cspan citationid=\"CR9\" class=\"CitationRef\"\u003e9\u003c/span\u003e]. In another ground research study in which fly ash and boron waste were used together in fine-grained sands, weight loss occurred in freeze-thaw experiments [\u003cspan citationid=\"CR10\" class=\"CitationRef\"\u003e10\u003c/span\u003e]. The use of waste as impermeable material in landfills has been examined and compared with geo-membranes, and it has been recommended for use [\u003cspan citationid=\"CR11\" class=\"CitationRef\"\u003e11\u003c/span\u003e].\u003c/p\u003e \u003cp\u003eIn experiments conducted on bentonite, sand, Colemanite and ulexite mixtures with different contents, it was determined that the liquid limit value and optimum water content increased simultaneously as the Colemanite ratio increased [\u003cspan citationid=\"CR12\" class=\"CitationRef\"\u003e12\u003c/span\u003e]. It was concluded that by adding an equal percentage of Colemanite to high plasticity clays, the strength, swelling pressure and hydraulic conductivity values decreased. However, when the additive ratios were reduced, it was observed that the maximum dry unit volume weight and grain diameter increased according to Scanning Electron Microscope (SEM) analysis [\u003cspan citationid=\"CR13\" class=\"CitationRef\"\u003e13\u003c/span\u003e].\u003c/p\u003e \u003cp\u003eEffective improvement efforts by using natural and /or waste material usage were continued for the ground stabilization process. Researchers were focused on such approaches for unsuitable grounds in aspects of engineering purposes such as the specification of shear, crushing, excessive settlement and loss of strength under repeated loads. For this reason, in the stabilization of sandy soils; It greatly interest to use stabilizing agents from natural and waste materials to improve geotechnical properties such as compressibility, strength, permeability, and durability.\u003c/p\u003e \u003cp\u003eIn this context, a literature review was carried out on the use of Ceramic waste as ground improvement additive materials. In the Ceramic coating industry, the recycling of baked Ceramics has various process steps. Granulating the cooked waste in the construction site and reusing it within the construction body were considered within the scope of recycling applications. In terms of reuse, storage and disposal of heat-treated waste tiles, they are classified as hazardous waste and problematic waste in Turkey [\u003cspan citationid=\"CR14\" class=\"CitationRef\"\u003e14\u003c/span\u003e]. Turkey is the seventh Ceramic tile producer in world-wide and the second in Europe. According to 2020 data, despite the contraction in construction activities, 370\u0026nbsp;million m\u003csup\u003e2\u003c/sup\u003e of Ceramic tiles were produced annually in the Turkish Ceramic coating industry [\u003cspan citationid=\"CR15\" class=\"CitationRef\"\u003e15\u003c/span\u003e]. Approximately 8% of Ceramic tile waste is generated during production [\u003cspan citationid=\"CR16\" class=\"CitationRef\"\u003e16\u003c/span\u003e]. In addition, it is thought that the amount of waste has reached a very large rate, with the amount discarded as a result of transportation and use in the market.\u003c/p\u003e \u003cp\u003eTo examine the stabilization effect, atterberg limits, compaction and California Bearing Capacity tests (CBR) were performed on soil with clay content over 50% and soil with additive ratio between 5\u0026ndash;30%. When the stabilization effect is examined, the Atterberg limits experiment shows that the soil class transitions from the High Plasticity inorganic clay, silty clay (CH) to the low plasticity sandy clay (CL), cohesion and swelling pressure were decreased, dry unit volume weight and internal friction angle were increased, and the soil class was change [\u003cspan citationid=\"CR17\" class=\"CitationRef\"\u003e17\u003c/span\u003e]. In order to evaluate the effect of particle size in Ceramics on stabilization, local soil was mixed with Ceramics with diameters of 4.75 mm, 2.0 mm, 1.18 mm and 425 \u0026micro;m in variable ratios from 5\u0026ndash;30%, and mechanical and physical experiments showed that a composite surface by Ceramic additive ratio is effective [\u003cspan citationid=\"CR18\" class=\"CitationRef\"\u003e18\u003c/span\u003e]. By increasing the weight of CH class clays, it was found that Atterberg limits, optimum water content, free swelling and swelling pressure decreased, maximum dry density, unconfined compressive strength and California bearing rate increased, and the use of 30% additive in stabilization studies was recommended [\u003cspan citationid=\"CR19\" class=\"CitationRef\"\u003e19\u003c/span\u003e]. In another study, the effect of phosphogypsum and Ceramic on the early strength increase in lime stabilized CH class clays was compared, and it was shown that phosphogypsum provided faster strength development but did not affect the early strength of Ceramic powder [\u003cspan citationid=\"CR20\" class=\"CitationRef\"\u003e20\u003c/span\u003e]. In order to evaluate the use of waste Ceramic tiles as raw materials in road pavement subgrade design, it has been recommended to use waste Ceramic tiles with 30% additives as an alternative material for CL class clayey soils to improve ground performance in an economically and environmentally beneficial way [\u003cspan citationid=\"CR21\" class=\"CitationRef\"\u003e21\u003c/span\u003e]. In a similar study, when the unconfined pressure tests were performed, the strength properties and binding effect of clay and waste tile mixtures were investigated by Scanning Electron Microscope (SEM) and X-Ray Crystallography (XRD). It has been determined that it increases the strength and reduces the effect of the dominant minerals of the clay by additive effect [\u003cspan citationid=\"CR22\" class=\"CitationRef\"\u003e22\u003c/span\u003e]. The generated fine sands which have additive at increasing rates in the range between 2% and 12% were subjected to a test program including standard proctor, falling head permeability and shear box tests, and as a result, it was determined that the fine Sand stabilized and improved its strength properties and became usable in filling construction [\u003cspan citationid=\"CR23\" class=\"CitationRef\"\u003e23\u003c/span\u003e]. In a recent study, when soils with different granulometers were examined with the California Bearing Strength Test (CBR), it was determined that the most ideal value was achieved with 10% Ceramic additive use to meet the specifications of Governmental Highway Bureau and its use was recommended [\u003cspan citationid=\"CR24\" class=\"CitationRef\"\u003e24\u003c/span\u003e].\u003c/p\u003e \u003cp\u003eWith the addition of Ceramics varying between 3\u0026ndash;20% into the tuff, it was revealed that the increase in the Ceramic ratio gradually reduced cohesion and liquidity, in addition most of the experiments showed that 15% material addition was determined as the limit rate, and it was determined that the compression index (Cc) and swelling index (Cs) increased according to the consolidation experiments, but those increases remained constant even its ratio higher than 15% of the Ceramic powder content [\u003cspan citationid=\"CR25\" class=\"CitationRef\"\u003e25\u003c/span\u003e]. Studies were carried out to increase the stabilization of CL class clayey soils on highways by using waste materials from 2\u0026ndash;8% adding gradual ratios to mixtures, which consist of clay, poorly graded Sand (SP), and fly ash and its effectiveness was evaluated [\u003cspan citationid=\"CR26\" class=\"CitationRef\"\u003e26\u003c/span\u003e]. Similarly, in CL samples, the contribution percentage is recommended as 20%, according to research conducted with CBR experiments [\u003cspan citationid=\"CR27\" class=\"CitationRef\"\u003e27\u003c/span\u003e]. In addition to mechanical experiments, microstructural analysis tests, including SEM, energy dispersive spectroscopy (EDS), XRD and Fourier transform-infrared (FT-IR) spectroscopy were carried out on Ceramic mixtures with a diameter of 1.18 mm in ratios between 5\u0026ndash;30% in CL class clayey soils. The maximum dry unit volume weight increased by 30% additive, the peak of free pressure value occurred by the mixture of 25% additive and then decreased, and similar results were observed in the CBR experiment. In the SEM analyses performed on the soil samples cured in 7, 14 and 28 days, it was stated that in case of increasing the ratio of Ceramic additive causes the increase in the presence of Si and Al elements, which leads to generate the formation of calcium alumino-silicate-hydrate (CASH). According to the EDS test results, it was revealed that it pozzolanic reactions as the percentages of Si and Al decreased significantly in the 25% contribution [\u003cspan citationid=\"CR28\" class=\"CitationRef\"\u003e28\u003c/span\u003e].\u003c/p\u003e"},{"header":"2. Materials and Methods","content":"\u003cp\u003eIn this section, information about the materials used and their properties, preparation for the tests, and the tests that determine the soil index values are given.\u003c/p\u003e \u003cdiv id=\"Sec3\" class=\"Section2\"\u003e \u003ch2\u003e2.1. Materials\u003c/h2\u003e \u003cp\u003eIn the study, three different natural, environmentally friendly, sustainable and flooring materials were used: clean Sand, Colemanite and Ceramic (Fig.\u0026nbsp;\u003cspan refid=\"Fig1\" class=\"InternalRef\"\u003e1\u003c/span\u003e).\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eThe Sand, which is described as the reference soil type, was obtained from Kırklareli L\u0026uuml;leburgaz Akkum sand quarry and has a thickness diameter range between of 1.00\u0026ndash;3.00 mm. In the mixture ratio determination study, care was taken to ensure that the other materials to be used to increase soil stability were as fine-grained as possible to fill the voids of the Sand. In this context, the size of the additive material to be used in the experiments was preferred within the limit of 0.075 microns. The Colemanite to be used as the first mixture material was supplied from the Bigadic deposits of Eti Maden Operations General Directorate. The Colemanite material used in the experiments is white in color and it has been experimentally determined that the ground grain diameter of 0.075 mm.\u003c/p\u003e \u003cp\u003eAnother additive material, Ceramic, has been provided by Usak Ceramics Industry Inc. It consists of orange-red colored wall and floor tile scrap products with an approximate granulated diameter of 5.00 mm.\u003c/p\u003e \u003cp\u003eSince the diameter of the Ceramic samples was not suitable for the targeted soil mixture granulometry, the Los Angeles Abrasion test was performed on the samples in accordance with ASTM C 131 standards (Fig.\u0026nbsp;\u003cspan refid=\"Fig2\" class=\"InternalRef\"\u003e2\u003c/span\u003e) [\u003cspan citationid=\"CR29\" class=\"CitationRef\"\u003e29\u003c/span\u003e]. In the experiment, the sample with an initial weight of 3000 g was dried in an oven at 110\u0026thinsp;\u0026plusmn;\u0026thinsp;5\u0026deg;C and then weighed again. Balls and oven-dried samples were placed in the drum, which rotated at a constant speed of 31\u0026ndash;33 revolutions per minute. The lid was closed and it was cycled 500 times. At the end of the experiment, the balls in the drum were meticulously cleaned of Ceramic particles and care was taken to avoid any experimental mistakes. The aggregate particles obtained at the end of the experiment were sieved through a sieve with 1.6 mm mesh size, and the particles remaining on the sieve were weighed. Then, the sample was sieved through a 0.425 mm sieve and a sub-sieve sample was used to bring it to the limit diameter to be used in the mixture.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab1\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 1\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eParticle properties of materials\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"2\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eMaterial\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eParticle size (mm)\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eFind Grain Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1\u0026ndash;3\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eColemanit\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.075\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.425\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec4\" class=\"Section2\"\u003e \u003ch2\u003e2.2. Methods\u003c/h2\u003e \u003cp\u003eFirst of all, Experiments were carried out to define soil index values. Physical and mechanical index tests were carried out separately for sand, Colemanite and ground Ceramic materials. In experimental studies, the reference sand was mixed with two natural waste additive materials with similar physical properties but different origins. Literature research was evaluated to determine the proportions of additives in the mixture. When we look at the studies conducted for Colemanite, it can be seen that the percentage added to clay soil often varies between 1\u0026ndash;70% but also when mixed into natural soil it were added varies between 5\u0026ndash;15% and finally, it was used with sand content in the range of 10\u0026ndash;20%. In experimental studies, proctor tests, free pressure and CBR tests were generally applied depending on the sample (Table\u0026nbsp;\u003cspan refid=\"Tab2\" class=\"InternalRef\"\u003e2\u003c/span\u003e).\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab2\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 2\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eIndex tests of Colemanite-mixed soils\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"7\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c7\" colnum=\"7\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eWaste Type\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eMixture Material\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eUsage Percentage\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eExperiment Application Types\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003ePressures\u003c/p\u003e \u003cp\u003e(kPa)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c6\"\u003e \u003cp\u003eUpload Speed (mm/min)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c7\"\u003e \u003cp\u003eReferenceNo\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eColemanit\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eClay\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e1/2.5/5/7.5/10\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eTriaxial Pressure (CU)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e100/200/400\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e0.5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR7\" class=\"CitationRef\"\u003e7\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eColemanit\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eClay\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e2/4/6/8\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eResonance Column/ Dynamic Torsion Shear\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e50/100\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e10\u003csup\u003e\u0026minus;\u0026thinsp;3\u003c/sup\u003e\u0026ndash;10\u003csup\u003e1 **\u003c/sup\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR9\" class=\"CitationRef\"\u003e9\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eColemanit\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eNatural Ground (GW)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e5/10/15\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eUnconfined Pressure /CBR\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e1230\u003csup\u003e*\u003c/sup\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e0,1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR10\" class=\"CitationRef\"\u003e10\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eColemanit\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eBitumen (binding agent)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e50/60/70\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eTensile Test\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR11\" class=\"CitationRef\"\u003e11\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eColemanit\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eSand, Bentonite\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e10/20\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eDirect Shear\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e49.1/98.1/196.2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR12\" class=\"CitationRef\"\u003e12\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eUlexit,\u003c/p\u003e \u003cp\u003e(Boron based)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eClay\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e10/30/50/70\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eUnconfined Pressure\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e497-517-631-423\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR13\" class=\"CitationRef\"\u003e13\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003ctfoot\u003e \u003ctr\u003e\u003ctd colspan=\"7\"\u003e\u003csup\u003e*\u003c/sup\u003ecuring for 56 days, \u003csup\u003e**\u003c/sup\u003estrain range\u003c/td\u003e\u003c/tr\u003e \u003c/tfoot\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003eIn addition, Clay types were preferred as the main soil in the literature studies about the usage of ground Ceramics as an additive. By the way, there are also studies which were performed on the usage of local natural soils as the main material, but to a limited extent. In the studies, the usage of percentage In terms of usage rate, it was used at increasing rates of 5\u0026ndash;40% for clays, and 2\u0026ndash;20% for locally dominant soils, and the behavior of the material was evaluated by unconfined pressure, direct shear and CBR tests (Table\u0026nbsp;\u003cspan refid=\"Tab3\" class=\"InternalRef\"\u003e3\u003c/span\u003e).\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab3\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 3\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eIndex tests of Ceramic reinforced soils\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"8\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c7\" colnum=\"7\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c8\" colnum=\"8\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eWaste Type\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eMixture Material\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eUsage Percentage\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eExperiment Application Types\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003ePressures\u003c/p\u003e \u003cp\u003e(kPa)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c6\"\u003e \u003cp\u003eTest Results\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c7\"\u003e \u003cp\u003eLoading Velocity (mm/min)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c8\"\u003e \u003cp\u003eReference No\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eClay (CH)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e5/10/15/20/25/30\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eDirect Shear / Unconfined Pressure /CBR\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e(c)18-13.5kPa (\u0026Oslash;)13\u003csup\u003eo\u003c/sup\u003e17\u003csup\u003eo\u003c/sup\u003e/\u003c/p\u003e \u003cp\u003e55-98kPa/\u003c/p\u003e \u003cp\u003e1.6%-4%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR17\" class=\"CitationRef\"\u003e17\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eLocal Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e5/10/15/20/25/30\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eDirect Shear / CBR\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e10-20-30\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e1.25\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR18\" class=\"CitationRef\"\u003e18\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eNaturel Clay (CH)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e5/10/15/20/25/30\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eUnconfined Pressure /CBR\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e150%/\u003c/p\u003e \u003cp\u003e55-98kPa\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e1.25\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR19\" class=\"CitationRef\"\u003e19\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eClay (CH), Lime\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.25/0.5/1/2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eUnconfined Pressure\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e10-20-30\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e210-200-180kPa\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR20\" class=\"CitationRef\"\u003e20\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eClay (CL)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e5/10/15/20/30\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eUnconfined Pressure /CBR\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e538-268kPa/ 8%-14%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR21\" class=\"CitationRef\"\u003e21\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eClay (CL)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e10/20/30/40\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eUnconfined Pressure\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e50-220kPa\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR22\" class=\"CitationRef\"\u003e22\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eUniform Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e2/4/8/12\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eDirect Shear\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e10-20-30\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e(c)19-29kPa (\u0026Oslash;)35\u003csup\u003eo\u003c/sup\u003e-43\u003csup\u003eo\u003c/sup\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e1.25\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR23\" class=\"CitationRef\"\u003e23\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eNatural Soil (SC)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e3/5/7/10/15/20\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eCBR\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR24\" class=\"CitationRef\"\u003e24\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eTuff\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e5/10/15/20/30\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eDirect Shear / Unconfined Pressure /CBR\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e(c)120-85kPa (\u0026Oslash;)38\u003csup\u003eo\u003c/sup\u003e-10\u003csup\u003eo\u003c/sup\u003e/ 12%-20%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR25\" class=\"CitationRef\"\u003e25\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eClay (CL), Sand (SP), Volatile Tuff\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e2/4/6/8\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eUnconfined Pressure /CBR\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR26\" class=\"CitationRef\"\u003e26\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eClay (CI)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e5/10/15/20/25\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eUnconfined Pressure /CBR\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e50-76kPa /\u003c/p\u003e \u003cp\u003e3%-5%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR27\" class=\"CitationRef\"\u003e27\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eClay (CI)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e5/10/15/20/25/30\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eUnconfined Pressure /CBR\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e58-217kPa /\u003c/p\u003e \u003cp\u003e7%-17%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e1.00\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c8\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR28\" class=\"CitationRef\"\u003e28\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003eThe usage rates were determined by evaluating the literature information as 5%, 10% and 15% to examine and compare the physical and mechanical properties. Additionally, the physical and mechanical properties of the materials were examined and compared, and how these would affect the natural void ratio and the permeability and mechanical behavior of new soils was determined.\u003c/p\u003e \u003cdiv id=\"Sec5\" class=\"Section3\"\u003e \u003ch2\u003e2.2.1. Sieve Analysis\u003c/h2\u003e \u003cp\u003eSince Colemanite was supplied with the specified grain diameter of 0.075 mm, no sieve analysis experiment was performed. Another additive material, Ceramic, is ground in the laboratory using the Los Angeles experiment and then sieved to a uniform size of 0.425 mm. Since it was brought to the diameter, there was no need to perform a new sieve analysis test. Tests were carried out for sand samples in accordance with ASTM D 422 standards. The granulometry of clean, dry sands varying between 1 and 3 mm was revealed [\u003cspan citationid=\"CR30\" class=\"CitationRef\"\u003e30\u003c/span\u003e]. In this context, a total of 3 sieve analysis experiments were carried out on 1 kg sand samples (Fig.\u0026nbsp;3) using the quartering method. The grain size distribution curve of the soil is shown in Fig.\u0026nbsp;\u003cspan refid=\"Fig3\" class=\"InternalRef\"\u003e4\u003c/span\u003e for reference sand. According to the test results, it is classified as clean and uniform fine Sand (SP) with poorly graded, subangular and angular shaped particles in the Unified Soil Classification System (USCS) (Table\u0026nbsp;\u003cspan refid=\"Tab4\" class=\"InternalRef\"\u003e4\u003c/span\u003e) [\u003cspan citationid=\"CR31\" class=\"CitationRef\"\u003e31\u003c/span\u003e].\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab4\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 4\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eSieve analysis parameters of sand samples\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"5\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e\u0026nbsp;\u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eRatios\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eExperiment 1\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eExperiment 2\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003eExperiment 3\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eAmount of Gravel\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e(%)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e0\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eAmount of Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e(%)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e99.5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e100\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e99.97\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eAmount of Clay\u0026thinsp;+\u0026thinsp;Silt\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e(%)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.05\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e0.03\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCu\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e3.75\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e3.84\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e3.75\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCc\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e2.6\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e2.67\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e2.82\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eSoil Class (USCS)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e\u0026nbsp;\u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eSP\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eSP\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003eSP\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec6\" class=\"Section3\"\u003e \u003ch2\u003e2.2.2. Atterberg Limits\u003c/h2\u003e \u003cp\u003eAtterberg Limits experiments were carried out according to ASTM D 4318 to determine plasticity limits [\u003cspan citationid=\"CR32\" class=\"CitationRef\"\u003e32\u003c/span\u003e]. Sand, which is the reference ground, was excluded from the evaluation because it has non-plastic properties. For the additive materials Colemanite and ground Ceramic, experiments were carried out with the Casagrande device and repeated three times, respectively. According to the test results, Colemanite as an additive material was found to have CL soil class in the Atterberg limits test. The liquid limit was 22.38, the plastic limit was 13.51 and the plasticity index was 8.82. As another additive material, ground Ceramic contains 69% silica and 17% aluminium. It was observed that it easily became non-plastic in the Atterberg experiment. For these reasons, liquid limit, plastic limit, plasticity index, shrinkage limit and soil class are shown in Table\u0026nbsp;5 regarding the classification results for Colemanite.\u003c/p\u003e \u003cp\u003eTablo 5. Atterberg limits and soil class parameters of Colemanite samples\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"No\" id=\"Taba\" border=\"1\"\u003e \u003ccolgroup cols=\"4\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eExperiment Type\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eExperiment 1\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eExperiment 2\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eExperiment 3\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eLiquid limit (LL)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e21.80\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e22.37\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e22.98\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003ePlastic Limit (PL)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e13.39\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e13.96\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e13.18\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003ePlasticity Index (PI)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e8.41\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e8.41\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e9.80\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eShrinkage Limit %\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e3.04\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e3.72\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e3.62\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eSoil Class\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eCL\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003eCL\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003eCL\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec7\" class=\"Section3\"\u003e \u003ch2\u003e2.2.3. Specific Gravity\u003c/h2\u003e \u003cp\u003eThe grain density of the materials to be used in the experiment was determined by the Test Method Standard for Determining the Specific Gravity of Soils by Pycnometer according to ASTM D 854 [\u003cspan citationid=\"CR33\" class=\"CitationRef\"\u003e33\u003c/span\u003e]. In preparation for the experiments, manual mixing of the Sand and additive materials dried in the oven was carried out and a homogeneous distribution was obtained as much as possible. For Colemanite, the specific gravity value was taken by Eti Mining Enterprises and confirmed by experiment. The experiments on the mixture were repeated 3 times, and 27 experiments were carried out together with the reference sample (Fig.\u0026nbsp;\u003cspan refid=\"Fig4\" class=\"InternalRef\"\u003e5\u003c/span\u003e).\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eAccording to the test results, the specific gravity value for Sand was calculated as 2.611. As the Colemanite contribution percentage increased, the specific gravity values showed a slight decrease and were calculated between 2.475 and 2.552. Specific gravity tests were also carried out for ceramic samples ground with the same mixing method and ratios. According to experiments, it varied between 2.566 and 2.653. The calculated average specific gravity values are shown in Fig.\u0026nbsp;\u003cspan refid=\"Fig5\" class=\"InternalRef\"\u003e6\u003c/span\u003e.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eContrary to the effectiveness of the Colemanite additive, it was observed that the increasing ratio of ground Ceramics causes decreasing in the grain density value of the mixture. When the density values of additive materials of different origins but with almost the same grain sizes are compared, this adverse effect can be explained by the high silica content in the Ceramic.\u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec8\" class=\"Section3\"\u003e \u003ch2\u003e2.2.4. Density\u003c/h2\u003e \u003cp\u003eTo measure the density (ρ) in the natural state, 21 experiments were carried out on the reference sand and the blended sand mixtures in a known weight of a fixed volume bucket by repeated 3 times for each soil sample according to the ASTM D 7263 standard (Fig.\u0026nbsp;\u003cspan refid=\"Fig6\" class=\"InternalRef\"\u003e7\u003c/span\u003e) [\u003cspan citationid=\"CR34\" class=\"CitationRef\"\u003e34\u003c/span\u003e]. All of the samples used in the experiments were carried out in oven-dry conditions at the same humidity and room temperature.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eIt was observed that the doped materials filled the voids of the angular and variable diameter reference sands as expected. Density values of additive mixtures increased compared to reference sand. When the additives were evaluated separately, it was observed that mixtures with Ceramic additives increased the density more than Colemanite soils by a small difference in increase (Fig.\u0026nbsp;\u003cspan refid=\"Fig7\" class=\"InternalRef\"\u003e8\u003c/span\u003e).\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec9\" class=\"Section3\"\u003e \u003ch2\u003e2.2.5. Void Ratio\u003c/h2\u003e \u003cp\u003eWhile determining the void ratio, the void ratios between coarse and fine grains were taken into consideration. In the experiments, reference Sand and mixed soil samples were used by drying in an oven. The sample weight was determined as 150 g. in all experiments. For the mixture samples, the mixture percentages were calculated based on the total sample amount and weighed, and the mixture was mixed in a separate container as homogeneously as possible. A 250 ml graduated cylinder was used as the method for the measurements, and the experiment was performed on a total of 21 samples. Initial void ratio values were calculated by pouring samples into a funnel with a 25 mm opening (Fig.\u0026nbsp;\u003cspan refid=\"Fig8\" class=\"InternalRef\"\u003e9\u003c/span\u003e). While the sample was transferred from the funnel to the graduated cylinder, it was placed carefully and care was taken to keep the pouring time constant by using a stopwatch.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cdiv id=\"Sec10\" class=\"Section4\"\u003e \u003ch2\u003e2.2.5.1. Determination of e\u003csub\u003emax\u003c/sub\u003e and e\u003csub\u003emin\u003c/sub\u003e\u003c/h2\u003e \u003cp\u003ee\u003csub\u003emax\u003c/sub\u003e and e\u003csub\u003emin\u003c/sub\u003e values of reference sand and mixtures containing Colemanite and Ceramic at specified mixture percentages were repeated 3 times and found. After determining e\u003csub\u003emax\u003c/sub\u003e ve e\u003csub\u003emin\u003c/sub\u003e, the Relative density (Dr) values were also calculated. In the test method, e\u003csub\u003emin\u003c/sub\u003e was determined by pouring the sample from the plastic funnel into the graduated cylinder at the same falling height and in the range of similar time and its value was recorded. By the way, e\u003csub\u003emax\u003c/sub\u003e determination was taken using the same method. Then, the values were recorded after hammering by using a plastic mallet to the designated points on the graduated cylinder with equal numbers and precision in each experiment. (Table\u0026nbsp;\u003cspan refid=\"Tab5\" class=\"InternalRef\"\u003e6\u003c/span\u003e.)\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab5\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 6\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eUnit volume weights of Reference and Additive Mixture Samples\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"6\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eExperiment No\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eSoil Property\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003ee\u003c/p\u003e \u003cp\u003e(%)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003ee\u003csub\u003emin\u003c/sub\u003e (%)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003ee\u003csub\u003emax\u003c/sub\u003e (%)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c6\"\u003e \u003cp\u003eD\u003csub\u003er\u003c/sub\u003e (%)\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e100% Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.841\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.85\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.93\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e8.99\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e100% Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.841\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.85\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.93\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e8.99\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e100% Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.841\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.85\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.93\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e8.99\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e5% Colemanite+%95 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.735\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.73\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.86\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e20.94\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e5% Colemanite+%95 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.736\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.73\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.86\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e21.48\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e5% Colemanite+%95 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.735\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.73\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.86\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e21.06\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e10%Colemanite+%90 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.710\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.60\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.63\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e33.02\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e10% Colemanite+%90 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.710\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.60\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.63\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e32.86\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e10% Colemanite+%90 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.709\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.60\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.63\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e32.88\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e15% Colemanite+%85 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.647\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.53\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.61\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e38.03\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e15% Colemanite+%85 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.647\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.53\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.61\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e38.17\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e15% Colemanite+%85 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.647\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.53\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.61\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e38.09\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e5% Ceramic+%95 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.767\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.78\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.82\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e15.61\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e5% Ceramic+%95 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.767\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.78\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.82\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e15.67\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e5% Ceramic+%95 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.767\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.78\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.82\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e15.54\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e10% Ceramic+%90 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.692\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.67\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.69\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e25.24\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e10% Ceramic+%90 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.692\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.67\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.69\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e25.34\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e10% Ceramic+%90 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.692\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.67\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.69\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e25.49\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e15% Ceramic+%85 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.704\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.65\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.73\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e27.95\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e15% Ceramic+%85 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.704\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.65\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.73\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e27.94\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e3\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e15% Ceramic+%85 Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.704\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e0.65\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e0.73\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e27.88\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003c/div\u003e \u003c/div\u003e \u003cdiv id=\"Sec11\" class=\"Section3\"\u003e \u003ch2\u003e2.2.6. Constant Level Permeability\u003c/h2\u003e \u003cp\u003eSince the reference sample was Sand, constant level permeability test was preferred. In order to find the permeability coefficient of the samples, a constant level permeability test was carried out in the laboratory in accordance with ASTM D2434 standards [\u003cspan citationid=\"CR35\" class=\"CitationRef\"\u003e35\u003c/span\u003e]. Records were taken at various times using a stopwatch for the permeability test, and permeability coefficients (k) were calculated. Permeability coefficient; Since it depends on viscosity, the temperature of the environment and water was kept the same in all experiments, and since it depends on the void ratio and grain distribution, the sample was placed into the cell at the same height and speed with the dry funnel method. A total of 21 experiments were carried out in a cylindrical 75 mm diameter cell, which were repeated 3 times for the oven-dried reference sample and the additive mixture samples. According to the test procedure, laboratory filter paper was placed under the lid and over the bottom of the mold in which the mixture samples were placed to protect particle discharge out of the sample. In addition, in order to prevent the leakage of fine material from the connection of the water pipes of the measuring device in which the paper filter is placed between the pipe and device connections. All experiments started with a total of 1500 grams of sample, covering the volume of the mold. Permeability coefficients were calculated after 3 sets of tests were performed for the 100% Sand sample (Fig.\u0026nbsp;\u003cspan refid=\"Fig9\" class=\"InternalRef\"\u003e10\u003c/span\u003e).\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eIt was observed that the permeability coefficient (k) for Sand varied between 0.1106 m/s and 0.1208 m/s (Fig.\u0026nbsp;\u003cspan refid=\"Fig10\" class=\"InternalRef\"\u003e11\u003c/span\u003e). According to the permeability classification, it remains in the high permeability range (1.0-1.102) [\u003cspan citationid=\"CR36\" class=\"CitationRef\"\u003e36\u003c/span\u003e].\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cdiv id=\"Sec12\" class=\"Section4\"\u003e \u003ch2\u003e\u003cem\u003e2.2.\u003c/em\u003e6.1. Permeability tests of additive mixtures\u003c/h2\u003e \u003cp\u003eThe ratios of 5%, 10% and 15% additive material were determined as 75 g, 150 g and 225 g, respectively, on a 1500 g sample, and the permeability coefficients were calculated and repeated 9 times on 3 sets of experiments. As expected, the thin material Colemanite filled the gaps, and at the same time, it was determined that the permeability decreased compared to the reference sample due to its plasticity. With the increase in additive percentage, permeability decreased significantly. As a result of the experiment, the change in permeability coefficient (k) values measured between 0.0348 cm/s and 0.028 cm/s is shown in Fig.\u0026nbsp;\u003cspan refid=\"Fig11\" class=\"InternalRef\"\u003e12\u003c/span\u003e.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eWith the addition and increase of ground Ceramic additive, the permeability decreased significantly. As a result of the experiment, the permeability coefficient (k) was measured between 8,584 cm/s and 3,566 cm/s (Fig.\u0026nbsp;\u003cspan refid=\"Fig12\" class=\"InternalRef\"\u003e13\u003c/span\u003e). In the evaluation of the test results, it was concluded that Colemanite reduces the permeability due to the presence of clay in its structure, while silica-based ground Ceramics reduce the void ratio due to its low grain diameter.\u003c/p\u003e \u003cp\u003eAs a result, there is such a significant reduction of the permeability according to the comparision of the reference sample.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003c/div\u003e \u003c/div\u003e \u003cdiv id=\"Sec13\" class=\"Section3\"\u003e \u003ch2\u003e2.2.7. Compaction Experiments\u003c/h2\u003e \u003cp\u003eWithin the scope of the study, 21 standard proctor tests were carried out in accordance with ASTM D698 standards in order to determine the water-density relationship after the permeability test on reference sand and mixture samples, determine compaction parameters and evaluate the contribution to soil stability [\u003cspan citationid=\"CR37\" class=\"CitationRef\"\u003e37\u003c/span\u003e]. All samples were oven dried before the compaction test. For the reference sand, it was decided to add water at increasing rates of 2%, repeated five times, and then experiments were carried out. As a result of the experiments, a specific water content (w\u003csub\u003eopt\u003c/sub\u003e.) which is required for the best compaction of the soil and the largest dry unit volume weight (g\u003csub\u003ekbh\u003c/sub\u003e) according to the determination of specific water content. For the reference sand, the maximum dry unit volume weight was determined as 1.553 g/cm3 and the optimum water content was determined as 3.62%.\u003c/p\u003e \u003cdiv id=\"Sec14\" class=\"Section4\"\u003e \u003ch2\u003e\u003cem\u003e2.2.\u003c/em\u003e7.1. Compaction tests of additive mixtures\u003c/h2\u003e \u003cp\u003eA change in the compaction curve was observed with the addition of 5%, 10% and 15% additives on samples with a total volume of 3000 g to fill the sample mold. A homogeneous mixture was made with a mechanical mixer for the Colemanite and ground Ceramics added into the Sand. For the Colemanite mixture sand, it was decided to add water at increasing rates of 2%, repeated five times, and then experiments were carried out (Fig.\u0026nbsp;\u003cspan refid=\"Fig13\" class=\"InternalRef\"\u003e15\u003c/span\u003e).\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eThe average of the maximum dry unit volume weight values for 5%, 10% and 15% Colemanite added sands, repeated three times from each mixture ratio, were calculated as 1.617 g/cm\u0026sup3;, 1.692 g/cm\u0026sup3; and 1.747 g/cm\u0026sup3;, respectively. Optimum water content values corresponding to dry unit volume weight were found to vary between 7.775%, 7.247% and 7.703%, respectively. The change in optimum water content and maximum dry unit volume weights of the samples compared to the reference sample is shown in Fig.\u0026nbsp;\u003cspan refid=\"Fig14\" class=\"InternalRef\"\u003e16\u003c/span\u003e.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eIn the test procedure for Sand with ground Ceramic additive, an equal number of experiments were conducted and the maximum dry unit volume weight averages for 5%, 10% and 15% ratios, respectively; 1.628 gr/cm\u003csup\u003e3\u003c/sup\u003e, 1.737 gr/cm\u003csup\u003e3\u003c/sup\u003e, 1.904 gr/cm\u003csup\u003e3\u003c/sup\u003e and optimum water content values are between 11.350%, 11.656% and 11.351%, respectively (Fig.\u0026nbsp;\u003cspan refid=\"Fig15\" class=\"InternalRef\"\u003e17\u003c/span\u003e).\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eAccording to standard proctor data, Colemanite additive increased the unit volume weight and showed a significant increase in parallel with the additive amount. Water content values are almost equivalent at 15% and 5% contribution rates, and therefore, it can be evaluated that the increase in Colemanite does not change the water content. According to the compaction data of the ground Ceramic additive, the maximum dry unit volume weight values increased at every rate and it can be stated that it has the same numerical behavior as the Colemanite additive at optimum water content. When the reference sample and the mixture samples are compared; it is clearly seen that the maximum dry unit volume weight and optimum water content values, which are the compaction parameters, were increased.\u003c/p\u003e \u003c/div\u003e \u003c/div\u003e \u003c/div\u003e"},{"header":"3. Cost and environmental impact","content":"\u003cp\u003eThe cost and environmental impact of using Colemanite and ground Ceramics in soil improvement were evaluated taking into account previous studies. Embedded carbon values (kgCO\u003csub\u003e2\u003c/sub\u003e\u0026middot;eq/kg) and unit costs of each material used in the experimental study are given in Table\u0026nbsp;\u003cspan refid=\"Tab6\" class=\"InternalRef\"\u003e9\u003c/span\u003e. Cement and Fly Ash as also has been added in order to main robust comporison between the materials. The costs and CO\u003csub\u003e2\u003c/sub\u003e emission values calculated for 1 ton of mixtures prepared with these materials are presented separately in Table\u0026nbsp;\u003cspan refid=\"Tab8\" class=\"InternalRef\"\u003e11\u003c/span\u003e and Table\u0026nbsp;12.\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab6\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 9\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eUnit costs, unit embodied carbon values and embodied energy of materials\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"5\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eMaterial\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eCost\u003c/p\u003e \u003cp\u003e(USD/kg)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eEmbodied Energy\u003c/p\u003e \u003cp\u003e(MJ/kg)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eEmbodied Carbon\u003c/p\u003e \u003cp\u003e(kgCO\u003csub\u003e2\u003c/sub\u003e\u0026middot;eq/kg)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003eReference No\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eNatural Sand\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e0.0250\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.023\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.003\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR38\" class=\"CitationRef\"\u003e38\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eColemanite\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e2.0\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e92.77\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR39\" class=\"CitationRef\"\u003e39\u003c/span\u003e], [\u003cspan citationid=\"CR44\" class=\"CitationRef\"\u003e44\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e0.15\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e9.00\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.59\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR40\" class=\"CitationRef\"\u003e40\u003c/span\u003e], [\u003cspan citationid=\"CR45\" class=\"CitationRef\"\u003e45\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCement\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e0.0870\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e4.80\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.90\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR38\" class=\"CitationRef\"\u003e38\u003c/span\u003e], [\u003cspan citationid=\"CR41\" class=\"CitationRef\"\u003e41\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eFly Ash\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e0.0363\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0.11\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.0074\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e[\u003cspan citationid=\"CR42\" class=\"CitationRef\"\u003e42\u003c/span\u003e], [\u003cspan citationid=\"CR43\" class=\"CitationRef\"\u003e43\u003c/span\u003e]\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab7\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 10\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eEmbodied carbon values and costs of 1ton of composite mix for Colemanite series\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"3\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eColemanite\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eCost\u003c/p\u003e \u003cp\u003e(USD/ton)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eEmbodied Carbon\u003c/p\u003e \u003cp\u003e(tonCO\u003csub\u003e2\u003c/sub\u003e\u0026middot;eq/ton)\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e5%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e100\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e10%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e200\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e15%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e300\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e0\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab8\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 11\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eEmbodied carbon values and costs of 1ton of composite mix for Ceramic series\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"3\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCeramic\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eCost\u003c/p\u003e \u003cp\u003e(USD/ton)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eEmbodied Carbon\u003c/p\u003e \u003cp\u003e(tonCO\u003csub\u003e2\u003c/sub\u003e\u0026middot;eq/ton)\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e5%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e7.5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e29.5\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e10%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e15\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e59\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e15%\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e22.5\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e88.5\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003eWhen these results are evaluated, it is seen that the CO\u003csub\u003e2\u003c/sub\u003e emission value measured in cement is quite high. It has been shown that when cement injections or Fly Ash reinforcement is used in soil improvement, its share in CO\u003csub\u003e2\u003c/sub\u003e emissions is quite high. Boron is not found in pure form in nature and reacts easily with oxygen. It has very high flammability under certain conditions. Its combustion is an exothermic reaction and there is no harmful gas emission as a result of the reaction. Therefore, Colemanites have no embedded carbon value. Considering the contribution of waste Ceramics to soil improvement, they are recommended because their embedded carbon values are lower than other materials used. In this context, by recycling these wastes, the use of new resources can be prevented and high levels of carbon emissions for ceramics can be prevented. By using waste and natural materials, the need for high amounts of energy will be reduced in direct proportion to carbon emissions. In addition, environmental pollution can be prevented and air, soil and water pollution can be prevented. Last but not the least, Fly Ash shows competitive results in carbon emission and economical perspective. Though this material is not abundant in Turkey, therefore its scarcity is a disadvantage regarding Colemanite and Ceramic.\u003c/p\u003e"},{"header":"4. Results And Discussion","content":"\u003cp\u003eThis study investigated an effective improvement with natural and waste materials in the soil stabilization process. For this reason, in stabilizing sandy soils, in order to improve geotechnical properties such as Atterberg limits, compressibility, void ratio effect, permeability and durability, stabilizing substances from natural and waste materials were evaluated and Colemanite and Ceramics were preferred.\u003c/p\u003e \u003cp\u003ePhysical and mechanical property determination tests were carried out for reference sand (SP) and samples prepared with 5%, 10% and 15% additives.\u003c/p\u003e \u003cp\u003e \u003cul\u003e \u003cli\u003e \u003cp\u003eIn the granulometry experiments, it was determined that the sands in the SP class were switched to the SP-SM class with the addition of Colemanite additives and also switched to SP-SC class with the effect of ground Ceramic additive. In the Atterberg limits test applied for additive materials, it was calculated that Colemanite has a CL soil class, its liquid limit is 22.38, its plastic limit is 13.51, its plasticity index is 8.82 and its grain density is 2.42 g/cm\u0026sup3;. Another additive material, ground Ceramic, was found as non-plastic in the Atterberg experiment.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eThe specific gravity experiments determined that the increase of Colemanite percentage in Colemanite mixtured Sand shows a very limited decrease of specific gravity and decreases rapidly as the ground Ceramic ratio increases in the mixture.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eIn density, it was determined that the values decreased with the increase in Colemanite according to the reference sand and reached its maximum density at 5% additive rate and a minimum at 10% additive rate. When density results for ground Ceramics are evaluated, it is calculated that density decreases as expected compared to the reference sand. The calculated density for mixed soils shows maximum value at 5% additive ratio and minimum value at 10% additive ratio, similar to the other additives.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eAccording to permeability test results, permeability coefficients were decreased significantly by the addition and increase of Colemanite, and permeability coefficients were decreased significantly by the addition and increase of ground Ceramic additive.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eAccording to standard proctor data, the addition of Colemanite additive increased the unit volume weight and showed a significant increase in parallel with the increasing amount of additive. And at optimum water content, it can be stated that it has the same numerical behavior as the Colemanite additive. It is clearly seen that the compaction parameters, which are \"the maximum dry unit volume weight and optimum water content values'' were increased according to the comparison of the reference sample and the mixture samples.\u003c/p\u003e \u003c/li\u003e \u003cli\u003e \u003cp\u003eFrom cost and environmental impact aspects, it is found that use of Colemanite and Ceramics result in ecconomical and more environmental-friendly addtivites. For this reason, it is thought that ground improvement will have a positive effect on the greenhouse gas production in the long term.\u003c/p\u003e \u003c/li\u003e \u003c/ul\u003e \u003c/p\u003e \u003cp\u003eIn practice in geotechnical engineering, it has been determined that as the void ratio decreases, the sample tightness increases and the inter-granular lock points become stronger in terms of soil improvement. According to the test results, the void ratio of sands was determined as 0.84, while it was kept between 0.73\u0026ndash;0.76, 0.69\u0026ndash;0.71 and 0.64\u0026ndash;0.70 for 5%, 10% and 15% addition in blended mixtures, respectively.\u003c/p\u003e \u003cp\u003eAs a continuation of this study, it is thought that these features and effects determined by experimental studies may be useful in developing experimental and theoretical models on similar subjects in the future.\u003c/p\u003e"},{"header":"Declarations","content":"\u003ch2\u003eAuthor Contribution\u003c/h2\u003e\u003cp\u003eThe authors declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper.B.K.D performed the tests in the lab. K.D and E.E analyzed the data and prepared the figures. B.K.D. wrote the draft of the paper.K.D and E.E reviewed and corrected the final manuscript.\u003c/p\u003e"},{"header":"References","content":"\u003col\u003e\u003cli\u003e\u003cspan\u003eWang HL, Zhou WH, Yin ZY, Jie XX (2019b) Effect of grain size distribution of sandy soil on shearing behaviors at soil-structure interface. J Mater Civ Eng 31(10):04019238\u003c/span\u003e\u003c/li\u003e \u003cli\u003e\u003cspan\u003eHendrik S (2013) The relative impact of countries on global natural resource consumption and ecological degradation. Int J Sustainable Dev World Ecol 20(2):97\u0026ndash;108\u003c/span\u003e\u003c/li\u003e \u003cli\u003e\u003cspan\u003eOzdemir M, Uygan Ozturk N (2003) Utilization of clay wastes containing boron as cement additives. Cem Concr Res 33:1659\u0026ndash;1661\u003c/span\u003e\u003c/li\u003e \u003cli\u003e\u003cspan\u003eKula I, Olgun A, Erdogan Y, Sevinc V (2001) Effects of colemanite waste, cool bottom ash, and fly ash on the properties of cement. 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Energy 161 (2) 87\u0026ndash;98\u003c/span\u003e\u003c/li\u003e \u003cli\u003e\u003cspan\u003eMarceau ML, Nisbet MA, Vangeem MG Life cycle inventory of portland cement manufacture, Portland Cement Association., PCA R\u0026amp;D Serial No. SN2095b.02, 2006.\u003c/span\u003e\u003c/li\u003e \u003cli\u003e\u003cspan\u003eNisbet MA, Vangeem MG, Marceau ML (2000) Environmental Life Cycle Inventory of Portland Cement Concrete., Portland Cement Association. PCA R\u0026amp;D. Serial No. 2137\u003c/span\u003e\u003c/li\u003e \u003cli\u003e\u003cspan\u003eAbdollahnejad Z, Pacheco-Torgal F, F\u0026eacute;lix T, Tahri W, Aguiar B (2015) Mix design, properties and cost analysis of fly ash-based geopolymer foam., Construction and Building Materials 80-18-30\u003c/span\u003e\u003c/li\u003e \u003cli\u003e\u003cspan\u003eErarslan K, Karakoc F (2002b) Boron Ignition System-2: Boron Fuelled Engines (In Turkish). Proceedings of the 1st International Boron Symposium, 3\u0026ndash;4 October 2002, K\u0026uuml;tahya, Turkey. Ed: K.Erarslan pp 155\u0026ndash;159\u003c/span\u003e\u003c/li\u003e \u003cli\u003e\u003cspan\u003eKaya G, Turan S (2004) Y\u0026uuml;ksek fırın c\u0026uuml;rufunun seramik sekt\u0026ouml;r\u0026uuml;nde katma değeri y\u0026uuml;ksek \u0026uuml;r\u0026uuml;nlerin eldesinde değerlendirilmesi. Muh Mak 45\u003c/span\u003e\u003c/li\u003e\u003c/ol\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":false,"hideJournal":true,"highlight":"","institution":"","isAcceptedByJournal":false,"isAuthorSuppliedPdf":false,"isDeskRejected":"","isHiddenFromSearch":false,"isInQc":false,"isInWorkflow":false,"isPdf":false,"isPdfUpToDate":true,"isWithdrawnOrRetracted":false,"journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true},"keywords":"Colemanite, Recycled Ceramics, Ground Improvement, Nature-Based Solutions, Natural Waste, Sustainability","lastPublishedDoi":"10.21203/rs.3.rs-4175735/v1","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-4175735/v1","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"\u003cp\u003eThe aim of this study is to provide an alternative solution to ground improvement methods by using natural additive Boron, and recycled Ceramics in order to increase the strength of fine-grained sands and determine their physical and mechanical behaviors and implement sustainable and naturebased rehabilitation methods.\u003c/p\u003e \u003cp\u003eIn the study, clean angular sand samples were used as a base material. As an additive, boron derivative Colemanite and shells of recycled Ceramics were used. Those additive materials were added to the base material at rates of 5%, 10% and 15% based on the dry weights. Afterwards, 6 new mixed soil types were produced for the examinations. Atterberg limits, void ratio, specific gravity, unit volume weight, compaction and permeability tests were carried out on these samples. Regarding the comparison of the test results, Colemanite and sand mixtures reduce the permeability and void ratio significantly compared to Ceramic and Sand mixtures while increasing the compactness. It has been determined that the mechanical performance of Ceramic mixture sands has positive trend compared to the reference sand which has no additive.\u003c/p\u003e \u003cp\u003eIt is recommended to use both additives in 15% combination with sandy soil to set optimum results. This paper represents the findings from the laboratory research with particular emphasis on the use of mentioned alternative materials that provide more strengthened soils which result in economic benefits as well as reduced environmental impacts.\u003c/p\u003e","manuscriptTitle":"Changes of Physical and Mechanical Parameters of Grounds by Adding of Colemanite and Recycled Ceramics in Poorly Graded Sands","msid":"","msnumber":"","nonDraftVersions":[{"code":1,"date":"2024-04-02 05:18:14","doi":"10.21203/rs.3.rs-4175735/v1","editorialEvents":[{"type":"communityComments","content":0}],"status":"published","journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true}}],"origin":"","ownerIdentity":"971e5b4b-e59f-43a7-8a5c-41012f21c1d1","owner":[],"postedDate":"April 2nd, 2024","published":true,"recentEditorialEvents":[],"rejectedJournal":[],"revision":"","amendment":"","status":"posted","subjectAreas":[],"tags":[],"updatedAt":"2024-05-24T06:53:08+00:00","versionOfRecord":[],"versionCreatedAt":"2024-04-02 05:18:14","video":"","vorDoi":"","vorDoiUrl":"","workflowStages":[]},"version":"v1","identity":"rs-4175735","journalConfig":"researchsquare"},"__N_SSP":true},"page":"/article/[identity]/[[...version]]","query":{"redirect":"/article/rs-4175735","identity":"rs-4175735","version":["v1"]},"buildId":"qtupq5eGEP_6zYnWcrvyt","isFallback":false,"isExperimentalCompile":false,"dynamicIds":[84888],"gssp":true,"scriptLoader":[]}