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1
Jabbar, Muhammad Abdul. "CORRELATIONS OF POINT LOAD INDEX AND PULSE VELOCITY WITH THE UNIAXIAL COMPRESSIVE STRENGTH FOR ROCKS." Journal of Engineering 17, no. 04 (2011): 992–1006. http://dx.doi.org/10.31026/j.eng.2011.04.25.
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Rock engineers widely use the uniaxial compressive strength (UCS) of rocks in designingsurface and underground structures. The procedure for measuring this rock strength has beenstandardized by both the International Society for Rock Mechanics (ISRM) and American Societyfor Testing and Materials (ASTM), Akram and Bakar(2007).In this paper, an experimental study was performed to correlate of Point Load Index ( Is(50))and Pulse Wave Velocity (Vp) to the Unconfined Compressive Strength (UCS) of Rocks. The effectof several parameters was studied. Point load test, Unconfined Compressive Strength (UCS) andPulse Wave Velocity (Vp) were used for testing several rock samples with different diameters.The predicted empirical correlations based on various test results indicate that the UCS could beobtained directly from measured (Vp), and then the Index Is(50) can be calculated by backsubstitution.
2
Martireni, Antonina Pri, Wira Cakrabuana, Koko Hermawan, et al. "COMPARATIVE ANALYSIS AND EVALUATION OF THE CONVERSION FORMULA FOR REBOUND NUMBER OF SCHMIDT HAMMER TEST AND UNCONFINED COMPRESSIVE STRENGTH TEST – CASE STUDY: ANDESITE ROCK SLOPE IN GRAHA PUSPA, LEMBANG FAULT." Rudarsko-geološko-naftni zbornik 39, no. 1 (2024): 45–54. http://dx.doi.org/10.17794/rgn.2024.1.5.
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The Unconfined Compressive Strength (UCS) test is one of the most common methods for determining the rock material strength value. However, the size and complexity of the instrument do not allow UCS testing to be carried out in the field. The UCS value can be estimated in the field by converting the rebound number using the Schmidt hammer test. This research aims to carry out a comparative analysis and evaluation of the conversion formula for rock compressive strength values resulting from the Schmidt hammer test and UCS test in a case study of andesite rock slopes at Graha Puspa, Lembang Fault, Bandung, Indonesia. Rock hardness testing was carried out using the Schmidt hammer test on five segments at Graha Puspa. UCS testing was carried out using a compressive strength machine on four samples in Graha Puspa. The test results show a rebound number value ranging from 31.67 - 45, while the UCS test results show a value range of 134.96 – 171.60 MPa. The results of the previously published empirical equations differed considerably from the results of the UCS tests on rock samples in the laboratory when estimating the UCS values. From this evaluation, this research proposed formulation development of andesite rock formulation in the Lembang Fault area. However, UCS testing on more samples is highly recommended in order to obtain a compressive strength conversion formula that is more suitable for the case study at this location.
3
Pan, Andrew, and Murray Grabinsky. "Mechanical Characterization of Cemented Paste Backfill." Eng 4, no. 1 (2023): 738–47. http://dx.doi.org/10.3390/eng4010044.
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Mechanical characterization is important to the design and analysis of cemented paste backfill (CPB) structures. Unconfined compressive strength (UCS) tests have been widely used owing to their relative simplicity to characterize a material’s response to unconfined compressive loading. However, the UCS represents a single strength parameter and does not fully describe the material’s strength (or failure) envelope. In this study, we analyzed UCS tests with direct shear and uniaxial tensile strength tests conducted on the same CPB materials to provide mechanical characterization of CPB under a more complete range of loading conditions. The results demonstrate the Mohr–Coulomb failure envelope provides a consistent description of strengths arising from the three different test methods. Furthermore, a better estimate of the tensile strength is UCS/4, which is considerably higher than the conventional assumption that the tensile strength is equal to USC/10 or UCS/12. This has a significant impact on the assessed required strengths particularly for undercut designs using Mitchell’s sill mat analysis method and suggests that in future the conventional UCS tests should be complemented with direct tension and direct shear tests to improve underground designs using CPB.
4
Pochalard, Sakol, Chalermpon Wungsumpow, and Keeratikan Piriyakul. "Enhancement on compressive strength of Bangkok clay cement using novel high-strength polyethylene fibers." IOP Conference Series: Earth and Environmental Science 1335, no. 1 (2024): 012008. http://dx.doi.org/10.1088/1755-1315/1335/1/012008.
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Abstract This study aims to investigate the effect of novel high-strength polyethylene fibers on the unconfined compressive strength (UCS) behavior of concrete produced with admixed Bangkok clay cement. Bangkok clay samples were prepared at a liquid limit of 88% and were added to ordinary Portland cement (OPC) at 2, 4, 6, 8 and 10% by weight; polyethylene fibers were also added at 0.5, 1.0, 1.5, 2.0 and 2.5% by volume. These samples were cured for 7, 14, and 28 days and subjected to an unconfined compressive test. From the test results, the cement content of 8% by weight was the optimum, and a polyethylene fiber content of 1% by volume is recommended. Moreover, the novel high-strength polyethylene fiber with 0.2 mm in diameter and 6 mm in length provided the maximum UCS value.
5
Zhu, Yan, Xiangjuan Yu, Lei Gao, Jiajia Chen, and Michael Dino Cotugno. "Unconfined Compressive Strength of Aqueous Polymer-Modified Saline Soil." International Journal of Polymer Science 2019 (November 5, 2019): 1–11. http://dx.doi.org/10.1155/2019/9137069.
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Saline soil is a special soil that consists of fine particles and has poor engineering properties. It causes salt heaving and is collapsible and corrosive. The treatment of this type of soil for the use as a resource for roadbed fillings has been one of the most important engineering topics in highway construction near coastal areas. This study introduces a new type of aqueous polymer, called ZM, which is used to amend and stabilize saline soil. To test the effects of ZM-solidified saline soil, unconfined compressive strength (UCS) tests were carried out on unmodified and ZM-modified saline soil specimens, respectively. The test results show that the ZM additive significantly improves the UCS. Based on the increase of the ZM admixture, the UCS increases with the curing time. The main increment of the UCS occurs within the first seven days of curing. In addition, the salt content has a great influence on the UCS. With increasing ZM concentration and curing time, the water stability and wetting-drying cycling resistance improve. Based on the X-ray diffraction results, the diffraction peaks of ZM-modified saline soil insignificantly change compared with those of unmodified saline soil. However, the SEM images indicate the formation of membrane structures in ZM-modified saline soil. The modification process produces denser and more stable soil because the reaction products fill voids inside the soil and form a viscous membrane structure on the soil surface.
6
Sianturi, Novdin Manoktong, Mohd Khairul Amri Kamarudin, Dermina Roni Santika Damanik, Virgo Erlando Purba, and Deardo Samuel Saragih. "The Mechanical Behavior of Soft Soil Stabilized with Lime and Volcanic Ash." MEDIA KOMUNIKASI TEKNIK SIPIL 28, no. 1 (2022): 118–27. http://dx.doi.org/10.14710/mkts.v28i1.41963.
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The properties of soft clay can be seen from the compressive strength value through the unconfined compressive strength (UCS) test. Soft soil was less well used as the subgrade for construction. The aim is to determine the increase in the unconfined compressive strength and bearing capacity of the foundation due to the addition of lime and volcanic ash on soft soil. Soft soil has undrained shear strength < 25 kPa based on the unconfined compressive strength test. The unconfined compressive strength test has been conducted on the soil-lime mixture and soil-volcanic ash mixture of 3-12% respectively to the weight of dry soil. The highest unconfined compressive strength values were found in soils with 6% of lime and 9% of volcanic ash. The bearing capacity of the foundation on soil stabilized with 6% lime increased 13.7 times, while the bearing capacity of the foundation on the soil with the addition of 9% volcanic ash increased the ultimate bearing capacity of 8.7 times the bearing capacity of the foundation on soft soil. The bearing capacity of the foundation on lime stabilized soil is higher than the bearing capacity of the foundation on volcanic ash stabilized soil.
7
Zukri, Azhani, and Nadiatul Adilah Ahmad Abdul Ghani. "A Study of Soil Stabilization by Hydrated Lime at Kampung Kedaik Asal, Rompin, Pahang, Malaysia." Applied Mechanics and Materials 695 (November 2014): 738–41. http://dx.doi.org/10.4028/www.scientific.net/amm.695.738.
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This study involves the clay sample which is taken from Kampung Kedaik Asal, Rompin site and evaluation of its properties in natural state and after stabilization. The main objectives of this paper is to estimate the optimum lime content (OLC) needed to stabilize the soil by using Eades-Grim pH Test, to determine the optimum moisture content (OMC) and maximum dry density (MDD) of the treated soil by Standard Proctor Test and also the strength value of the soil specimens with different percentages of lime content corresponding with different curing period by Unconfined Compressive Strength (UCS) Test. From this study, the optimum amount to stabilize the clay soil and minimum amount of lime required to stabilize the soil pH level to 12 is 5%. The results showed that addition of lime decreased the maximum dry density (MDD) and increased the optimum moisture content (OMC). Unconfined compressive test on 48 sets of samples has been carried out for 7, 14 and 28 days of curing with different lime contents such as 5%, 7% and 9%. The highest unconfined compressive strength (UCS) achieved is 321 kN/m2 for clay stabilized with 9% lime content cured at 28 days. From the test results, it was found that the longer the immersion of curing period with higher lime content, the greater the compressive strength of the specimen.
8
Jiang, Ping, Yewen Chen, Lin Zhou, et al. "The Time Effect and Micromechanism of the Unconfined Compressive Strength of Cement Modified Slurries." Advances in Materials Science and Engineering 2021 (April 19, 2021): 1–15. http://dx.doi.org/10.1155/2021/5597275.
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This study investigated the unconfined compressive strength change law of cement modified slurries (CMS) under different curing ages. We conducted unconfined compressive strength tests using slurry and cement as raw materials. The cement contents were 5%, 10%, 15%, 20%, and 25%. The curing ages were 7, 14, 28, 56, 90, 120, 150, and 180 d. A time effect model of CMS strength was established based on the measured UCS strength-curing age and the strength-cement content curves. The test results proved that the UCS of the CMS increased significantly with an increase in the curing age, and after 90 days, the UCS gradually increased to a fixed value. The time effect model better characterized the relationship between the UCS of the CMS and the curing age and the cement content, as the predicted value had a high correlation with the measured value. We conducted scanning electron microscopy (SEM), energy dispersive X-ray (EDX), and X-ray diffraction (XRD) tests to analyze the microstructure and chemical composition of the CMS. The microscopic test results demonstrated that the increase of cement content and curing age increased the amount of gelling substances in the CMS and made the overall structure more compact, thereby increasing its macro strength.
9
Ma, Qiang, Junjie Chen, Wentao Li, and Nianze Wu. "Studying the Properties of Chromium-Contaminated Soil Solidified by Polyurethane." Polymers 15, no. 9 (2023): 2118. http://dx.doi.org/10.3390/polym15092118.
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The solidification of chromium-contaminated soil using polyurethane (PU) was systematically investigated. The unconfined compression test was conducted to investigate the effects of the curing time, PU dosage and the content of chromium ions on the unconfined compressive strength (UCS) of chromium-contaminated soil. The effect of the PU dosage on the pore structure was investigated using nuclear magnetic resonance (NMR) and scanning electron microscopy (SEM), and the mechanism of strength change was revealed by combining the strength law with the pore structure development law. In addition, the ability of the PU to solidify the chromium-contaminated soil was studied by the toxicity characteristic leaching procedure (TCLP). According to the above test results, the UCS and the ability of the PU to solidify the chromium ions increased with the increase in curing time. The NMR tests showed that with the increase in PU dosage, the porosity decreased and the soil became more compact, hence increasing the strength. When the chromium ion content was 2000 mg/kg and the PU dosage was 8%, the strength of the sample was 0.37 MPa after curing for 24 h, which met the requirement of 0.35 MPa set by the U.S. Environmental Protection Agency. Consequently, PU is a solidification agent with high-early strength.
10
Pande, Prashant, Jayant Raut, Rajesh Bhagat, and Boskey Bahoria. "Influence of Agro-Industrial Waste on Unconfined Compression Strength Parameters of Expansive Soil: An Experimental Investigation." Journal of Advanced Research in Applied Mechanics 125, no. 1 (2024): 27–41. http://dx.doi.org/10.37934/aram.125.1.2741.
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Expansive soils pose a significant challenge in construction due to their potential to cause structural damage through its swelling and shrinking characteristics. Simultaneously, the disposal of numerous industrial and agricultural wastes poses challenges that contribute to environmental ecosystem damage. This experimental study explores the effect of agro-industrial waste on the mechanical properties of expansive soil. Specifically, the impact of incorporating agro-industrial waste materials, such as bagasse ash, plastic strips, and coir fiber, is investigated through assessments of unconfined compression strength. The unconfined compressive strength (UCS) test was conducted to examine various parameters of different combinations involving expansive soil, bagasse ash, coir fiber, and plastic strips. The results demonstrated notable improvements in Unconfined Compression Strength (UCS), particularly when incorporating a specific combination of 10% Bagasse Ash, 0.5% Plastic Strips, and 0.75% Coir Fiber) which resulted in a remarkable 49% increase in UCS. The findings show that including plastic strips enhances UCS by 2%, Coir Fiber improves it by 5%, and a combination of Bagasse Ash, plastic strips, and Coir Fiber leads to a 7% increase in UCS. The study on incorporating agro-industrial waste materials, such as bagasse ash, plastic strips, and coir fiber, reveals substantial improvements in the mechanical properties of expansive soil. This study contributes to the sustainable utilization of agro-industrial waste for soil improvement, offering a promising avenue for eco-friendly geotechnical solutions. Future work could explore the long-term performance and scalability of these materials in various soil conditions.
11
Linares-Unamunzaga, Alaitz, Heriberto Pérez-Acebo, Marta Rojo, and Hernán Gonzalo-Orden. "Flexural Strength Prediction Models for Soil–Cement from Unconfined Compressive Strength at Seven Days." Materials 12, no. 3 (2019): 387. http://dx.doi.org/10.3390/ma12030387.
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Soil–cement is an environmentally friendly road construction technique for base and subbase materials, which allows employing soils placed in the right-of-way of the road or in the surroundings, by improving its engineering properties. With this technique, it is possible to reduce the over-exploitation of quarries, the necessity of landfills and the pollutant gas emission due to the reduction of aggregate fabrication and transport. The manufacturing of soil–cement is generally controlled by means of the Uniaxial Compressive Strength (UCS) test at seven days, according to the regulations of each country. Nonetheless, one of the properties that best defines the performance of soil–cement is the Flexural Strength (FS) at long term, usually at 90 days. The aim of this paper is to develop new equations to correlate the UCS and the FS at long term and the UCS at seven days and at 90 days. Obtained results validate the proposed models and, hence, the flexural strength can be predicted from the Uniaxial Compressive Strength at seven days, allowing, if necessary, correcting measures (recalculation or rejection) in early stages of the curing time to be taken.
12
Nursar, Achmad Satria, Iswan Iswan, and Setyanto Setyanto. "Komparasi Nilai Daya Dukung Tanah Lempung Ditinjau dari Hasil Uji Skala Penetrasi Konus Dinamis, Uji CBR Laboratorium dan Uji Kuat Tekan Bebas." Jurnal Rekayasa Sipil dan Desain 3, no. 2 (2016): 193–204. https://doi.org/10.23960/jrsdd.v3i2.451.
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Soil bearing capacity can be determined with several kind of test, that could produce different testresult for same sample in accordance to characteristics of test equipment and main targets of eachtest equipment in determining soil parameters. This research aimed to compare characteristics ofsoil bearing capacity that obtained from DCP (Dynamic Cone Penetrometer) test, LaboratoryCBR test, and UCS (Unconfined Compressive Strength) test.The soil sample which tested on this research was from Margakaya village and Palputih village,District of Jati Agung, South Lampung and Blimbing Sari village, District of Jabung, EastLampung. Soil sample for Laboratory CBR test was made by compaction. Meanwhile, soilsamples for UCS test was undisturbed soil and remoulded sample.The result of research showed that the CBR value of DCP test result was greater than theLaboratory CBR test result with margin less than 1%. The CBR value was directly proportional tothe compressive strength of its soil. Meanwhile, the DCPI value of DCP test result was inverselyproportional to the design CBR value and the compressive strength of its soil.Keywords: California Bearing Ratio, DCPI, clay, compressive strength
13
Feijoo Calle, Ernesto Patricio, and Bernardo Andrés Feijoo Guevara. "Characterization of the unconfined compressive strength test in rocks by fine granulometry." Minerva 1, no. 3 (2020): 5–14. http://dx.doi.org/10.47460/minerva.v1i3.12.
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This work presents a proposal for the characterization of the UnconfinedCompressive Strength test (UCS), through a series of operations that can be carried outwithout inconvenience in the field. Initially, fresh rock samples are obtained from outcropsin the area and specimens of specific dimensions are made. After the test specimenelaboration phase, crushing and granulometric classification tests are carried out witha set of specimens and in parallel with a second group, UCS tests are carried out. With theresults, the rock is characterized by graphing granulometric curves and in this graph theareas of fine granulometry are focused, inserting in these areas, the average value of UCS,with which it can be identified and determined when it is really necessary and It is inevitableto send rock samples to laboratories, thus saving time and money for the mining project.
 Keywords: compression, crushing, granulometry, rock.
 References
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 [6] E. Feijoo, C. Flores and B. Feijoo, "The Concept of the Granulometric Area and Its Relation with the Resistance to theSimple Compression of Rocks," 2019 7th International Engineering, Sciences and Technology Conference (IESTEC), Panama,Panama, 2019, pp. 52-56.
 [7] E. Feijoo and C. Iñiguez, “Corte en rocas y su relación con la resistencia a compresión simple”, RISTI, N.o E 30, pp. 59-67,junio 2020.
 [8] M. Galván. Mecánica de Rocas. Correlación entre la Resistencia a Carga Puntual y la Resistencia a Compresión Simple. Colombia: Universidad del Valle, 2015.
 [9] W. Marín. Evaluación de parámetros materiales de fractura en roca intacta. Colombia: Universidad Nacional de Colombiasede Medellín, 2017.
 [10]E. Feijoo and J. Padrón, “La resistividad de rocas y su relación con la resistencia a compresión simple en mina”, UCT, vol. 24, Núm. 99, pp. 61-67, abril 2020.
14
Ismail, Amiruddin, Mojtaba Shojaei Baghini, Mohamed Rehan Karim, et al. "Laboratory Investigation on the Strength Characteristics of Cement-Treated Base." Applied Mechanics and Materials 507 (January 2014): 353–60. http://dx.doi.org/10.4028/www.scientific.net/amm.507.353.
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Cement-Treated Base (CTB) is a non-conventional method used in road bases materials to improve its engineering properties due to the hardening of cement when moisture is present and extends the period of curing times. This study investigates the effects of cement additive on properties of base layer using laboratory mechanistic evaluation of stabilized soil mixtures. Laboratory tests conducted were Unconfined Compressive Strength (UCS), Indirect Tension test for Resilient Modulus (ITRM) and Flexure Strength (FS) tests. The results revealed that by adding Portland cement, the mechanical properties of the mixture have improved where the UCS is found to be an important quality indicator. In addition, the variables that influenced these tests, which are cement content, curing time, moisture content, and dry density, play important role to determine the performance of CTB. This paper presents the finding of a correlation conducted to analyse the influences of these variables using regression and ANOVA to establish significant models with the aim of predicting the strength base on mixture parameters. Keywords: Cement-Treated Base, Unconfined Compressive Strength, Indirect Tension test for Resilient Modulus, Flexure Strength, Moisture Content, Dry Density, Regression Analysis.
15
Saleh, Samaila, Nur Zurairahetty Mohd Yunus, Kamarudin Ahmad, and Nazri Ali. "Stabilization of Marine Clay Soil Using Polyurethane." MATEC Web of Conferences 250 (2018): 01004. http://dx.doi.org/10.1051/matecconf/201825001004.
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Many chemicals stabilisation techniques are being employed all over the world to improve the engineering and physical properties of the problematic soils and reduce the potential damages caused by them. Out of those chemical stabilisation technics, application of Polyurethane to improve the strength of marine clay was investigated in the laboratory. Characterization of the soil geotechnical properties was carried out by conducting laboratory test that includes natural moisture content, Atterberg limits, grains sizes analyses, specific gravity, moisture-density relationship, unconfined compressive strength (UCS), organic matter content and PH tests. Unconfined compressive strength test at optimum moisture content with varying the dose of the Polyurethane content was conducted to test the effectiveness of Polyurethane as a chemical stabiliser. The result of the preliminary tests of the sample shows that the soil has a liquid limit of 65%, plastic limit of 26% and plasticity index of 53%. The percentages of gravel, sand and fines in the marine clay sample were 0 %, 1.32 % and 98.68 % respectively %. The results of the UCS test also revealed that Polyurethane stabilisation improved the strength of marine clay by 230%. Thus, the improvement in strength of stabilised marine clay soil can significantly reduce the overall thickness of the pavement and total cost of the road construction in future.
16
Yu, Jianlin, Zihao Mao, Jiajin Zhou, Zhongxiang Yu, Xiangwu Liu, and Xiaonan Gong. "Experimental Study on Engineering Properties of Cemented Soil with High Water Content." Applied Sciences 13, no. 2 (2023): 937. http://dx.doi.org/10.3390/app13020937.
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A series of unconsolidated-undrained triaxial tests and unconfined compressive strength (UCS) tests for cemented soils with different curing times were carried out in this research. In total, three cemented soil mixtures with different cement contents were adopted in the tests, and the confining pressure was controlled in the range of 100–1600 kPa. The influence of curing time, cemented soil mixture ratio and confining pressure on the compressive and shear capacity of cemented soil was analyzed based on the test results. The test results indicate that the cement content and curing time both had a great influence on the strength of cemented soil, the UCS of the cemented soil increased linearly with the curing time under the semi-logarithmic coordinate, the cemented soil exhibited strain softening characteristics in the axial shear tests, and the maximum deviatoric stress of the cemented soil increased with the increase in confining pressure. A linear correlation was found between the cohesion and the UCS of cemented soil, and the cohesion was about 0.40 times the compressive strength.
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Muhiddin, Achmad Bakri, and Marthen M. Tangkeallo. "Correlation of Unconfined Compressive Strength and California Bearing Ratio in Laterite Soil Stabilization Using Varied Zeolite Content Activated by Waterglass." Materials Science Forum 998 (June 2020): 323–28. http://dx.doi.org/10.4028/www.scientific.net/msf.998.323.
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In remote areas, most roads still use pavements that are very sensitive to climate change, especially those using clay pavements with high plasticity. In addition to the issue of cost, the difficulty of obtaining a proper source of material is another problem that has led to soaring prices for materials. In this regard, a study was conducted using local materials, namely zeolite as a stabilizing material added with waterglass as activating agent. The research began with samples of laterite soil and natural zeolite for XRD test (microstructure testing), and then testing for laterite soil’s index properties and engineering properties, namely Unconfined Compressive Strength and CBR value. The purpose of the test is to determine the correlation between the Unconfined Compressive Strength (UCS) and the soil bearing capacity (CBR) caused by adding zeolite as stabilizer material and waterglass as activator with increasing curing time. Laterite soils contain a brownish red iron oxide. The stabilizing material zeolite contains a crystalline mineral of alumina silicate SiO2. While waterglass composed of sodium meta silicate. Stabilization carried out by mixing 4%, 8%, 12%, 16%, and 20% of zeolite with addition of 2% waterglass, percentage was measured based on soil dry weight. Specimens were tested at curing time of 0, 7, 14, and 28 days. The test result shows increasing UCS and CBR values with increasing percentage of zeolite. At mix of 20% zeolite and 2% waterglass, the unconfined compressive strength reaches 23.54 kg/cm2 with CBR value 58% at 28 days of curing time.
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Teijón-López-Zuazo, E., Á. Vega-Zamanillo, M. Á. Calzada-Pérez, and L. Juli-Gándara. "Estimation of unconfined compressive strength of cement-stabilized jabre as material upgrade on highway construction." Materiales de Construcción 70, no. 338 (2020): 218. http://dx.doi.org/10.3989/mc.2020.09019.
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Granite rock has powerful alterations at several meters of depth. The clayed sand resulting is commonly known as jabre. This “in situ” mixture of cement-stabilized soil requires a laboratory formula. Even when the test section is correctly verified, the mechanical properties of the homogeneous mixture of jabre exhibit high degrees of dispersion. The laboratory work undertaken included particle-size analysis and screening, definition of liquid and plastic limits, compressive strength, dry density and moisture content over stabilized samples, modified Proctor, California Bearing Ratio (CBR) and the determination of the workability of the hydraulically bound mixtures. The stress resistance curve was analyzed by means of a multilinear model of unconfined compressive strength (UCS). Since practical engineering only requires UCS for 7 days, in order to gain greater knowledge of the material, other UCS transformations were used at other curing times such as 7, 14 and 28 days.
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Nyebe, E. A., J. E. Sani, G. Moses, I. Ibrahim, and E. O. Ameh. "The effect of water pH on unconfined compressive strength of lime-treated clay soil for liner materials in waste containment facilities." Nigerian Journal of Technology 43, no. 2 (2024): 217–24. http://dx.doi.org/10.4314/njt.v43i2.3.
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Clay soil obtained from the Gwagwalada area of Abuja in the Northern part of Nigeria was obtained and used for this study to determine the suitability of water pH on soil strength for waste containment facilities such as landfills and surface impoundments. Water pH influences the strength and durability of soils employed in these facilities and the potential for chemical reactions that can damage containment barriers. An unconfined compressive strength test was conducted using British Standard Light (BSL) and British Standard Heavy (BSH) compaction at varying water pH (i.e., Acidic, Neutral, and Alkaline water) to see the effect it can have on the life span of the clay as a liner material. High-quality liner materials must meet the minimum unconfined compressive strength requirement of 200 kN/m2. According to the test outcomes, when the amount of lime in the soil increased, especially at 4% content, the maximum dry density (MDD) increased to 1.81, 1.78, and 1.71 Mg/m3, and the optimum moisture content (OMC) decreased to 15.0,14.0, 16.0% for BSL compaction similar trend to BSH. The MDD is 1.93,1.83, 1.90 Mg/m3, and OMC is 13.2, 14.0, and 12.4% for BSH compaction for acidic, alkaline, and neutral water, respectively. The unconfined compressive strength (UCS) decreases as moulding water increases. The UCS values meet the 200 kN/m2 minimum requirement for soils compacted with acidic and neutral pH water for all compaction efforts. When treated with neutral water, the recommendation of 4% lime addition compacted at BSH for liner material construction at -2%, 0, +2% OMC. It is also recommended that alkaline water is unsuitable for constructing liners because it reduces the strength of treated soil.
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Qiu, Xinyi, Junjie Yang, Yalei Wu, Lijun Yan, and Qiang Liu. "Effect of Fiber Content on Mechanical Properties of Fiber-Reinforced CGF All-Solid-Waste Binder-Solidified Soil." Materials 17, no. 2 (2024): 388. http://dx.doi.org/10.3390/ma17020388.
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In order to realize the resource utilization of solid waste and improve the tensile strength and toughness of soil, CCR-GGBS-FA all-solid-waste binder (CGF) composed of general industrial solid waste calcium carbide residue (CCR), ground granulated blast furnace slag (GGBS) and fly ash (FA) was used instead of cement and combined with polypropylene fiber to strengthen the silty soil taken from Dongying City, China. An unconfined compressive strength test (UCS test) and a uniaxial tensile test (UT test) were carried out on 10 groups of samples with five different fiber contents to uncover the effect of fiber content on tensile and compressive properties, and the reinforcement mechanism was studied using a scanning electron microscopy (SEM) test. The test results show that the unconfined compressive strength, the uniaxial tensile strength, the deformation modulus, the tensile modulus, the fracture energy and the residual strength of fiber-reinforced CGF-solidified soil are significantly improved compared with nonfiber-solidified soil. The compressive strength and the tensile strength of polypropylene-fiber-reinforced CGF-solidified soil reach the maximum value when the fiber content is 0.25%, as the unconfined compressive strength and the tensile strength are 3985.7 kPa and 905.9 kPa, respectively, which are 116.60% and 186.16% higher than those of nonfiber-solidified soil, respectively. The macro–micro tests identify that the hydration products generated by CGF improve the compactness through gelling and filling in solidified soil, and the fiber enhances the resistance to deformation by bridging and forming a three-dimensional network structure. The addition of fiber effectively improves the toughness and stiffness of solidified soil and makes the failure mode of CGF-solidified soil transition from typical brittle failure to plastic failure. The research results can provide a theoretical basis for the application of fiber-reinforced CGF-solidified soil in practical engineering.
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Ye, Jiahao, Ping Jiang, Lejie Chen, Xuhui Zhou, Fei Rao, and Xinyi Tang. "Strength and Deformation Characteristics of Fiber and Cement-Modified Waste Slurry." Polymers 15, no. 16 (2023): 3435. http://dx.doi.org/10.3390/polym15163435.
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Using fiber and cement to modify waste slurry and apply it to roads is an effective way to recycle waste slurry. A new type of road material, fiber–cement-modified waste slurry (FRCS), was prepared in this study. The static and dynamic characteristics of the cement soil were studied using an unconfined compressive strength test and dynamic triaxial test. The results show that the optimum fiber content of FRCS is 0.75%. In the unconfined compressive strength test, under this fiber content, the unconfined compressive strength (UCS) of the FRCS is the largest, and the elastic modulus and modulus strength ratio are both the smallest, indicating that the tensile properties of the cement slurry have been enhanced. In the dynamic triaxial test, the hysteretic curve of the FRCS tends to be stable with the increase in the number of cycles, the dynamic elastic modulus of the FRCS decreases first and then increases with the increase in the dosage, while the damping ratio becomes stable after a rapid decline, and the fiber incorporation increases the cumulative strain of the soil–cement under low-stress cycles, indicating that the ductility of the FRCS is improved. In addition, a cumulative strain prediction model of the FRCS is established in this paper, which can provide a reference for the resource application of waste slurry in road engineering.
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Abhishek, Abhishek, R. K. Sharma, and Priyanka Shandil. "Stabilization of Soil by Using Construction & Demolition Waste, Calcium Carbide Residue, Molasses and Glass Fiber Reinforcement." Advanced Engineering Forum 54 (January 20, 2025): 57–75. https://doi.org/10.4028/p-uzdc3j.
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Soil stabilization is crucial for enhancing the engineering properties of soil and constructing durable infrastructure, such as highways, airports, and roadways. The study's constituents were previously employed separately, and the soil's strength improved when they were coupled with other ingredients. Experimental investigations were conducted to assess the effects of varying proportions of C&D waste, CCR, and molasses on key soil characteristics, including compaction, shear strength, and plasticity. A series of crucial tests, including Atterberg limits, compaction characteristics, differential swell index, unconfined compressive strength (UCS), California Bearing Ratio (CBR), and Scanning Electron Microscope (SEM) analysis, were conducted to evaluate the performance of the stabilized soil. Test results indicated marked improvements in the Atterberg limits, reduced swell potential, and elevated values of UCS and CBR, demonstrating the effectiveness of the proposed stabilization method. CDW, CCR, and molasses enhance Unconfined Compressive Strength (UCS) by improving strength and cohesion. The addition of these chemicals significantly improved the performance of the soil, as seen by the decreased settling, enhanced strength, and greater infrastructure durability. Molasses served as an effective natural binder, while glass fibers improved tensile strength and durability by distributing stress evenly. This approach addresses waste management issues and promotes sustainable construction practices, offering a cost-effective solution for enhancing soil performance and paving the way for resilient infrastructure development.
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P.K., Kolay, and Pui M.P. "Peat Stabilization using Gypsum and Fly Ash." Journal of Civil Engineering, Science and Technology 1, no. 2 (2010): 1–5. http://dx.doi.org/10.33736/jcest.75.2010.
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This paper presents the stabilization of local peat soil from Matang, Sarawak, using gypsum and fly ash. Peat soil has been identified as one of the major groups of soils found in Malaysia, which has high compressibility and low shear strength. Presence of soft or peaty soil is a major problem encountered by civil engineers in Sarawak. Different percentages of gypsum (i.e., 2, 4, 6 and 8%) and fly ash (i.e., 5, 10, 15, 20 and 25%) were added into peat soil at optimum moisture content and it’s maximum dry density determined by standard Proctor test. Unconfined compressive strength (UCS) test were conducted to determine the strength gain after 7, 14 and 28 days of curing periods. Physical properties of the peat soil have also been studied for identification and classification purposes. The unconfined compressive strength test results show that the peat soil gained strength due to the addition of different percentages of admixtures such as gypsum and fly ash and the strength also increases with the increase of curing periods.
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Zahoor, Aun, Muhammad Usman Azhar, Saif Ur Rehman, and Farrukh Rahim Shehzad. "A Comparison Between Schmidt Rebound Hammer Test and Point Load Index Test (IS50) for the Effectiveness in Estimating the Unconfined Compressive Strength of Intact Rock- A Case Study with respect to Limestone of Early Eocene Nammal Formation, Central Salt." International Journal of Economic and Environmental Geology 10, no. 2 (2019): 139–44. http://dx.doi.org/10.46660/ijeeg.vol10.iss2.2019.283.
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In a bid to find some possible relation of Unconfined Compressive Strength (UCS) with relatively simplelaboratory tests like Point Load Test (PLT) and Schmidt Rebound Hammer Test (SRHT), some 50 core samples ofMiddle Eocene Nammal formation from Central Salt Range in Pakistan were collected and subjected to these testmethods as per respective test standards of International Society of Rock Mechanics (ISRM). The values of SRHT andPLT were separately compared to the respective values of UCS so as to find the linear relations. On the basis of the R2value of Regression Analysis, it has been found that a strong correlation with a high degree of accuracy exists betweenPLT and UCS while the degree of accuracy between SRHT and UCS was found to be low.
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Zahoor, Aun, Muhammad Usman Azhar, Saif Ur Rehman, and Farrukh Rahim Shehzad. "A Comparison Between Schmidt Rebound Hammer Test and Point Load Index Test (IS50) for the Effectiveness in Estimating the Unconfined Compressive Strength of Intact Rock- A Case Study with respect to Limestone of Early Eocene Nammal Formation, Central Salt." International Journal of Economic and Environmental Geology 10, no. 2 (2019): 139–44. http://dx.doi.org/10.46660/ojs.v10i2.283.
Full textAbstract:
In a bid to find some possible relation of Unconfined Compressive Strength (UCS) with relatively simplelaboratory tests like Point Load Test (PLT) and Schmidt Rebound Hammer Test (SRHT), some 50 core samples ofMiddle Eocene Nammal formation from Central Salt Range in Pakistan were collected and subjected to these testmethods as per respective test standards of International Society of Rock Mechanics (ISRM). The values of SRHT andPLT were separately compared to the respective values of UCS so as to find the linear relations. On the basis of the R2value of Regression Analysis, it has been found that a strong correlation with a high degree of accuracy exists betweenPLT and UCS while the degree of accuracy between SRHT and UCS was found to be low.
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Suhairiani, S., N. H. Panjaitan, and E. K. Sinaga. "Testing The Difference Value of Compressive Strenght for Distrub and Undistrub Soil in Sibolga Hill Landslide." Journal of Physics: Conference Series 2908, no. 1 (2024): 012017. https://doi.org/10.1088/1742-6596/2908/1/012017.
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Abstract One of the parts in soil parameters that can determine the shear strength of soil is the soil compressive strength value which is obtained from the Unconfined Compression Strength (UCS) test. The value of the shear strength of soil is half value of soil compressive strength. This research uses experiment method that is done in the laboratory, using distrub and undistrub soil sample models which originate from landslide in the area of Aek Parombunan, Pancuran gerobak and Angin Nauli Village of Sibolga. The results that want to be obtained in this research are seeing the differences great value of “qu” (soil compressive strength value) which represents the soil samples that are tested, so that great and little value of “qu” can determine the consistency properties of soil, and it can be used for data to evaluate the ability of soil to support the load above it, and it can be used for initial data as an early warning of potential landslide.
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Jia, Liang, Li Zhang, Jian Guo, et al. "Evaluation on Strength Properties of Lime–Slag Stabilized Loess as Pavement Base Material." Sustainability 11, no. 15 (2019): 4099. http://dx.doi.org/10.3390/su11154099.
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This study aimed to investigate the feasibility of using lime–slag stabilized loess as base-course material by assessing its unconfined compressive strength (UCS). Loess stabilized with various mix ratios were compacted and cured to three, five, seven, and 28 days, respectively, for further strength tests. The effects of binder content, lime-to-slag (L/S) ratio, porosity, and curing time on the UCS of stabilized loess were addressed in detail. The test results show that UCS increases with the increase in binder content or curing time, and it gains strength rapidly within the first seven days of curing. At the same binder content, UCS decreases with the decrease in L/S ratio or porosity. Finally, the correlations of UCS with binder content, porosity, and curing time were derived, which exhibited reasonable correlation coefficients R2 (from 0.86 to 0.97).
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Chen, Guan Huan, and Jian Zhong Zhu. "An Experiment for Effects of Different Additives on Strength of Sediment Solidification." Applied Mechanics and Materials 357-360 (August 2013): 1235–40. http://dx.doi.org/10.4028/www.scientific.net/amm.357-360.1235.
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The solidification method is a significant and resultful method for the disposal of dredged sediment. Solidified agents can be employed to improve the unconfined compressive strength (UCS) of sediment solidification. In this work, considering of economy and practicability, three kinds of optimized compound additives are selected and investigated on the effects of UCS of sediment solidification. 7d., 14d.and 28d. solidification stadium were taken to test the UCS of samples. Results showed that the activator had the best effect on increasing the UCS. The comparative tests also indicated that adding any kind of additive into the cement-based materials could improve the UCS of sediment solidification, the highest value of UCS was 11.02MPa (SCAHR). By means of scan electron microscope (SEM) technology, the microstructure images of the raw sample and solidified sample were obtained, which help to understand the development of UCS of the solidified sediments.
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Suparman, Suparman, Aiun Hayatu Rabinah, Lilik Satriyadi, Sudarmono Sudarmono, and Warsiti Warsiti. "OPTIMALISASI ENZIM UREASE UNTUK MENINGKATKAN KAPASITAS DUKUNG TANAH LUNAK." Wahana Teknik Sipil: Jurnal Pengembangan Teknik Sipil 29, no. 1 (2024): 194–204. https://doi.org/10.32497/wahanats.v29i1.5659.
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The main problems with soft clay soil are high water content, low soil mineral content, and high compressibility, so stabilization materials are needed that can increase the bearing capacity of soft soil. In this research, the urease enzyme was used as a catalyst to increase the bearing capacity of the soil. The material used is organic material, namely soybean powder. The stabilization materials used are urea (CHâ‚„Nâ‚‚O), calcium chloride (CaCl2), and soybean powder (urease enzyme), which will form a lime compound so that it functions as a catalyst for adhesive in stabilizing soft soil. This research aims to improve soft soil by stabilizing it using the SICP (Soybean Induced Calcite Precipitation) method. The variations in urea and CaCl2 concentrations used were 1 mol/L, 2 mol/L, 3 mol/L, 4 mol/L, and 5 mol/L. The soybean extract concentrate used was 30% with a curing time of 7 days. The most optimal test result and what is used is 3 mol/L. This is in line with the SEM and XRD test results. Test specimens were made and cured for 7, 14, 21, and 28 days and then tested for unconfined compressive strength (UCS) to determine the effect of adding calcium carbonat on soil strength. The UCS test shows that the optimum shear strength value of soil cemented with calcium carbonat is produced in a curring period of 14 days is 1.02 kg/cm2. Meanwhile, for a curring period of more than 14 days, the increase in the unconfined compressive strength value is relatively very small. The increase in soil compressive strength after stabilization was 30.77%. The compressive strength value of the soil increases due to the presence of calcium carbonat formed between the soil grains.
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Yuan, Lujing, Gang Li, Jia Liu, Pengzhou Wang, Cong Liu, and Jinli Zhang. "Study on Mechanical Properties of Sandy Soil Solidified by Enzyme-Induced Calcium Carbonate Precipitation (EICP)." Buildings 14, no. 7 (2024): 1977. http://dx.doi.org/10.3390/buildings14071977.
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Earth–rock dams are widely distributed in China and play an important role in flood control, water storage, water-level regulation, and water quality improvement. As an emerging seepage control and reinforcement technology in the past few years, enzyme (urease)-induced calcium carbonate precipitation (EICP) has the qualities of durability, environmental friendliness, and great economic efficiency. For EICP-solidified standard sand, this study analyzes the effect of dry density, amount of cementation, standing time, perfusion method, and other factors on the permeability and strength characteristics of solidified sandy soil by conducting a permeability test and an unconfined compression test and then working out the optimal solidification conditions of EICP. Furthermore, a quantitative relationship is established between the permeability coefficient (PC), unconfined compressive strength (UCS), and CaCO3 generation (CG). The test findings indicate that the PC of the solidified sandy soil decreases and the UCS rises as the starting dry density, amount of cementation, and standing time rise. With the increase of CG, the PC of the solidified sandy soil decreases while the UCS increases, indicating a good correlation among PC, UCS, and CG. The optimal condition of solidification by EICP is achieved by the two-stage grouting method with an initial dry density of 1.65 g/cm3, cementation time of 6 d, and standing time of 5 d. Under such conditions, the permeability of the solidified sandy soil is 6.25 × 10−4 cm/s, and the UCS is 1646.94 kPa. The findings of this study are of great theoretical value and scientific significance for guiding the reinforcement of earth–rock dams.
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Zhou, Yijun, and Yulong Chen. "Experimental Study on the Aeolian Sand Solidification via MICP Technique." Geofluids 2022 (May 11, 2022): 1–11. http://dx.doi.org/10.1155/2022/4858395.
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This study solidifies the aeolian sand by microbial-induced carbonate precipitation (MICP) technique. The effects of cementation solution with different concentrations, particle size, and grouting batches are examined via the bender element, unconfined compressive test, and scanning electron microscope (SEM). The bender element results show that the wave speed of loose aeolian sand is 200 m/s; however, after solidification of the aeolian sand, the speed of P-wave is about 450-600 m/s and S-wave is about 350-500 m/s. Additionally, the unconfined compressive strength (UCS) results indicate that when the concentration of cementation solution is 0.75 mol/L, the UCS of biosolidified sand sample is the highest. Then, compared with the aeolian sand with original grade, the particles ranging from 0.1 to 0.4 mm have a better cementation effect. Moreover, the UCS of biosolidified sand samples increases along with the grouting batch. From the SEM images, it can be seen that when the grouting batch reaches to five times, the particles are almost completely covered by CaCO3 crystals compared with the three batches and four batches.
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Ngo, Huong Thi Thanh, Tuan Anh Pham, Huong Lan Thi Vu, and Loi Van Giap. "Application of Artificial Intelligence to Determined Unconfined Compressive Strength of Cement-Stabilized Soil in Vietnam." Applied Sciences 11, no. 4 (2021): 1949. http://dx.doi.org/10.3390/app11041949.
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Cement stabilized soil is one of the commonly used as ground reinforcement solutions in geotechnical engineering. In this study, the main object was to apply three machine learning (ML) methods namely gradient boosting (GB), artificial neural network (ANN) and support vector machine (SVM) to predict unconfined compressive strength (UCS) of cement stabilized soil. Soil samples were collected at Hai Duong city, Vietnam. A total of 216 soil–cement samples were mixed in the laboratory and compressed to determine the UCS. This data set is divided into two parts of the training data set (80%) and testing set (20%) to build and test the model, respectively. To verify the performance of ML model, various criteria named correlation coefficient (R), mean absolute error (MAE) and root mean square error (RMSE) were used. The results show that all three ML models were effective methods to predict the UCS of cement-stabilized soil. Amongst three model used in this study, optimized ANN model provided superior performance compare to two others models with performance indicator R = 0.925, RMSE = 419.82 and MAE = 292.2 for testing part. This study can provide an effective tool to quickly predict the UCS of cement stabilized soil with high accuracy.
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Benard Baya, Lameck, and Mwajuma Ibrahim Lingwanda. "Review of Correlations between Unconfined Compressive Strength (UCS) Values and Dynamic Cone Penetrometer (DCP–DN) Values of Stabilized Soils." October-December 4, no. 4 (2023): 613–26. http://dx.doi.org/10.62277/mjrd2023v4i40034.
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This paper discussed test methods, test and sample types, types of stabilisers and soils, applications, and limitations of various developed relationships between UCS and DCP DN values. The review of correlations between unconfined Compression Strength (UCS) values and Dynamic Cone Penetration (DCP-DN) values of stabilised soils will provide guidance on the selection of suitable regression models from what is available in the literature to enable the estimation of UCS from DCP values. The DCP test was found to be economical, rapid, portable, easy to operate and understand, and the most versatile test that provides comprehensive results. Many studies and various nations have adopted the ASTM D6951 DCP equipment for use. Previous studies show that DCP DN values are affected by the soil type, stabiliser and curing period, particle size, plasticity, moisture contents, liquid limit, dry density, UCS, confinement in mould, and investigation depth. The various existing regression models are useful for quick estimation of in-situ UCS of stabilised layers since the termination of in-situ UCS is expensive, tedious, difficult, and time-consuming. However, these regression models must be used with caution as they are dependent on material properties and other factors that influence the DCP DN values. Furthermore, the available correlations cannot be treated as an absolute substitute for laboratory values, and their application requires experience and engineering judgment. This allows further research to develop multiple regression models to correlate UCS and DCP with the same compactive effort and mould size, which will consider material properties and the effect of confinement on the laboratory DCP DN test in the standard mould.
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Indriani, Lia, Slamet Riyadi, and Ahmad Zaki. "Prediction of Unconfined Compressive Strength in Stabilized Clay Soil Using Artificial Neural Networks." BIO Web of Conferences 144 (2024): 06002. http://dx.doi.org/10.1051/bioconf/202414406002.
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Expansive clay is a problematic type of soil because it has large shrinkage properties. One action that can be taken to improve problematic soil is to stabilize it with additives such as lime, cement, RHA, fly ash, and GGBS. The results of stabilization using additives like this can increase the strength value of clay soil. Artificial Neural Networks (ANN) have been introduced in the geotechnical field to predict different soil properties. This research develops an artificial neural networks model to predict the Unconfined Compressive Strength (UCS) value of soil that has been stabilized, this is because the artificial neural networks model can show superior prediction results due to its flexibility and adaptability in generating data. The amount of data in this test was 420 and was divided into 336 training data and 84 testing data. In carrying out the training phase, 13 inputs were used in the form of granulometric test results, and in the testing phase, data from soil-free compression tests in the laboratory were used. The result of this research is that the use of the artificial neural networks model can predict the soil unconfined compressive strength value accurately because it gets a coefficient of determination value of 0.99229 which is almost close to number one.
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Gupta, Gourav. "Investigational Study on the Influence of Polypropylene Fiber and Copper Slag in the Stabilization of Clayey Soil." INTERNATIONAL JOURNAL OF SCIENTIFIC RESEARCH IN ENGINEERING AND MANAGEMENT 09, no. 06 (2025): 1–9. https://doi.org/10.55041/ijsrem49422.
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Abstract - The use of plastic items, including bottles made of polyethylene (PE) and polypropylene (PP), has expanded dramatically in recent years, which could result in a number of environmental problems. Finding ways to handle these waste products without endangering the environment is crucial. Utilizing plastic waste as materials for soil stabilization is one of these techniques. Polypropylene Fiber (PP) has been used as a fiber in this investigation. Standard laboratory tests were conducted in order to assess the stabilization's impact. Among the tests were the California Bearing Ratio (CBR), unconfined compressive strength (UCS), and standard compaction test. The main purpose of this study is to find the best way to combine clay soil with copper slag and polypropylene fiber. A comparison of virgin soil, soil including copper slag, and soil containing copper slag and polypropylene fiber is made in order to examine engineering properties like liquid limit, plastic limit, maximum dry density, California Bearing Ratio Test, and Unconfined Compressive Strength (UCS). Polypropylene fiber is utilized in varying amounts, such as 1.0%, 1.5%, and 2.0%, in conjunction with three distinct combinations of copper slag at 15%, 20%, and 25%. The UCS and CBR rise as the amount of Copper Slag added to Polypropylene Fiber increases, according to the analysis of these experiments. The highest values of UCS and CBR were found at 1.5% Polypropylene Fiber and 15% Copper Slag. As a reinforcing material, polypropylene fiber intermixed with soil helps to bind soil particles together, and the "bridge effect" of fiber reinforcement in soil prevents stress cracks from spreading further. Key Words: Compaction test, CBR, UCS, Copper Slag, Polypropylene Fiber
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Al-Zubaidy, Worood, and Mohammed Al-Jawad. "Prediction Unconfined Compressive Strength for Different Lithology Using Various Wireline Type and Core Data for Southern Iraqi Field." Journal of Engineering 29, no. 11 (2023): 109–28. http://dx.doi.org/10.31026/j.eng.2023.11.07.
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Unconfined Compressive Strength is considered the most important parameter of rock strength properties affecting the rock failure criteria. Various research have developed rock strength for specific lithology to estimate high-accuracy value without a core. Previous analyses did not account for the formation's numerous lithologies and interbedded layers. The main aim of the present study is to select the suitable correlation to predict the UCS for hole depth of formation without separating the lithology. Furthermore, the second aim is to detect an adequate input parameter among set wireline to determine the UCS by using data of three wells along ten formations (Tanuma, Khasib, Mishrif, Rumaila, Ahmady, Maudud, Nahr Umr, Shuaiba and Zubair). After calibration with core test, the results revealed that Young’s Modulus correlations are the best to predict UCS with RMSE (53.23 psi). Furthermore, the result showed that using the static Young Modulus as an input parameter in predicting UCS gives a closer result to the laboratory test than using a sonic log. This study found that many previous equations were developed for only one type of rock and tended to generalize poorly to the broader database. This study also provided more accurate rock strength estimation, leading to better prognosis in operational strategies and hydraulic fracturing location planning in oil well development when geomechanical analysis needs to be addressed where no core is available. Finally, the expected continuous rock mechanical profile indicates the formation's strength and stability around the wellbore.
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Simanjuntak, Meita, Putty Maura Amalia, Geni Firuliadhim, and Syahril Syahril. "Evaluation of Soil Stabilization from Marble Ash Powder and Asphalt Emulsion as Supporting Soil for Logistics Buildings." Potensi: Jurnal Sipil Politeknik 26, no. 2 (2025): 61–66. https://doi.org/10.35313/potensi.v26i2.6055.
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This research focuses on improving the bearing capacity of soil by applying soil stabilization methods. Specifically, this research explores the use of a mixture of marble powder ash and emulsified asphalt to improve soil physical properties and increase soil bearing capacity to support logistics buildings such as lime or rice storage warehouses. This research was conducted in Cililin area which has soft clay soil that is unsuitable for construction. Tests were conducted in the laboratory using various compositions of marble dust ash (0%; 2.5%; 5%; 7.5%; 10%) and 6% emulsified asphalt. The tests measure the CBR (California Bearing Ratio) and UCS (Unconfined Compressive Strength) values of the soil. The tests measured the CBR (California Bearing Ratio) and UCS (Unconfined Compressive Strength) values of the soil. The test results showed a direct relationship between increasing marble ash composition with CBR and UCS values, with the highest design CBR value in the unsoaked method being 8% and the maximum qu value being 1.676 kg/cm². However, the desired CBR value of >10% was not achieved in this study. To fulfill this requirement, future studies should consider compositions higher than 10% and for better results can use asphalt emulsion of more than 6%.
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Wei, Jihong, Fanxuan Kong, Jin Liu, et al. "Effect of Sisal Fiber and Polyurethane Admixture on the Strength and Mechanical Behavior of Sand." Polymers 10, no. 10 (2018): 1121. http://dx.doi.org/10.3390/polym10101121.
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One major problem related to sandy soil is its low shear strength and cohesion in engineering. Although much effort has been made to strengthen sand mass with satisfactory performances, most undertakings lack environmental considerations. Thus, a combination of natural fiber and macromolecule polymer material attempts to achieve both strength and eco-friendliness. In the present investigation, sisal fiber (SF) and water-based polyurethane (PU) were used to reinforce sand. A series of unconfined compression tests were carried out on sand specimens at different percentages of fiber contents (0.2%, 0.4%, 0.6%, and 0.8% by weight of dry sand) and polymer contents (1%, 2%, 3%, and 4% by weight of dry sand). The results showed within our test range that the unconfined compressive strength (UCS) as well as post-peak strength of specimens increase with fiber and polymer contents. The inclusion of fiber and polymer significantly improve the ductility of specimens. The effect of dry densities on UCS were studied with three proportions. It is found that a high dry density led to an increase of UCS due to an effective contact area increase. The interactions were studied by observation through scanning electron microscopy (SEM) images. The presence of water-based polyurethane has the potential to improve the interparticle cohesion of sand due to its unique network membrane structure. The fiber reinforcement benefit depends strongly on the friction, interlocking force, and bond strength at the interface.
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Hu, Peng, Shufeng Chen, Zhao Duan, Nian-qin Wang, Ye Hao, and Xian Wang. "Effect of freeze-thaw cycles on mechanical performance of loess soil stabilized with nano magnesium oxide." PLOS One 20, no. 4 (2025): e0319909. https://doi.org/10.1371/journal.pone.0319909.
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Construction in northwest China is generally packed with issues linked to loess soil with poor engineering properties and day-night and seasonal freeze-thaw (FT) actions. This study explored the potential benefits of nano-MgO (NM) as an innovative solution for improving mechanical properties of loess. To this end, a series of unconfined compression test (UCT) and nuclear magnetic resonance tests (NMRT) were conducted. Results showed that the unconfined compressive strength (UCS) exhibited an a “rise-fall” trend with the addition of NM. An optimum dosage of 2% NM is expected to bring about 71.9% and 143.5% strength gain for non-FT and FT samples, respectively. Meanwhile, the FT-induced strength reduction ratio decreased from 56.3% to 38.1% with NM content from 0 to 2%. These illustrated that NM can be very effective in improving mechanical performance and alleviating freeze-thaw damage. On the other hand, deformation modulus presented similar trends with UCS, while failure strain behaved in a reverse way. Accordingly, empirical models for UCS, as well as its relationships with modulus and failure strain, were established and validated by literature data. Furthermore, nuclear magnetic resonance tests revealed that adding NM could increase the proportion of bound water with intensive interaction, yielding improved performance and durability. This investigation shows that NM represents an alternative to cement for soil stabilization, and provides scientific support for the construction design in cold regions.
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Anggraini, Vivi, Iskandar Isdaryanto, Muhammad Imran Mohamad Illiayas, and Emmanuella Stephanie. "Short-Time Effects on Compressive Strength of Residual Soils Due to Rainwater." Journal of Material Science and Technology Research 9, no. 1 (2022): 87–96. http://dx.doi.org/10.31875/2410-4701.2022.09.09.
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Abstract: The short-term effects of acid rain on the geotechnical properties of residual soil were investigated. Artificial acid rain (AAR) of pH values 2, 4 and 6 was created with an infiltration setup to replicate the interaction between acid rain and soil. The soil specimens were infiltrated with AAR for durations of 30mins and 60mins for each pH level of 2, 4 and 6 and a control sample using deionised water of pH 7.5. Unconfined compression test (UCS) and Atterberg limits test were performed on the treated samples to study the mechanical behaviour and the characteristics of the soil once contaminated with AAR. The results revealed that reducing the pH value of AAR led to a reduction in compressive strength and Young’s modulus and an increment in liquid limit while the plastic limit remained unchanged. The reduction in compressive strength due to acid rain was observed to be almost halved when the bulk unit weight of the soil was increased for the same infiltration period.
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hussain, Tasadaq, and Anoop Sharma. "USE OF NANO SILICA AND NYLON FIBER TO STRENGTHEN THE ENGINEERING PROPERTIES OF CLAYEY SOIL." INTERANTIONAL JOURNAL OF SCIENTIFIC RESEARCH IN ENGINEERING AND MANAGEMENT 08, no. 07 (2024): 1–6. http://dx.doi.org/10.55041/ijsrem36401.
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Expansive soil is one among the problematic soils that has a high potential for shrinking when it is dried and swelling due to change of moisture content. Expansive soils (clays) popularly known as black cotton soils in India. Due to alternate swell-shrink behavior of expansive soils causes, distress in the foundation structures such as buildings, pavements of earth retaining walls etc. Understanding the behavior of expansive soil and adopting the appropriate control measures have been great task for the geotechnical engineers. Extensive research is going on to find the solutions for black cotton Soils. In this study, Nylon Fiber has been used in the form of fibers. The effect of the stabilisation was evaluated through carrying out standard laboratory tests. The tests included the standard compaction test, unconfined compressive strength (UCS) test, California Bearing Ratio (CBR) test. The main motive of this research is to investigate the optimal combination of Nano-Silica and Nylon Fiber with clay soil. The engineering properties such as liquid limit, plastic limit, maximum dry density and unconfined compressive Strength (UCS) are analyzed with virgin soil, the soil with Nano-Silica and combination of soil with Nano- Silica and Nylon Fiber. Three different combinations of Nano-Silica at different percentages 2%, 4% & 6% are used in integration with Nylon Fiber is used in different percentages such as 2.0%, 3.0% and 4%. From these experiments, it has been analyzed that with the increase of Nylon Fiber content in addition to Nano-Silica, the UCS increases and maximum value of UCS is obtained at 6% of Nano-Silica with 2.5% of Nylon Fiber. The intermixing of Nylon Fiber with the soil acts as a reinforcing material in binding the soil particles and the ‘bridge effect’ of fiber reinforcement in soil impedes the further development of tension cracks. Key Words: Compaction test, CBR, UCS, Nano Silica, Nylon Fiber
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Zhou, Shengquan, Yongfei Zhang, Dawei Zhou, Weijian Wang, Dongwei Li, and Zhaibang Ke. "Experimental Study on Mechanical Properties of Fly Ash Stabilized with Cement." Advances in Civil Engineering 2020 (September 2, 2020): 1–11. http://dx.doi.org/10.1155/2020/6410246.
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Cement-fly ash mixture has been commonly used for the foundation treatment projects in the fly ash stratum, as it is effective in improving foundation bearing capacity and reducing settlement of stratum. In order to figure out the effect of dynamic and static load on the mechanical properties exhibited by the cement-fly ash and the reaction mechanism of cement-fly ash, a combination of the unconfined compressive test, impact test, scanning electron microscopy (SEM), and X-ray diffraction (XRD) method was adopted in this study to investigate the cement-fly ash test samples. As demonstrated by the results, the observed growth rate of 0–60 days (d) is higher than that in the later stages and the typical stress-strain curve can be divided into six sections under the unconfined compressive test. At the gas pressure of 0.2 MPa, the cement-fly ash samples exhibited obvious plastic properties in early curing time (0–60 d), and brittle failure was observed in the final stage (90 d). It is obvious that the value of dynamic compressive strength (DCS) is higher than that of unconfined compressive strength (UCS). The analysis of XRD has revealed that the hydration products are primarily derived from the hydration reaction of cement in the early stage and the pozzolanic reaction in the late stage. The pores of cement-fly ash are found to be filled with the hydration products, despite the presence of a mass of pores in the interior.
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Ding, Qian, Zheng Hu, Shuai Huang, Kezheng Chen, Yanjie Liu, and Lin Ding. "An Investigation of Non-Linear Strength Characteristics of Solidified Saline Soils in Cold Regions." Materials 15, no. 21 (2022): 7594. http://dx.doi.org/10.3390/ma15217594.
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To date, the modelling of constitutive equations of solidified frozen saline soil have seldom been studied. This paper presented the formulation of a damage constitutive model for solidified saline frozen soil considering both freeze thaw cycles (FTCs) and salinities. To model the solidified frozen saline soil, the unconfined compression strength test (UCST) and consolidated undrained (CU) triaxial shear test were conducted under three ambient temperatures (20, –10, and –20 °C), five ages (3, 7, 14, 28, and 90 d), six salinities (0, 1, 2, 3, 4, and 5%), and four FTCs (0, 5, 10, and 14 times) in this research. The UCST results showed that the unconfined compressive strength (UCS) of the solidified saline soils at an age of 14 days can reach 75% of the maximum UCS, which basically meets the engineering construction requirements. The range of the rate of strength loss as affected by salinity was 16.2% to 75.65%, while the coupling effect of salt and frozen conditions amplified the rate of strength loss. Affected by increasing salinity, the rate of strength loss of frozen soils was magnified by a factor of 1.2 to 3.7 compared to thawing soils. Likewise, the CU triaxial shear test showed that the rate of strength loss of shear strength was amplified by the coupling effect of FTCs and salt erosion. With increased FTCs, the strain threshold of Young’s modulus was gradually pushed backward, which was similar to the effect of salinity. Remarkably, the damage constitutive model performed better than conventional constitutive models for the solidified saline soil under the salt–freezing coupling effect.
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Hilwane, Nur Amalina, Norazzlina M. Sa’don, and Abdul Razak Abdul Karim. "Effect of Waste Tire Reinforcement with and without Cement Additives on Peat Strength Improvement." Defect and Diffusion Forum 411 (September 8, 2021): 121–33. http://dx.doi.org/10.4028/www.scientific.net/ddf.411.121.
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This paper presents the peat ground improvement techniques using waste-tire as a fibre reinforced material. In this study, two sizes of the waste-tire are chosen, which are 0.05 mm and 1-3 mm, respectively. The collected peat is classified as Sapric peat with the degree of decomposition of H7 based on von Post classification with high moisture content of 400% was recorded. The Sapric peat is treated with the waste-tire at designated percentages of 5%, 10% and 15% with the addition of 5% of cement acting as a binder. The untreated and treated peat without and with cement content are compacted at the optimum moisture content for both the Unconfined Compressive Strength (UCS) test and Direct Shear Box Test. The specimens were air-cured for 7, 28, 56, and 90 days. Hypothetically, higher percentages of rubber improve the shear stress value of the treated peat. According to the results the finer size (0.05mm) of the tire produces a higher shear stress, which may due the finer sizes of the waste-tire filled the void between the soil particles. Further, from the 90 days of curing UCS results, there is a significant increase in compressive strength with the increase percentage of the waste-tire peat mixed samples. In summary, soil stabilized by the scrap-tire is believed to decrease the optimum moisture content and the maximum dry densities, but it helps in increasing the unconfined compressive strength value. Stabilizing by using the tire wastes not only increasing the strength of the soil, but it also helps in reducing the disposal problems.
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Saberian, M., J. Zhu, S. Kilmartin-Lynch, and J. Li. "Reusing COVID-19 personal protective equipment wastes for pavement base, subbase, and subgrade applications." IOP Conference Series: Earth and Environmental Science 1332, no. 1 (2024): 012018. http://dx.doi.org/10.1088/1755-1315/1332/1/012018.
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Abstract Since 2019, the coronavirus disease (COVID-19) pandemic has caused a substantial increase in personal protective equipment waste generation, resulting in significant environmental concerns. In addition, the expansive clay subgrade (ECS) must be stabilized prior to pavement construction because of its unfavorable engineering properties. The use of recycled concrete aggregates (RCA) in pavement bases/subbases offers a sustainable solution to decrease the demand for quarry materials and waste pile-up. However, RCA should be reinforced for base and subbase applications because of its low shear and dynamic properties. This study explores an innovative waste solution by recycling shredded nitrile gloves (SNG) to stabilize clay subgrades and reusing discarded shredded face masks (SFM) to treat RCA for base/subbase applications. A series of experiments including compaction, unconfined compression strength, and repeated-load triaxial tests were conducted. The test results showed that the incorporation of SNG and SFM improved the strength and stiffness of the pavement layers. The addition of 1.5% SNG to ECS resulted in the highest unconfined compressive strength (UCS) value (315.50 kPa) and highest resilient modulus (Mr) (79.98 MPa). Furthermore, introducing 1% SFM into RCA increased the UCS and Mr to peak values of 216 kPa and 314.35 MPa, respectively.
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Eberemu, Adrian O., Joseph E. Edeh, and A. O. Gbolokun. "The Geotechnical Properties of Lateritic Soil Treated with Crushed Glass Cullet." Advanced Materials Research 824 (September 2013): 21–28. http://dx.doi.org/10.4028/www.scientific.net/amr.824.21.
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Lateritic soil treated with up to 20% glass cullet content was subjected to grain-size distribution, consistency tests, specific gravity tests, compaction using standard proctor, California Bearing Ratio (CBR), unconfined compression test, direct shear test and permeability tests. The study showed increase in grain sizes resulting in coarser soil, changes in moisture-density relationship, resulting in lower Optimum Moisture Content (OMC) and higher Maximum Dry Density (MDD), an increase in CBR, an increase in unconfined compressive strength (UCS); changes in cohesion-frictional angle relationship resulting in lower cohesion (c) and higher angle of internal friction (Φ) and an increase in co-efficient of permeability, k, with increased glass cullet treatment. These results show an improvement in geotechnical properties, making glass cullet-lateritic soil blend; a potentially good highway material and suggesting the suitability of the blend for embankments, structural and non-structural fill and retaining wall backfill.
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Mindiastiwi, Tigo, and Febri Anggara. "Unconfined Compressive Strength Testing on Expansive Clay Soils Stabilized with Cement and Lime." Rekayasa Sipil 18, no. 2 (2024): 131–35. http://dx.doi.org/10.21776/ub.rekayasasipil.2024.018.02.9.
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Soil stabilization offers an alternative solution to overcome the problem of expansive clay soil characteristics. Unconfined compressive strength tests were conducted on original and expansive clay soils containing cement and lime to investigate the effectiveness percentage of two pozzolan materials. The amount of material stabilization with percentages 2, 4, 7, 10 % cement, and 5% lime for each sample was adopted. The dimensions of the cylindrical sample were 3’’ in height and 3/2’’ in diameter. The relative density was 80% for all samples and sheared at a strain rate of 1 %. The properties of the original expansive clay soil are (w) 40.11%, (γd ) 1.3 gr/cm³, (Gs) 2.59, (LL) 60.05%, (PL) 38.16%, (IP) 21.88% and (qu) 0.61 kg/cm2. The test results indicate that the clay exhibits high plasticity. Based on the results, the effective combination percentage of two pozzolan materials to enhance the characteristics of expansive clay soil is 2% to 7 % cement and 5% lime. However, adding 10% cement and 5% lime causes the UCS value to decrease. The finding of this investigation shows the combination of two pozzolan materials, especially cement and lime, can effectively enhance the UCS values. This enhancement is observed at specific percentages of cement and lime addition. These results underscore the importance of carefully selecting proportions to achieve desired soil stabilization outcomes.
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Cao, W. H., X. F. Wang, D. S. Zhang, et al. "Workability and Compressive Strength Behavior of a Cemented High-Porosity Backfill Material." Advances in Civil Engineering 2021 (September 20, 2021): 1–10. http://dx.doi.org/10.1155/2021/7526616.
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A full understanding of the workability and unconfined compressive strength (UCS) of the cemented high-porosity (CHPB) material, made of surface sand, widely distributed in the western mining area, foam, and cementing materials, is important for applying in ecologically fragile mining areas of western China. In this article, the influence of solid content, density grade, sand/binder ratio, and silica fume dosage in binder on workability and strength development of CHPB samples in different curing ages is studied. Test results show that the fresh CHPB mix has good workability, due to the existence of a large number of bubbles. With the increase of density grade, the UCS of the CHPB sample increases exponentially. Workability of fresh CHPB samples significantly decreases with increasing solid content due to the reduction of interparticle distance. For a given mix proportion, the optimal solid content of CHPB samples is 83.7%. The variation of the sand/binder ratio from 3 to 4.5 results in a slight increase of workability and a significant increase of the UCS. Silica fume demonstrates improvement on workability and strength behavior, and the optimal dosage in the binder should not exceed 10%.
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Kocak, Salih, and Aneurin Grant. "Enhancing the Mechanical Properties of Polymer-Stabilized Rammed Earth Construction." Construction Materials 3, no. 4 (2023): 377–88. http://dx.doi.org/10.3390/constrmater3040024.
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This paper investigates the viability of using a commercially available liquid polymer (LP) in lieu of ordinary cement to stabilize soil during rammed earth (RE) construction. The scope of this study includes modifying and testing the locally available natural soil with two different LPs at various percentages. Once the optimum moisture content (OMC) of the soil with LPs was determined using the Proctor test, test samples were prepared by chemical and mechanical stabilizations. Following the curing process in an unconfined open-air laboratory environment for 7 days, soil samples were tested to determine the unconfined compressive strength (UCS) and California bearing ratio (CBR) values. The results demonstrate that the lubrication effect of polymers is different than that of water. The first polymer type yields a lower OMC compared to water, while the second polymer achieves a higher OMC. The CBR and UCS values of polymer-stabilized soils are improved for both polymer types at all dosages. The CBR values of polymer-modified soils showed as high as a 10-times improvement compared to Portland cement (PC) stabilization. A similar trend is observed for the UCS results as well. The UCS value of polymer-stabilized soils reached over 1900 psi (13 MPa), which was over 3-times higher than the UCS of PC-stabilized soil.
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Sun, Xun, Shengyuan Song, Cencen Niu, et al. "Investigation of the Structural Strength of Expansive Soil in a Seasonally Frozen Region." Buildings 14, no. 3 (2024): 789. http://dx.doi.org/10.3390/buildings14030789.
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The existence of structural strength in undisturbed soil results in its distinct characteristics compared to remolded soil. Under the influence of freeze–thaw cycles, this difference may easily cause geotechnical disasters in cold regions. This study aimed to analyze and discuss the expression degree and influencing factors of the structural strength of expansive soil. The unconfined compressive strength (UCS) test, high-pressure consolidation test, and microscopic test were performed on expansive soil retrieved from a seasonally frozen region. Moreover, sensitivity parameters, including stress sensitivity (St.qu, St.σk) and strain sensitivity (St.ɛu, St.Cc), were applied to explore the expression degree and influencing factors of structural strength in a seasonally frozen region. The results reveal that the undisturbed samples have better structural connection and particle arrangement than the remolded samples. However, the primary fractures have a certain degrading effect on the strength of the undisturbed soil as influenced by a seasonally frozen region. With the increase in water content and the decrease in density, the expression degree of the structural strength in terms of compressive strength and the ability to resist deformation enhances under the unconfined condition. By contrast, the expression degree increases in strength and decreases in ability under the confined condition. Furthermore, the effect mechanisms of the basic property, particle composition, structural linkage, lateral confinement, and historical role on the structural expression were analyzed.