­Clayey Soil Stabilization with Ordinary Portland Cement Using the Stabilized Soil as A Mortar

­Clayey Soil Stabilization with Ordinary Portland Cement Using the Stabilized Soil as A Mortar | 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 ­Clayey Soil Stabilization with Ordinary Portland Cement Using the Stabilized Soil as A Mortar Ziaur Rehman, Xu Fang, Muhammad Rauf, Jiang Chaozhe This is a preprint; it has not been peer reviewed by a journal. https://doi.org/ 10.21203/rs.3.rs-4824395/v1 This work is licensed under a CC BY 4.0 License Status: Under Review Version 1 posted 18 You are reading this latest preprint version Abstract The purpose of this research is to investigate how cement influences clayey soil stabilization. There is clayey soil around the world, but it is particularly prevalent in Pakistan. Khyber Pakhtunkhwa (KPK). In the KPK province, we chose four various sites, took soil samples, and determined the index properties of the soil. From the sieve analysis test result, 44.28 percent of the total sample passed through sieve No. 200. It indicates that the soil is clayey. Although there are various techniques for stabilizing clayey soil. In this research, for the stabilization of clayey soil, cement is utilized as a stabilizing material. We focused on mixing clayey soil with cement in different percentages, which can be converted to acceptable construction material, particularly in rural areas of Pakistan. In the past, low-rise masonry constructions usually utilized mud mortar. If clay is present in the soil mortar, issues such as excessive swelling or shrinkage and high plasticity can arise. To minimize this effect, it is essential to stabilize the mud mortar. Various laboratory tests on clayey soil were conducted both with and without the addition of cement, and their effects on the clayey soil properties were observed. A dry density test and unconfined compression test were applied for evaluation of this admixing. Utilizing the technique of soil stabilization as a cost-effective alternative to fine aggregates, low-cost housing can be constructed in rural areas by using the stabilized soil as mortar. This research will give a strong economic foundation for low-cost construction. Clayey Soil Portland Cement Soil Stabilization Mortar Unconfined Compression Test Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Introduction Soil stabilization is the method of modifying soils to enhance their physical properties is called soil stabilization. Stabilization may enhance a soil's strength properties and/or control its shrink-swell properties, which boosts a subgrade's capacity to sustain foundations and pavements. Due to its exceptional qualities, clay soil has been utilized for construction. Clay is a component of the building materials cob, which is combined with some straw and sand to create structures like avens, and buildings. (Singh, 2022). Soil-cement broad definition of stabilization includes the different methods employed to modify soil properties. It is utilized for a variety of engineering projects. The most frequent applications are constructing roads, buildings, and Airfield pavements. Clayey soils have high water-holding capacity and usually remain stiff in a dry state but lose their stiffness with water. They are highly compressible with low bearing capacity and susceptible to moisture due to their shrinkage and swelling properties, leading to reduced strength and resulting in damage to foundations and buildings (Sakr, Shahin, &Metwally, 2009 ). The factors affecting stabilized-cement soils are soil types, cement content, level of compaction, curing time, and curing-temperature(Tian et al., 2022) The stabilization of soil is possible with the addition of cement or lime. These stabilization techniques enhance the soil's different engineering properties, producing a better building material. The purpose of soil stabilization is an increase soil strength, stiffness, and durability, and decrease soil plasticity and shrinkage/swelling potential.(Firoozi et al., 2017 ).(Miraki et al., 2022)Since soft soil must be stabilized to achieve the minimum engineering standards. one of the most well-known methods for stabilizing clayey soils, using cement as the primary binder (Deng et al., 2022).Because of their limited shear strength and excessive compressibility, building and infrastructure construction on poor or weak soil is quite dangerous. Due to these, they are exposed to various settlements. Soil qualities should be improved by utilizing stabilization procedures that can adapt to conditions with growing demands. (Ghadir and Ranjbar, 2018 ). Due to unfavorable characteristics of soft soils, like high compressibility and poor shear strength, engineers must select an appropriate stabilizing approach to achieve the essential technical parameters.(Miraki et al., 2022). Reinforced concrete is becoming more popular, particularly for costly projects where industries don’t care about increasing costs of raw materials, and transportation. The common person can only desire of construction of a shelter. There is a need to find practical alternative building materials that are not just easily available, and affordable as well as a means of promoting sustainable development (Rashmi et al., 2014 ). To build new technologies, ways, etc, it’s important to study history to know and understand the past in smarter ways. It's important to mention that mud was utilized for mortar and building materials. Mud has been utilized for building in Pakistan and worldwide for centuries. In rural areas of Pakistan, mud construction is still popular. Earth's benefits are affordable cost, easy use, availability in massive quantities, and fire resistance. Its disadvantages include durability, which can be influenced by rain, wind, and others. However, as an energy-efficient and cost-effective material, it is suitable for low-rise and low-cost One strategy that can be utilized to mitigate the negative effects of pure mud building. Researchers have strengthened mud for construction materials (K.S. Jagadish). Thus, certain preparation and construction methods, including stabilizers, are used to optimize the use of locally available soil in stabilization. Mud mortars are used to build vaults, arches, domes, vaults, and masonry walls. No shuttering is needed during construction, making them advantageous. Mud construction is a type of construction that has been used in Pakistan and around the world for centuries. It is still popular in rural areas of Pakistan due to its affordability, ease of use, and availability of materials as shown in Fig. 03 . Mud construction does not require large amounts of energy or resources to build. Mud construction is an economical and durable solution for building in rural areas of Pakistan. The affordability and availability of mud make it a popular choice for construction. However, the use of mud can be improved by adding cement to the mixture to improve its strength. Cement helps to bind the mud soil together and creates a more rigid structure that is better able to withstand and increase the lifespan of the structure, making it more cost-effective in the long run Clayey soils are a global problem that poses several various challenges for civil engineers. They are viewed as possible natural disasters that could seriously affect buildings and road structures. For a very long period, we have had issues with both large and small structural breakdowns. Soil swelling is the main cause of this. As a result, several structures typically face massive settlement, which causes Harm to the structural components foundation system. We have been conscious of these issues for a longer time however, unable to move forward because of a lack of technologies up to now. Our primary objective is to stabilize locally available clayey soil and then use it as a stabilized material to boost the strength or stability of structures and decrease the cost of construction. Review Of the Literature Clay soil moisture fluctuations are usually accompanied by volume changes. Clayey or problematic soil covers many portions of Pakistan, particularly in the Khyber Pakhtunkhwa (KpK) Banu and Dir districts. The main problem, which includes cracking, settlement, and deformations that are vastly higher than elastic deformations and are not anticipated by classical elastic or plastic theory, is the reason that entire structures can collapse before their design lives are over (Ali et al., 2014 ). Clayey soils can be challenging to work with when it comes to construction. After all, due to the rising lack of good quality soils for construction, alternate solution places of construction have grown increasingly significant in recent years (Pinto, Isabel, & da VP Oliveira, 2003). The construction of facilities and infrastructure on weak or clayey soil is hazardous because of their poor shear strength and high compressibility, low workability, and bearing capacity characterize these soils (Tingle &Santoni, 2003 ). Such clay is extremely difficult to compact while constructing unless they have been treated with cement or a similar material (S. Abbey, Eyo, &Ng’ambi, 2020 ; S. Abbey, Ngambi, &Ganjian, 2017 ; S. J. Abbey, Ngambi, &Ngekpe, 2015 ; Pourakbar, Asadi, Huat, &Fasihnikoutalab, 2015 ; Rahgozar, Saberian, & Li, 2018 ; Ta'negonbadi&Noorzad, 2017 ). To avoid damage, it is vital to stabilize the soil qualities. Chemical stabilization/solidification (S/S) has employed cement as an effective material to strengthen soil and/or repair contaminated soil (Kogbara, 2014 ). Industrial wastes such as marble dust and bagasse ash were used to enhance the characteristics of the expansive soil. (Ali, Khan, & Shah, 2014 ). The geotechnical qualities of the foundation soil must be known when designing the foundations of various structures such as buildings, dams, bridges, and so on. As a result, laboratory experiments are carried out to study the soil's geotechnical qualities. To support massive structures, soils must have sufficient bearing capacity. Therefore, it's critical to boost the bearing capacity of weak and sagging joints (KARKUSH & YASSIN, 2020 ). Clayey soil's tendency to swell can be reduced by adding 25% fly ash and 8% lime to cement (Cokca, 2001 ; Phani Kumar & Sharma, 2004 ; Syed, GuhaRay, & Kar, 2020 ; Zhang et al., 2015 ). The most frequent stabilizers used in the production of compressed stabilized earth blocks are lime and cement (Deboucha& Hashim, 2011 ; Malkanthi, Balthazaar, &Perera, 2020 ). Cement is used to treat weak soils and improve the geomechanics of clayey soils (Pan, Rossabi, Pan, &Xie, 2019 ). Chemical stabilization of clayey soil with binders such as ordinary Portland cement is typical to Improve soil stability (Ghadir &Ranjbar, 2018 ). The improvement of soil stability with cement, which is a well-established technology, is necessary for enhancing the road interlayer with cement addition. Direct and indirect products include calcium silicate hydrates (SCH), calcium aluminates hydrates (CAH), and calcium (OH)2 (Zhang et al., 2015 ). Portland cement is frequently used to improve the soil properties for roads and other shallow structures (Consoli et al., 2016 ) cement is the most widely consumed material within the construction sector, with just a yearly output of over a billion tonnes. surpassing 3.4 billion tons in tons and, as a result, 3.4 billion tons by 2014. cement demand and production are expected to reach a trillion by 2050, according to several research studies this would put further strain on natural resources and the environment. Cement has long been used in structural concrete, with interlayer stabilization being one of the primary applications. (Busari, Dahunsi, &Akinmusuru, 2019 ). Soil stabilization dates back 5000 years. Previously, earthen road stabilization was a difficult task. In Egypt, Mesopotamia, Greek, and Roman times, soil lime mixes were employed to stabilize the land and roads (McDowell, 1959 ). The stability of residual soil was researched using nano-SiO2 and cement. Per the findings, the liquid index decreased, but the unconfined compressive strength, liquid limit, and plastic limit all increased (Yousefi, Jahanian, & Azadi, 2020 ). These soils are notoriously challenging to compact on the construction site unless they have been treated with cement or a cementitious by-product material mixture (S. Abbey et al., 2020 ). It has been examined and shown that cement can improve the engineering characteristics of problematic soils for railway track subgrade and highway subbase courses and bases. Therefore, a 6% cement concentration is ideal to boost the clayey soil-bearing capacity to be utilized for the rail track of subgrade (Solihu,2020). Numerous studies have been conducted on mortar soil stabilization to enhance the various qualities of mortar. For the assessment of soil stabilization, many stabilizers using cement along with lime, cement and fly ash, brick dust, and bagasse ash, among other waste materials, have been used (K.S. Jagadish,2007). 2.1 Materials and Methods Clay soil can be recognized rather easily. When wet, it becomes sticky, may be rolled, spread easily, and smoothed into a glossy finish. However, clayey soil becomes hard as it dries, which causes the clay to crack as it dries out. This can be seen in Fig. 02 . In this study, Cement was utilized as a binder material, and clayey soil was taken from Patolkhel village, tehsil Domel, district Banu. While choosing sites of collection for clayey soil samples we carefully inspect the ground surfaces. While experimental tests were being conducted, the results of the sieve analysis showed that more than 35% of the soil specimen passed through the No. 200 sieve. It shows that the soil is clayey. After a series of tests, a Banu soil sample was picked that satisfied the requirements for clayey soil. That's why chose the Banu site. Although the soil's Atterbury limit analysis revealed a liquid limit (LL) of 40% and a plasticity index (PI) of 9.2%, it shows that the soil is plastic and Cohesive, according to the American Association of State Highway and Transportation Officials (AASHTO) Table 1 Natural soil characteristics Components Ordinary Portland cement SiO 2 61 Al 2 O 3 20 Fe 2 O 3 0.5–0.6 CaO 2 MgO 1.3-2 SO 3 2 Ignition loss 2.2 3.1 Binders Material Cement was utilized as a binding agent. in this investigation and was purchased from a local cement market. In Table 1 , the fundamental elements of Ordinary Portland Cement (OPC) are listed. Table 2 Characteristics of natural soil Characteristics Obtain values Liquid limit in (%) 40 Plastic limit in (%) 30.8 Plasticity index in (%) 9.17 Expansion index in (%) 137 Permeability in m/s 0.00000236 Dry density (g/cm 3 ) 1.58 UCS (PSI) 101 Methodology The following experiments were conducted, namely., Sieve Analysis test, Atterberg Limit Test, Expansion index, permeability Test, Density of Stabilized and Unsterilized Test, and Unconfined Compressive Strength Testing were performed for natural soils also including for stabilized soil with different percentages (1%, 2%, 3%, 4% & 5%) of ordinary Portland cement (OPC). Initially, soil samples were tested without cement, and then the same experiments were run with different percentages of cement. Comparisons were made between the natural state of soil and soil with the addition of cement. 2.1. Sieve Analysis Test The test was performed by ASTM D 4829 to determine clayey soil & practical size analysis of soil as shown in Fig. 04 Write Down the weight of each sieve and keep them in the ascending sequence of sieve number (#4 sieve at the top and #200 sieves at the bottom put the pan underneath the #200 sieves and 10 minutes of shaking the mechanical shaker. Once the stack has been removed from the shaker, weigh the retained soil record of each sieve. 4.2 Liquid Limit Test The ASTM D 4318 -05 test was used to evaluate the liquid limit of clayey soil. Place about 3/4 of the dry soil that passes through a No. 40 sieve in an evaporated dish. Adding water, then mix the soil to create a smooth paste. Put more paste in the liquid limit (Casagrande) device's metal cup. Use a grooving tool to cut a groove in the middle of the soil and pat it inside the cup. To close a groove in the dirt that is 1/2 in (≈ 13 mm) wide, it takes between 25 and 35 blows. In the evaporating dish, thoroughly combine the soil paste with more water. Thoroughly mix more water into the soil paste in the evaporating dish. In between 20 and 25 blows, repeat the steps to achieve a groove closure of 1/2 (≈ 13 mm)as shown in Fig. 5 . 4.3 Plastic Limit Test This test was carried out by ASTM D 4318 − 05 to ascertain the plastic limit. Put about 20 g of the dry soil sample that passed through sieve No. 40 into a porcelain evaporating dish, then completely combine with water. Calculate the empty can's mass in grams. Squeeze the soil with the fingers to form several ellipsoidal-shaped soil masses. 80 strokes per minute are produced by rolling one of the ellipsoidal-shaped dirt masses on a glass plate with the palm in a full backward and full forward motion when the rolling thread reaches a diameter of 1/8 in (3.18 mm), cut it into smaller pieces and squeeze it back into an ellipsoid shape using the fingers. Proceed until the thread breaks into pieces when its diameter is 1/8 inch (3.18 mm). Collect the fragmented pieces in the moisture can and close it. 4.4 Expansion Index of Soils Test This test was performed by ASTM D 4829 to determine the expansion index of soil. The expansion potential of compacted soils can be determined using an index parameter in this test method, which is straightforward but sensitive. The values given in SI units are to be taken as the standard. A specimen is produced by packing test soil inside a metal ring to a saturation level of 50%. The specimen and ring are then put inside a consolidometer. The specimen is subjected to a vertical confining pressure of 6.9 kPa (1 lb/in.2) before being submerged in distilled water. The rate of deformation is observed for 24 hours or until it drops to less than 0.005 mm/h (0.0002 in/h), whichever comes first. The following formula determines the expansion index. Using the formula below, determine the expansion index, EI: $$\:\text{E}\text{I}=\frac{\varDelta\:\:\text{H}}{\text{H}}\text{x}\:1000$$ Where: ∆H = change in height, (∆H = D 2 − D 1 ), mm, H = initial height, mm, D 1 = initial dial reading, mm, and D 2 = final dial reading, mm 4.5 Permeability Test This test ASTM D 2166 was performed to determine the permeability of the clayey soil sample by variable head permeability test. The permeability of soil is important to study the behavior of soils within their natural condition about water flow. For the Variable Head Permeability Test, the falling head approach is particularly suitable, and it is suitable for fine-grained soils with low to moderate permeability, like silts and clays. 4.6 Dry Density Test This test was conducted utilizing the standard Proctor test. To find the maximum dry unit weight of compacted earth, Proctor (1933) built a laboratory for compaction test procedures. Get 10 (lb) in dry, air soil, and then smash the clumps. Use a No. 4 sieve to sieve the soil. Collect each of the items that passed through sieve No. 4 and weigh around 5 (lb) and place them in a big pan. To get the soil through sieve number four with 5% moisture content, add water to the mixture. Inside the mold, the soil is arranged into three layers, with each layer being compacted with 25 blows. Carefully remove the extension. With a straight edge, remove extra soil. A little sample is taken from the compressed specimen to find out how much water is present the process was performed for water content as well, and the dry density of soil is finally determined from the mass of soil and water content. Now a graph relating water content to dry density is drawn. Bulk density = mass/volume Dry unit weight $$\:{\gamma\:}\text{d}=\frac{\gamma\:}{(1+\:W\:(\text{%})\:/\:100)}$$ 4.7 Unconfined Compressive Strength Test The ASTM D 2166 standard test method was used to determine the Unconfined Compressive strength of clayey soil. This test requires the application of a load per unit area (P/A) on a cylindrical sample of cohesive soil. The load is applied in compression, and the soil’s unconfined compressive strength is determined based on the amount of pressure needed to cause a certain amount of deformation in the soil sample. The results of this test are usually expressed in terms of pounds per square inch (PSI) or kilopascals (KPa). Results and Discussion For clayey material, greater than 35% of the whole sample passes through the No. 200 sieve. The soil is categorized A-4 as a norm. (According to Highway Research Board classification). From the sieve analysis test result, 44.28 percent of the whole samples passed through sieve NO 200. It shows that the soil is clayey. The findings are shown in Table 3 and Figure 6. All the details of the sieve analysis test findings, including sieve No., Quantity, retaining soil, and passing soil through different sieves are shown in Table 3. Fig 6 indicates the relationship between the No of sieves used and the percentage of clayey soil that passes through them. Soil is passed 98.1 percent through sieve No 4, 90.1 percent through sieve No 10, and similarly 44.28 percent through sieve No 200. That indicates the soil is clay. Table 3 Sieve Analysis S.No Sieve No Quantity =T.Mass–Mass Retain Passing (Gm) % Retain=Mass Retain/T.Mass % passing 1 4 490.3 1.9 98.1 2 10 450.8 7.9 90.2 3 40 395.3 11.1 79.1 4 80 311.7 15.72 63.38 5 200 216.2 19.1 44.28 Pan 44.28 0 furthermore, Laboratory tests were conducted on specimens of natural soil to assess different characteristics. the test findings are shows in Table 2. The basic index characteristics of clayey soil without mixing cement are shown in Table 2. 5.1 Effect of Cement on the Atterberg limits of Soil By reducing their values, cement has an impact on clayey soil's liquid limit, plastic limit, and plasticity index. Cement behaves as a bonding agent and binds the soil particles together, which reduces the water holding capacity, resulting in lower liquid limit values (Firoozi et al,.2017). Cement also reduces the plastic limit value of clayey soil by making the particles more rigid, which reduces its ability to be molded. Additionally, cement lowers the clayey soil's plasticity index, that is the distinction between the liquid limit and the plastic limit. Therefore, the addition of cement in clayey soil results in lower values of liquid limit, plastic limit and plasticity index. Table 5 and Fig 8 indicates that adding cement to clayey soil leads the liquid limit, plastic limits and plasticity index decreases as the percentage of cement increases. Atterberg’s define the range of plasticity index as under: If P.I =0=> its means, the soil is on-cohesive and non-plastic. P. I the soil is low cohesive and low plastic. P. I=7-17=> the plastic soil is cohesive and plastic. P.I>17=> the soil is very cohesive and highly plastic. Now according to Atterberg’s plasticity index range. Therefore, the natural soils P1 value is 9.2% indicates that the soil is plastic and cohesive, whereas the stabilized soil PI value is 5% shows that the soil is low plastic and low cohesive. Table 4 Atterberg limits Mixing ratio LL% PL % Plasticity index Soil+0% 40 30.8 9.2 Soil +1% 38 29.6 8.4 Soil +2% 36 28.7 7.3 Soil +3% 33.9 28 5.9 Soil +4% 32 26.3 5.7 Soil +5% 28 23 5 5.2 Effect of Cement on the Expansion index of Soil Table 5 and Fig 8 shows the relationship between expansion index with the inclusion of various cement concentrations. Expansion index of a natural soil sample is approximately 137 which indicates the given soil sample collected from district Banu is highly expansive. cement reduces the expansion index to 124 with the addition of 2% while reduce expansion index from 137 to 90 with the inclusion of 5%. Thus, with the inclusion 5% cement expansion of soil change from very high potential expansion category to medium category as showed in table 6. The expansion index of soil is affected by the amount of cement added to it. Cement is added to soil to increase its strength and decrease its propensity to expand when exposed to moisture (Rai et al, 2021). This reduction in swelling is due to cement’s ability to bind the particles of soil together, making them less prone to movement. The expansion index of soil decreases as cement content increases. Table 5 Expansion Index S.No Sample name Initial height H (mm) Change in height ∆H (mm) Expansion index EI=(∆H/H) *1000 0 Natural soil 20 2.74 137 1 Cement 1% 20 260 130 2 Cement 2% 20 2.48 124 3 Cement 3% 20 2.32 116 4 Cement 4% 20 2.04 102 5 Cement 5% 20 1.80 90 Table 6 Expansion Index 5.3 Effect of Cement on the Permeability of Soil The ability of a porous material to allow water to move through or soak into its interconnected voids is known as its permeability. The Experimental results in the table show that the permeability of clayey soil decreases with increases in the percentage of cement. Table 7 permeability of clayey soil SAMPLE COEFFICIENTS OF PERMEABILITY Natural soil 2.368*10 -6 m/s At 1% cement 2.18*10 -6 m/s At 2% cement 2.03*10 -6 m/s At 3% cement 1.86*10 -6 m/s At 4% cement 1.75*10 -6 m/s At 5% cement 1.61*10 -6 m/s Table 7 and Fig 9 shows the relationship between the coefficient of permeability m/s and the different percentage of cement. The natural soil coefficient of permeability is 0.00000236 m/s which reduces to 0.0000028 m/s with the addition of one percent cement then it further reduces to 0.00000203 m/s with the edition of two percent cement. similarly, the coefficient of permeability is reduced to 0.00000186 m/s with the edition of three percent cement, and it further decrease to 0.00000175 m/s with the edition of four percent cement and finally the value of permeability is reduced to 0.00000161 m/s. The permeability of soil is directly affected by the inclusion of cement. Cement is a binding material that brings soil particles closer together and reduces the soil's permeability. Thisreduce the amount of water and air that can pass through the soil, thus decreasing its permeability (Gaoliang et al, 2018). In addition to this, the cement reacts with the calcium, magnesium and other ions present in the soil and forms compounds such as calcium silicate and hydroxide that further reduce the permeability of the soil. Therefore, the inclusion of cement to soil significantly decreases its permeability. 5.4 Effect of cement on dry density of clayey soil. Soil compaction is a technique for improving soil density by means of mechanical equipment to eliminate air gap between soil mass. Standard proctor compaction tests are performed in the lab to determine the optimal moisture content of the soil at maximum dry density. The findings are shown in the Table 8 and Figure 10. Table 8 Dry density of clayey soil Cement (%) Moisture content (%) Dry density (gm/cm 3) 0 8.5 1.44 1 9.94 1.50 2 11.05 1.54 3 13.11 1.58 4 14.09 1.67 5 14.04 1.71 Cement acts as a stabilizer for soil, so its influence on compaction values is significant. the inclusion of cement in soil improves the maximum dry density of soil (MDD) and reduces the optimum moisture (OMC). This is because the cement particles fill in the smaller air voids and provide additional strength to the soil. This results in a greater resistance to compaction, which increases the MDD and reduces the OMC. Additionally, the presence of cement may also cause the soil particles to become more closely packed together, further increasing the MDD and reducing the OMC.Table 5 and Figure 8 Shows the variation in dry density values. It is indicated that the soil's density is disturbed by the water content. The maximum dry density is reached when the percentage of water reaches a certain level, limiting the amount of water that can be added to decrease density further. The amount of water included when mixing cement typically rises, which inadvertently lowers the ideal water content and raises the MDD. With the addition of 5% cement (14.04% water), we can therefore reach the conclusion that the maximum dry density is 1.71(gm/cm3). 5.5 The effect of cement on compressive strength of soil The unconfined compressive strength test, also called the uniaxial compression test. The unconfined pressure in the triaxial test is zero. Unconfined compression test (UCS) applications include rapidly estimating or evaluating the unconfined compressive strength of soil with sufficient cohesiveness to determine the unconfined state. Table 9 distinct compressive strengths Cement % 28-day UCS (psi) 0% 101 1% 109 2% 125 3% 140 4% 190 5% 203 Table 9 and Figure 11 show the distinct compressive strengths attained by the clayey soil with various cement proportions. As can be observed in Fig 9, there has been a remarkable improvement in the strength of soil after comparing the natural soil with treated soil. demonstrate that natural soil has a strength of 101 psi. With the addition of 1,2,3,4 and 5% cement, this strength was enhanced to 109 psi, 125 psi, 140 psi, 190 psi, and 203 psi after28 days of curing. Thus, cement is considered effective for improving properties of natural clay (Sariosseiri et al. 2009). Our study liquid limit for clayey soil is 40% max, consistent with the AASHTO classification system. (Alhaji et al., 2015). a study was carried out by (kulanthaivelet al.2020) and observed that permeability of clayey soil is reduced with the edition of cement, which consists of the result of our study. Similarly, results with significant improvement were also concluded by (Cong, Longzhu, & Bing, 2014). A research study was done by (Asgari et al.,2015) and noted that the compressive strength of clayey soil improves with cement, which is comparable with the result of our study. Ghadir et al. conducted a study on clayey soil stabilization in 2018 using Portland cement. They concluded that the compressive strength of the clayey soil might be increased from 0.5 to 4 MPA, which is consistent with the results of our study. A study was conducted by (Yasser Yahia and Hesham Alsharie, 2018) in Jordan and concluded that the dry density of Clayey soil increases with cement, which is like the results of our study. Owama et al. (2017) did a research study that the compressive strength of clayey soil increases with the cement edition, which is common in our research study. A research study was carried out by (Nguyen Duy Quang 1, Jin Chun Chai 2, 2015), and observed that the permeability of clay soil decreased with cement and the compressive strength of clayey soil increased with cement the findings of our results. Conclusion In this study, the impact of cement on clay soil stability was examined. The following inferences can be made considering the experiment findings. The plastic limit, liquid limit, and plasticity index were found to decrease with cement content. Clayey soil dry density also increases, reaching its maximum at around 5% addition of cement. further noticed that as cement percentages increased, clayey soil permeability decreased. The unconfined compressive strength of the Clayey soil had significantly increased. The unconfined compressive strength of clayey soil improved when the proportion of cement was increased. The findings indicate that adding various percentages of cement leads the treated soil samples to change significantly. Based on the thorough analysis findings, it can be said that cement is a useful material for stabilizing problematic soil in construction. To put it succinctly, due to the abundance of mud soil in Pakistan and the entire world, it would be preferable to first stabilize the soil and then use it as a mortar in construction. This would have the dual benefits of reducing untreated soil in the environment while, at the same time, allowing for the use of less expensive building materials for the low rising construction in the rural areas of Pakistan and the rest of world. mud soil stabilization helps reduce the amount of dust in the air, which can have a positive impact on air quality. The use of wood ashes, marble dust, and brick dust for soil stabilization is an emerging field of research. Many studies have already been conducted on this topic, with promising results. However, more research is needed to further explore the potential of these materials for stabilizing mud soils. This could include further testing of the stabilization properties of these materials, as well as exploring their potential for increasing soil fertility and improving soil structure. Additionally, research could focus on the impact of using these materials in different soil types and environments. Ultimately, this research could help inform the use of these materials in a wide range of soil stabilization applications. Declarations Author Contribution All the Author are agreed Acknowledgments The authors are expressing their appreciation for the technical support team at Southwest Jiao Tong University in Chengdu, China for their help and assistance. This study was supported by the “National Park Research Center, Grand No. GJGY2022-YB009. Data availability The datasets generated during and analyzed during this study are available on request References Abbey, S., Eyo, E. U., &Ng’ambi, S. (2020). Swell and microstructural characteristics of high-plasticity clay blended with cement. Bulletin of Engineering Geology and the Environment, 79 (4), 2119-2130. Abbey, S., Ngambi, S., &Ganjian, E. (2017). Development of strength models for prediction of unconfined compressive strength of cement/byproduct material improved soils. Geotechnical Testing Journal, 40 (6), 928-935. Abbey, S. J., Ngambi, S., &Ngekpe, B. E. (2015). Understanding the performance of deep mixed column improved soils-a review. International Journal of Civil Engineering and Technology (IJCIET), 6 (3), 97-117. Ali, R., Khan, H., & Shah, A. (2014). Expansive soil stabilization using marble dust and bagasse ash. Journal of Science and Research (IJSR), 3 (6), 2812-2816. Asgari, M., Dezfuli, A. B., &Bayat, M. (2015). Experimental study on stabilization of a low plasticity clayey soil with cement/lime. Arabian Journal of Geosciences, 8 (3), 1439-1452. Busari, A., Dahunsi, B., &Akinmusuru, J. (2019). Sustainable concrete for rigid pavement construction using de-hydroxylated Kaolinitic clay: Mechanical and microstructural properties. Construction and Building Materials, 211 , 408-415. Cokca, E. (2001). Use of class c fly ashes for the stabilizationof an expansive soil. Journal of Geotechnical and Geoenvironmental Engineering, 127 (7), 568-573. Cong, M., Longzhu, C., & Bing, C. (2014). Analysis of strength development in soft clay stabilized with cement-based stabilizer. Construction and Building Materials, 71 , 354-362. Consoli, N. C., Ferreira, P. M. V., Tang, C.-S., Marques, S. F. V., Festugato, L., & Corte, M. B. (2016). A unique relationship determining strength of silty/clayey soils–Portland cement mixes. Soils and Foundations, 56 (6), 1082-1088. Deboucha, S., & Hashim, R. (2011). A review on bricks and stabilized compressed earth blocks. Scientific Research and Essays, 6 (3), 499-506. Firoozi, A. A., GuneyOlgun, C., Firoozi, A. A., &Baghini, M. S. (2017). Fundamentals of soil stabilization. International Journal of Geo-Engineering , 8 , 1-16. Gaoliang, T. A. O., Xiaokang, W. U., Xiuhua, Y. A. N. G., Wensheng, L. I. U., Jun, H. E., & Yin, C. H. E. N. (2018). Pore distribution of cement-soil and its effect on permeability. 工程地 质学报 , 26 (5), 1243-1249. Ghadir, P., &Ranjbar, N. (2018). Clayey soil stabilization using geopolymer and Portland cement. Construction and Building Materials, 188 , 361-371. KARKUSH, M. O., & YASSIN, S. (2020). USING SUSTAINABLE MATERIAL IN IMPROVEMENT THE GEOTECHNICAL PROPERTIES OF SOFT CLAYEY SOIL. Journal of Engineering Science and Technology, 15 (4), 2208-2222. Kogbara, R. B. (2014). A review of the mechanical and leaching performance of stabilized/solidified contaminated soils. Environmental reviews, 22 (1), 66-86. Kulanthaivel, P., Soundara, B., Velmurugan, S., &Naveenraj, V. (2021). Experimental investigation on stabilization of clay soil using nano-materials and white cement. Materials Today: Proceedings, 45 , 507-511. Malkanthi, S., Balthazaar, N., &Perera, A. (2020). Lime stabilization for compressed stabilized earth blocks with reduced clay and silt. Case Studies in Construction Materials, 12 , e00326. Masoud, T., Alsharie, H., Salem, Z. A., Yahia, Y. I., & Suliman, M. O. (2018). Optimization of shape design for gravity retaining walls. Int J Innov Sci Mod Eng, 5 . McDowell, C. (1959). Stabilization of soils with lime, lime-flyash, and other lime reactive materials. Highway Research Board Bulletin, 231 (1), 60-66. Owamah, H., Atikpo, E., Oluwatuyi, O., &Oluwatomisin, A. (2017). Geotechnical properties of clayey soil stabilized with cement-sawdust ash for highway construction. Journal of Applied Sciences and Environmental Management, 21 (7), 1378-1381. Pan, Y., Rossabi, J., Pan, C., &Xie, X. (2019). Stabilization/solidification characteristics of organic clay contaminated by lead when using cement. Journal of hazardous materials, 362 , 132-139. Phani Kumar, B., & Sharma, R. S. (2004). Effect of fly ash on engineering properties of expansive soils. Journal of Geotechnical and Geoenvironmental Engineering, 130 (7), 764-767. Pinto, M., Isabel, M., & da VP Oliveira, J. (2003). Use of geosynthetics in embankments on soft soils. Paper presented at the Proc. of an Int. Conf. on PROBLEMATIC SOILS. Pourakbar, S., Asadi, A., Huat, B. B., &Fasihnikoutalab, M. H. (2015). Stabilization of clayey soil using ultrafine palm oil fuel ash (POFA) and cement. Transportation Geotechnics, 3 , 24-35. Quang, N. D., & Chai, J. C. (2015). Permeability of lime-and cement-treated clayey soils. Canadian Geotechnical Journal, 52 (9), 1221-1227. Rahgozar, M. A., Saberian, M., & Li, J. (2018). Soil stabilization with non-conventional eco-friendly agricultural waste materials: An experimental study. Transportation Geotechnics, 14 , 52-60. Rai, P., Qiu, W., Pei, H., Chen, J., Ai, X., Liu, Y., & Ahmad, M. (2021). Effect of fly ash and cement on the engineering characteristic of stabilized subgrade soil: an experimental study. Geofluids , 2021 , 1-11. Rashmi, S., Jagadish, K. S., &Nethravathi, S. (2014). Stabilized mud mortar. Int J Res Eng Technol , 3 (18), 26-39. Sakr, M. A., Shahin, M. A., &Metwally, Y. M. (2009). Utilization of lime for stabilizing soft clay soil of high organic content. Geotechnical and Geological Engineering, 27 (1), 105-113. Steveson, A. J. (2020). Geopolymer-derived ceramics and composites. University of Illinois at Urbana-Champaign. Syed, M., GuhaRay, A., & Kar, A. (2020). Stabilization of expansive Clayey soil with alkali activated binders. Geotechnical and Geological Engineering, 38 (6), 6657-6677. Ta'negonbadi, B., &Noorzad, R. (2017). Stabilization of clayey soil using lignosulfonate. Transportation Geotechnics, 12 , 45-55. Tingle, J. S., &Santoni, R. L. (2003). Stabilization of clay soils with nontraditional additives. Transportation Research Record, 1819 (1), 72-84. Yousefi, A., Jahanian, H., & Azadi, M. (2020). Effect of adding cement and nanocement on mechanical properties of clayey soil. The European Physical Journal Plus, 135 (8), 1-16. Zhang, M., Zhao, M., Zhang, G., Nowak, P., Coen, A., & Tao, M. (2015). Calcium-free geopolymer as a stabilizer for sulfate-rich soils. Applied Clay Science, 108 , 199-207. Additional Declarations No competing interests reported. Cite Share Download PDF Status: Under Review Version 1 posted Editorial decision: Revision requested 01 Oct, 2024 Reviews received at journal 30 Sep, 2024 Reviews received at journal 30 Sep, 2024 Reviews received at journal 28 Sep, 2024 Reviewers agreed at journal 26 Sep, 2024 Reviewers agreed at journal 26 Sep, 2024 Reviews received at journal 26 Sep, 2024 Reviewers agreed at journal 26 Sep, 2024 Reviewers agreed at journal 26 Sep, 2024 Reviewers agreed at journal 24 Sep, 2024 Reviews received at journal 24 Sep, 2024 Reviewers agreed at journal 24 Sep, 2024 Reviewers agreed at journal 24 Sep, 2024 Reviewers agreed at journal 24 Sep, 2024 Reviewers invited by journal 24 Sep, 2024 Editor assigned by journal 09 Sep, 2024 Submission checks completed at journal 04 Sep, 2024 First submitted to journal 29 Jul, 2024 You are reading this latest preprint version Research Square lets you share your work early, gain feedback from the community, and start making changes to your manuscript prior to peer review in a journal. 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Also discoverable on Platform About Our Team In Review Editorial Policies Advisory Board Help Center Resources Author Services Accessibility API Access RSS feed Manage Cookie Preferences © Research Square 2026 | ISSN 2693-5015 (online) Privacy Policy Terms of Service Do Not Sell My Personal Information {"props":{"pageProps":{"initialData":{"identity":"rs-4824395","acceptedTermsAndConditions":true,"allowDirectSubmit":false,"archivedVersions":[],"articleType":"Research Article","associatedPublications":[],"authors":[{"id":360952214,"identity":"96e571e9-ea3c-4609-8f3a-f55d43c3e527","order_by":0,"name":"Ziaur Rehman","email":"","orcid":"","institution":"Southwest Jiaotong University, Sichuan Tourism University","correspondingAuthor":false,"prefix":"","firstName":"Ziaur","middleName":"","lastName":"Rehman","suffix":""},{"id":360952215,"identity":"77762436-a844-4b86-ae8b-0f39bca337fa","order_by":1,"name":"Xu Fang","email":"data:image/png;base64,iVBORw0KGgoAAAANSUhEUgAAAZAAAAAyAQMAAABI0h/eAAAABlBMVEX///8AAABVwtN+AAAACXBIWXMAAA7EAAAOxAGVKw4bAAAA0ElEQVRIiWNgGAWjYFACxgdA4j8PPzPz4QdEamE2ABFyku1saQYkaTE2OM+jIEGUBoMbyYyfC36xJW4+zMNgwFBjE21OSIvkjGRm6Zl9PInbDvMeeMBwLC13ZwMBLfwS+QekeXskgFr4EgwYGw7nbjhAQAubRDLzb94eg8TNzTwGEkRp4ZdIZpPm+ZFgbMBMrBbJnsds1rwNB+QkDgMDOQHoF4JaDI4nM9/m+XOAh7//8OEHH2psCGsBA8Y2KCOBGNUQ8Id4paNgFIyCUTACAQBWlUBQNQaKWQAAAABJRU5ErkJggg==","orcid":"","institution":"Southwest Jiaotong University, Sichuan Tourism University","correspondingAuthor":true,"prefix":"","firstName":"Xu","middleName":"","lastName":"Fang","suffix":""},{"id":360952216,"identity":"22830207-9aa8-4295-a4d2-ef3190731992","order_by":2,"name":"Muhammad Rauf","email":"","orcid":"","institution":"Southwest Jiaotong University","correspondingAuthor":false,"prefix":"","firstName":"Muhammad","middleName":"","lastName":"Rauf","suffix":""},{"id":360952217,"identity":"b7932374-22dc-465f-b3ce-abd24a23f188","order_by":3,"name":"Jiang Chaozhe","email":"","orcid":"","institution":"Southwest Jiaotong University, Sichuan Tourism University","correspondingAuthor":false,"prefix":"","firstName":"Jiang","middleName":"","lastName":"Chaozhe","suffix":""}],"badges":[],"createdAt":"2024-07-29 21:07:21","currentVersionCode":1,"declarations":"","doi":"10.21203/rs.3.rs-4824395/v1","doiUrl":"https://doi.org/10.21203/rs.3.rs-4824395/v1","draftVersion":[],"editorialEvents":[],"editorialNote":"","failedWorkflow":false,"files":[{"id":65942086,"identity":"0f247713-7482-480c-85a8-29ec48574195","added_by":"auto","created_at":"2024-10-04 16:29:41","extension":"png","order_by":1,"title":"Figure 1","display":"","copyAsset":false,"role":"figure","size":155944,"visible":true,"origin":"","legend":"\u003cp\u003ea Wet and very clayey soil\u003c/p\u003e","description":"","filename":"1.png","url":"https://assets-eu.researchsquare.com/files/rs-4824395/v1/ef2cd8b31bd57147150f9b57.png"},{"id":65942735,"identity":"174db571-3372-474c-9086-71ffd26232e8","added_by":"auto","created_at":"2024-10-04 16:45:42","extension":"png","order_by":2,"title":"Figure 2","display":"","copyAsset":false,"role":"figure","size":95826,"visible":true,"origin":"","legend":"\u003cp\u003eSatellite image of Patolkhel Domel Tehsil District\u003c/p\u003e","description":"","filename":"2.png","url":"https://assets-eu.researchsquare.com/files/rs-4824395/v1/0f01f555fc28130e434d99f3.png"},{"id":65942353,"identity":"7a14abf3-495a-4697-8a77-32289d2be414","added_by":"auto","created_at":"2024-10-04 16:37:42","extension":"png","order_by":3,"title":"Figure 3","display":"","copyAsset":false,"role":"figure","size":168267,"visible":true,"origin":"","legend":"\u003cp\u003eMud Construction\u003c/p\u003e","description":"","filename":"3.png","url":"https://assets-eu.researchsquare.com/files/rs-4824395/v1/92a268fa74556879204e346a.png"},{"id":65942734,"identity":"1e39893f-15e1-443b-b391-1233249ab93e","added_by":"auto","created_at":"2024-10-04 16:45:41","extension":"png","order_by":4,"title":"Figure 4","display":"","copyAsset":false,"role":"figure","size":227280,"visible":true,"origin":"","legend":"\u003cp\u003ePerforming Sieve Analysis Test Procedures\u003c/p\u003e","description":"","filename":"4.png","url":"https://assets-eu.researchsquare.com/files/rs-4824395/v1/92857d5999ce968cbe632001.png"},{"id":65943284,"identity":"2227634e-b6f2-4c71-9e49-0126d52b06af","added_by":"auto","created_at":"2024-10-04 16:53:42","extension":"png","order_by":5,"title":"Figure 5","display":"","copyAsset":false,"role":"figure","size":249210,"visible":true,"origin":"","legend":"\u003cp\u003eGroove in a soil sample by using a grooving tool\u003c/p\u003e","description":"","filename":"5.png","url":"https://assets-eu.researchsquare.com/files/rs-4824395/v1/532b4c598ccb33ff4d178ab4.png"},{"id":65942091,"identity":"25552151-3404-48ee-b74f-ad6ade8b1a3b","added_by":"auto","created_at":"2024-10-04 16:29:42","extension":"png","order_by":6,"title":"Figure 6","display":"","copyAsset":false,"role":"figure","size":14021,"visible":true,"origin":"","legend":"\u003cp\u003eSieve Analysis of Soil\u003c/p\u003e","description":"","filename":"6.png","url":"https://assets-eu.researchsquare.com/files/rs-4824395/v1/65ca1d271e06cb6d07f41742.png"},{"id":65942355,"identity":"cd1bb3dd-c3a0-4ab2-aedd-fe78a0415f31","added_by":"auto","created_at":"2024-10-04 16:37:42","extension":"png","order_by":7,"title":"Figure 7","display":"","copyAsset":false,"role":"figure","size":18729,"visible":true,"origin":"","legend":"\u003cp\u003eAtterberg limits\u003c/p\u003e","description":"","filename":"7.png","url":"https://assets-eu.researchsquare.com/files/rs-4824395/v1/96c186866591627da69f4504.png"},{"id":65942349,"identity":"7fccb0a5-caa6-41b2-a5a8-288f7d686eb7","added_by":"auto","created_at":"2024-10-04 16:37:41","extension":"png","order_by":8,"title":"Figure 8","display":"","copyAsset":false,"role":"figure","size":7529,"visible":true,"origin":"","legend":"\u003cp\u003eExpansion index\u003c/p\u003e","description":"","filename":"8.png","url":"https://assets-eu.researchsquare.com/files/rs-4824395/v1/d4f94ca2705b216f2b12de44.png"},{"id":65942094,"identity":"4742e262-6771-42c6-9ea3-cab6c9d25424","added_by":"auto","created_at":"2024-10-04 16:29:42","extension":"png","order_by":9,"title":"Figure 9","display":"","copyAsset":false,"role":"figure","size":11021,"visible":true,"origin":"","legend":"\u003cp\u003ePermeability of Clayey soil\u003c/p\u003e","description":"","filename":"9.png","url":"https://assets-eu.researchsquare.com/files/rs-4824395/v1/c0bece4a040f64f071499d7b.png"},{"id":65942096,"identity":"b0b3feeb-2a53-4728-b261-228adccb2c11","added_by":"auto","created_at":"2024-10-04 16:29:42","extension":"png","order_by":10,"title":"Figure 10","display":"","copyAsset":false,"role":"figure","size":26390,"visible":true,"origin":"","legend":"\u003cp\u003eDry density of clayey soil\u003c/p\u003e","description":"","filename":"10.png","url":"https://assets-eu.researchsquare.com/files/rs-4824395/v1/118a11cf7d8c20f1cad83815.png"},{"id":65942352,"identity":"9c8737f0-5b04-4c6f-8025-39996fcf05f0","added_by":"auto","created_at":"2024-10-04 16:37:42","extension":"png","order_by":11,"title":"Figure 11","display":"","copyAsset":false,"role":"figure","size":9682,"visible":true,"origin":"","legend":"\u003cp\u003edistinct compressive strengths\u003c/p\u003e","description":"","filename":"11.png","url":"https://assets-eu.researchsquare.com/files/rs-4824395/v1/3fff6ca46489547b7967f2ba.png"},{"id":65943502,"identity":"37a02af0-4d7d-457a-a828-0f573b0c4d2d","added_by":"auto","created_at":"2024-10-04 17:01:43","extension":"pdf","order_by":0,"title":"","display":"","copyAsset":false,"role":"manuscript-pdf","size":1833931,"visible":true,"origin":"","legend":"","description":"","filename":"manuscript.pdf","url":"https://assets-eu.researchsquare.com/files/rs-4824395/v1/d0058749-7820-44d3-a922-5ac060531f3c.pdf"}],"financialInterests":"No competing interests reported.","formattedTitle":"\u003cp\u003e­Clayey Soil Stabilization with Ordinary Portland Cement Using the Stabilized Soil as A Mortar\u003c/p\u003e","fulltext":[{"header":"Introduction","content":"\u003cp\u003eSoil stabilization is the method of modifying soils to enhance their physical properties is called soil stabilization. Stabilization may enhance a soil's strength properties and/or control its shrink-swell properties, which boosts a subgrade's capacity to sustain foundations and pavements. Due to its exceptional qualities, clay soil has been utilized for construction. Clay is a component of the building materials cob, which is combined with some straw and sand to create structures like avens, and buildings. (Singh, 2022). Soil-cement broad definition of stabilization includes the different methods employed to modify soil properties. It is utilized for a variety of engineering projects. The most frequent applications are constructing roads, buildings, and Airfield pavements. Clayey soils have high water-holding capacity and usually remain stiff in a dry state but lose their stiffness with water. They are highly compressible with low bearing capacity and susceptible to moisture due to their shrinkage and swelling properties, leading to reduced strength and resulting in damage to foundations and buildings (Sakr, Shahin, \u0026amp;Metwally, \u003cspan citationid=\"CR29\" class=\"CitationRef\"\u003e2009\u003c/span\u003e). The factors affecting stabilized-cement soils are soil types, cement content, level of compaction, curing time, and curing-temperature(Tian et al., 2022) The stabilization of soil is possible with the addition of cement or lime. These stabilization techniques enhance the soil's different engineering properties, producing a better building material. The purpose of soil stabilization is an increase soil strength, stiffness, and durability, and decrease soil plasticity and shrinkage/swelling potential.(Firoozi et al., \u003cspan citationid=\"CR11\" class=\"CitationRef\"\u003e2017\u003c/span\u003e).(Miraki et al., 2022)Since soft soil must be stabilized to achieve the minimum engineering standards. one of the most well-known methods for stabilizing clayey soils, using cement as the primary binder (Deng et al., 2022).Because of their limited shear strength and excessive compressibility, building and infrastructure construction on poor or weak soil is quite dangerous. Due to these, they are exposed to various settlements. Soil qualities should be improved by utilizing stabilization procedures that can adapt to conditions with growing demands. (Ghadir and Ranjbar, \u003cspan citationid=\"CR13\" class=\"CitationRef\"\u003e2018\u003c/span\u003e). Due to unfavorable characteristics of soft soils, like high compressibility and poor shear strength, engineers must select an appropriate stabilizing approach to achieve the essential technical parameters.(Miraki et al., 2022).\u003c/p\u003e \u003cp\u003eReinforced concrete is becoming more popular, particularly for costly projects where industries don\u0026rsquo;t care about increasing costs of raw materials, and transportation. The common person can only desire of construction of a shelter. There is a need to find practical alternative building materials that are not just easily available, and affordable as well as a means of promoting sustainable development (Rashmi et al., \u003cspan citationid=\"CR28\" class=\"CitationRef\"\u003e2014\u003c/span\u003e). To build new technologies, ways, etc, it\u0026rsquo;s important to study history to know and understand the past in smarter ways. It's important to mention that mud was utilized for mortar and building materials. Mud has been utilized for building in Pakistan and worldwide for centuries. In rural areas of Pakistan, mud construction is still popular. Earth's benefits are affordable cost, easy use, availability in massive quantities, and fire resistance. Its disadvantages include durability, which can be influenced by rain, wind, and others.\u003c/p\u003e \u003cp\u003eHowever, as an energy-efficient and cost-effective material, it is suitable for low-rise and low-cost One strategy that can be utilized to mitigate the negative effects of pure mud building. Researchers have strengthened mud for construction materials (K.S. Jagadish). Thus, certain preparation and construction methods, including stabilizers, are used to optimize the use of locally available soil in stabilization. Mud mortars are used to build vaults, arches, domes, vaults, and masonry walls. No shuttering is needed during construction, making them advantageous. Mud construction is a type of construction that has been used in Pakistan and around the world for centuries. It is still popular in rural areas of Pakistan due to its affordability, ease of use, and availability of materials as shown in Fig.\u0026nbsp;\u003cspan refid=\"Fig3\" class=\"InternalRef\"\u003e03\u003c/span\u003e. Mud construction does not require large amounts of energy or resources to build. Mud construction is an economical and durable solution for building in rural areas of Pakistan. The affordability and availability of mud make it a popular choice for construction. However, the use of mud can be improved by adding cement to the mixture to improve its strength. Cement helps to bind the mud soil together and creates a more rigid structure that is better able to withstand and increase the lifespan of the structure, making it more cost-effective in the long run Clayey soils are a global problem that poses several various challenges for civil engineers.\u003c/p\u003e \u003cp\u003eThey are viewed as possible natural disasters that could seriously affect buildings and road structures. For a very long period, we have had issues with both large and small structural breakdowns. Soil swelling is the main cause of this. As a result, several structures typically face massive settlement, which causes Harm to the structural components foundation system. We have been conscious of these issues for a longer time however, unable to move forward because of a lack of technologies up to now. Our primary objective is to stabilize locally available clayey soil and then use it as a stabilized material to boost the strength or stability of structures and decrease the cost of construction.\u003c/p\u003e"},{"header":"Review Of the Literature","content":"\u003cp\u003eClay soil moisture fluctuations are usually accompanied by volume changes. Clayey or problematic soil covers many portions of Pakistan, particularly in the Khyber Pakhtunkhwa (KpK) Banu and Dir districts. The main problem, which includes cracking, settlement, and deformations that are vastly higher than elastic deformations and are not anticipated by classical elastic or plastic theory, is the reason that entire structures can collapse before their design lives are over (Ali et al., \u003cspan citationid=\"CR4\" class=\"CitationRef\"\u003e2014\u003c/span\u003e). Clayey soils can be challenging to work with when it comes to construction. After all, due to the rising lack of good quality soils for construction, alternate solution places of construction have grown increasingly significant in recent years (Pinto, Isabel, \u0026amp; da VP Oliveira, 2003). The construction of facilities and infrastructure on weak or clayey soil is hazardous because of their poor shear strength and high compressibility, low workability, and bearing capacity characterize these soils (Tingle \u0026amp;Santoni, \u003cspan citationid=\"CR33\" class=\"CitationRef\"\u003e2003\u003c/span\u003e). Such clay is extremely difficult to compact while constructing unless they have been treated with cement or a similar material (S. Abbey, Eyo, \u0026amp;Ng\u0026rsquo;ambi, \u003cspan citationid=\"CR1\" class=\"CitationRef\"\u003e2020\u003c/span\u003e; S. Abbey, Ngambi, \u0026amp;Ganjian, \u003cspan citationid=\"CR2\" class=\"CitationRef\"\u003e2017\u003c/span\u003e; S. J. Abbey, Ngambi, \u0026amp;Ngekpe, \u003cspan citationid=\"CR3\" class=\"CitationRef\"\u003e2015\u003c/span\u003e; Pourakbar, Asadi, Huat, \u0026amp;Fasihnikoutalab, \u003cspan citationid=\"CR24\" class=\"CitationRef\"\u003e2015\u003c/span\u003e; Rahgozar, Saberian, \u0026amp; Li, \u003cspan citationid=\"CR26\" class=\"CitationRef\"\u003e2018\u003c/span\u003e; Ta'negonbadi\u0026amp;Noorzad, \u003cspan citationid=\"CR32\" class=\"CitationRef\"\u003e2017\u003c/span\u003e). To avoid damage, it is vital to stabilize the soil qualities.\u003c/p\u003e \u003cp\u003eChemical stabilization/solidification (S/S) has employed cement as an effective material to strengthen soil and/or repair contaminated soil (Kogbara, \u003cspan citationid=\"CR15\" class=\"CitationRef\"\u003e2014\u003c/span\u003e). Industrial wastes such as marble dust and bagasse ash were used to enhance the characteristics of the expansive soil. (Ali, Khan, \u0026amp; Shah, \u003cspan citationid=\"CR4\" class=\"CitationRef\"\u003e2014\u003c/span\u003e). The geotechnical qualities of the foundation soil must be known when designing the foundations of various structures such as buildings, dams, bridges, and so on. As a result, laboratory experiments are carried out to study the soil's geotechnical qualities. To support massive structures, soils must have sufficient bearing capacity.\u003c/p\u003e \u003cp\u003eTherefore, it's critical to boost the bearing capacity of weak and sagging joints (KARKUSH \u0026amp; YASSIN, \u003cspan citationid=\"CR14\" class=\"CitationRef\"\u003e2020\u003c/span\u003e). Clayey soil's tendency to swell can be reduced by adding 25% fly ash and 8% lime to cement (Cokca, \u003cspan citationid=\"CR7\" class=\"CitationRef\"\u003e2001\u003c/span\u003e; Phani Kumar \u0026amp; Sharma, \u003cspan citationid=\"CR22\" class=\"CitationRef\"\u003e2004\u003c/span\u003e; Syed, GuhaRay, \u0026amp; Kar, \u003cspan citationid=\"CR31\" class=\"CitationRef\"\u003e2020\u003c/span\u003e; Zhang et al., \u003cspan citationid=\"CR35\" class=\"CitationRef\"\u003e2015\u003c/span\u003e). The most frequent stabilizers used in the production of compressed stabilized earth blocks are lime and cement (Deboucha\u0026amp; Hashim, \u003cspan citationid=\"CR10\" class=\"CitationRef\"\u003e2011\u003c/span\u003e; Malkanthi, Balthazaar, \u0026amp;Perera, \u003cspan citationid=\"CR17\" class=\"CitationRef\"\u003e2020\u003c/span\u003e). Cement is used to treat weak soils and improve the geomechanics of clayey soils (Pan, Rossabi, Pan, \u0026amp;Xie, \u003cspan citationid=\"CR21\" class=\"CitationRef\"\u003e2019\u003c/span\u003e). Chemical stabilization of clayey soil with binders such as ordinary Portland cement is typical to Improve soil stability (Ghadir \u0026amp;Ranjbar, \u003cspan citationid=\"CR13\" class=\"CitationRef\"\u003e2018\u003c/span\u003e).\u003c/p\u003e \u003cp\u003eThe improvement of soil stability with cement, which is a well-established technology, is necessary for enhancing the road interlayer with cement addition. Direct and indirect products include calcium silicate hydrates (SCH), calcium aluminates hydrates (CAH), and calcium (OH)2 (Zhang et al., \u003cspan citationid=\"CR35\" class=\"CitationRef\"\u003e2015\u003c/span\u003e). Portland cement is frequently used to improve the soil properties for roads and other shallow structures (Consoli et al., \u003cspan citationid=\"CR9\" class=\"CitationRef\"\u003e2016\u003c/span\u003e) cement is the most widely consumed material within the construction sector, with just a yearly output of over a billion tonnes. surpassing 3.4\u0026nbsp;billion tons in tons and, as a result, 3.4\u0026nbsp;billion tons by 2014. cement demand and production are expected to reach a trillion by 2050, according to several research studies this would put further strain on natural resources and the environment. Cement has long been used in structural concrete, with interlayer stabilization being one of the primary applications. (Busari, Dahunsi, \u0026amp;Akinmusuru, \u003cspan citationid=\"CR6\" class=\"CitationRef\"\u003e2019\u003c/span\u003e). Soil stabilization dates back 5000 years. Previously, earthen road stabilization was a difficult task. In Egypt, Mesopotamia, Greek, and Roman times, soil lime mixes were employed to stabilize the land and roads (McDowell, \u003cspan citationid=\"CR19\" class=\"CitationRef\"\u003e1959\u003c/span\u003e). The stability of residual soil was researched using nano-SiO2 and cement. Per the findings, the liquid index decreased, but the unconfined compressive strength, liquid limit, and plastic limit all increased (Yousefi, Jahanian, \u0026amp; Azadi, \u003cspan citationid=\"CR34\" class=\"CitationRef\"\u003e2020\u003c/span\u003e).\u003c/p\u003e \u003cp\u003eThese soils are notoriously challenging to compact on the construction site unless they have been treated with cement or a cementitious by-product material mixture (S. Abbey et al., \u003cspan citationid=\"CR1\" class=\"CitationRef\"\u003e2020\u003c/span\u003e). It has been examined and shown that cement can improve the engineering characteristics of problematic soils for railway track subgrade and highway subbase courses and bases. Therefore, a 6% cement concentration is ideal to boost the clayey soil-bearing capacity to be utilized for the rail track of subgrade (Solihu,2020). Numerous studies have been conducted on mortar soil stabilization to enhance the various qualities of mortar. For the assessment of soil stabilization, many stabilizers using cement along with lime, cement and fly ash, brick dust, and bagasse ash, among other waste materials, have been used (K.S. Jagadish,2007).\u003c/p\u003e \u003cdiv id=\"Sec3\" class=\"Section2\"\u003e \u003ch2\u003e2.1 Materials and Methods\u003c/h2\u003e \u003cp\u003eClay soil can be recognized rather easily. When wet, it becomes sticky, may be rolled, spread easily, and smoothed into a glossy finish. However, clayey soil becomes hard as it dries, which causes the clay to crack as it dries out. This can be seen in Fig.\u0026nbsp;\u003cspan refid=\"Fig2\" class=\"InternalRef\"\u003e02\u003c/span\u003e.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eIn this study, Cement was utilized as a binder material, and clayey soil was taken from Patolkhel village, tehsil Domel, district Banu. While choosing sites of collection for clayey soil samples we carefully inspect the ground surfaces. While experimental tests were being conducted, the results of the sieve analysis showed that more than 35% of the soil specimen passed through the No. 200 sieve. It shows that the soil is clayey. After a series of tests, a Banu soil sample was picked that satisfied the requirements for clayey soil. That's why chose the Banu site. Although the soil's Atterbury limit analysis revealed a liquid limit (LL) of 40% and a plasticity index (PI) of 9.2%, it shows that the soil is plastic and Cohesive, according to the American Association of State Highway and Transportation Officials (AASHTO)\u003c/p\u003e \u003cp\u003e \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\u003eNatural soil characteristics\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\u003eComponents\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eOrdinary Portland cement\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eSiO\u003csub\u003e2\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e61\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eAl\u003csub\u003e2\u003c/sub\u003eO\u003csub\u003e3\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e20\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eFe\u003csub\u003e2\u003c/sub\u003eO\u003csub\u003e3\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.5\u0026ndash;0.6\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCaO\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eMgO\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1.3-2\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eSO\u003csub\u003e3\u003c/sub\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eIgnition loss\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e2.2\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\u003e3.1 Binders Material\u003c/h2\u003e \u003cp\u003eCement was utilized as a binding agent. in this investigation and was purchased from a local cement market. In Table\u0026nbsp;\u003cspan refid=\"Tab1\" class=\"InternalRef\"\u003e1\u003c/span\u003e, the fundamental elements of Ordinary Portland Cement (OPC) are listed.\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\u003eCharacteristics of natural soil\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\u003eCharacteristics\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eObtain values\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 in (%)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e40\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003ePlastic limit in (%)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e30.8\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003ePlasticity index in (%)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e9.17\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eExpansion index in (%)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e137\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003ePermeability in m/s\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.00000236\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eDry density (g/cm\u003csup\u003e3\u003c/sup\u003e)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1.58\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eUCS (PSI)\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e101\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"},{"header":"Methodology","content":"\u003cp\u003eThe following experiments were conducted, namely., Sieve Analysis test, Atterberg Limit Test, Expansion index, permeability Test, Density of Stabilized and Unsterilized Test, and Unconfined Compressive Strength Testing were performed for natural soils also including for stabilized soil with different percentages (1%, 2%, 3%, 4% \u0026amp; 5%) of ordinary Portland cement (OPC). Initially, soil samples were tested without cement, and then the same experiments were run with different percentages of cement. Comparisons were made between the natural state of soil and soil with the addition of cement.\u003c/p\u003e\n\u003cdiv id=\"Sec6\" class=\"Section2\"\u003e\n \u003ch2\u003e2.1. Sieve Analysis Test\u003c/h2\u003e\n \u003cp\u003eThe test was performed by ASTM D 4829 to determine clayey soil \u0026amp; practical size analysis of soil as shown in Fig. \u003cspan class=\"InternalRef\"\u003e04\u003c/span\u003e\u003c/p\u003e\n \u003cp\u003eWrite Down the weight of each sieve and keep them in the ascending sequence of sieve number (#4 sieve at the top and #200 sieves at the bottom put the pan underneath the #200 sieves and 10 minutes of shaking the mechanical shaker. Once the stack has been removed from the shaker, weigh the retained soil record of each sieve.\u003c/p\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec7\" class=\"Section2\"\u003e\n \u003ch2\u003e4.2 Liquid Limit Test\u003c/h2\u003e\n \u003cp\u003eThe ASTM D 4318 -05 test was used to evaluate the liquid limit of clayey soil. Place about 3/4 of the dry soil that passes through a No. 40 sieve in an evaporated dish. Adding water, then mix the soil to create a smooth paste. Put more paste in the liquid limit (Casagrande) device\u0026apos;s metal cup. Use a grooving tool to cut a groove in the middle of the soil and pat it inside the cup. To close a groove in the dirt that is 1/2 in (\u0026asymp;\u0026thinsp;13 mm) wide, it takes between 25 and 35 blows. In the evaporating dish, thoroughly combine the soil paste with more water. Thoroughly mix more water into the soil paste in the evaporating dish. In between 20 and 25 blows, repeat the steps to achieve a groove closure of 1/2 (\u0026asymp;\u0026thinsp;13 mm)as shown in Fig. \u003cspan class=\"InternalRef\"\u003e5\u003c/span\u003e.\u003c/p\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec8\" class=\"Section2\"\u003e\n \u003ch2\u003e4.3 Plastic Limit Test\u003c/h2\u003e\n \u003cp\u003eThis test was carried out by ASTM D 4318 \u0026minus;\u0026thinsp;05 to ascertain the plastic limit. Put about 20 g of the dry soil sample that passed through sieve No. 40 into a porcelain evaporating dish, then completely combine with water. Calculate the empty can\u0026apos;s mass in grams. Squeeze the soil with the fingers to form several ellipsoidal-shaped soil masses. 80 strokes per minute are produced by rolling one of the ellipsoidal-shaped dirt masses on a glass plate with the palm in a full backward and full forward motion when the rolling thread reaches a diameter of 1/8 in (3.18 mm), cut it into smaller pieces and squeeze it back into an ellipsoid shape using the fingers. Proceed until the thread breaks into pieces when its diameter is 1/8 inch (3.18 mm). Collect the fragmented pieces in the moisture can and close it.\u003c/p\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec9\" class=\"Section2\"\u003e\n \u003ch2\u003e4.4 Expansion Index of Soils Test\u003c/h2\u003e\n \u003cp\u003eThis test was performed by ASTM D 4829 to determine the expansion index of soil. The expansion potential of compacted soils can be determined using an index parameter in this test method, which is straightforward but sensitive. The values given in SI units are to be taken as the standard. A specimen is produced by packing test soil inside a metal ring to a saturation level of 50%. The specimen and ring are then put inside a consolidometer. The specimen is subjected to a vertical confining pressure of 6.9 kPa (1 lb/in.2) before being submerged in distilled water. The rate of deformation is observed for 24 hours or until it drops to less than 0.005 mm/h (0.0002 in/h), whichever comes first. The following formula determines the expansion index.\u003c/p\u003e\n \u003cp\u003eUsing the formula below, determine the expansion index, EI:\u003c/p\u003e\n \u003cdiv id=\"Equa\" class=\"Equation\"\u003e\n \u003cdiv class=\"mathdisplay\" id=\"FileID_Equa\" name=\"EquationSource\"\u003e$$\\:\\text{E}\\text{I}=\\frac{\\varDelta\\:\\:\\text{H}}{\\text{H}}\\text{x}\\:1000$$\u003c/div\u003e\n \u003c/div\u003e\n \u003cp\u003eWhere:\u003c/p\u003e\n \u003cp\u003e∆H\u0026thinsp;=\u0026thinsp;change in height, (∆H\u0026thinsp;=\u0026thinsp;D\u003csub\u003e2\u003c/sub\u003e\u0026thinsp;\u0026minus;\u0026thinsp;D\u003csub\u003e1\u003c/sub\u003e), mm,\u003c/p\u003e\n \u003cp\u003eH\u0026thinsp;=\u0026thinsp;initial height, mm,\u003c/p\u003e\n \u003cp\u003eD\u003csub\u003e1\u003c/sub\u003e\u0026thinsp;=\u0026thinsp;initial dial reading, mm, and\u003c/p\u003e\n \u003cp\u003eD\u003csub\u003e2\u003c/sub\u003e\u0026thinsp;=\u0026thinsp;final dial reading, mm\u003c/p\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec10\" class=\"Section2\"\u003e\n \u003ch2\u003e4.5 Permeability Test\u003c/h2\u003e\n \u003cp\u003eThis test ASTM D 2166 was performed to determine the permeability of the clayey soil sample by variable head permeability test. The permeability of soil is important to study the behavior of soils within their natural condition about water flow. For the Variable Head Permeability Test, the falling head approach is particularly suitable, and it is suitable for fine-grained soils with low to moderate permeability, like silts and clays.\u003c/p\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec11\" class=\"Section2\"\u003e\n \u003ch2\u003e4.6 Dry Density Test\u003c/h2\u003e\n \u003cp\u003eThis test was conducted utilizing the standard Proctor test. To find the maximum dry unit weight of compacted earth, Proctor (1933) built a laboratory for compaction test procedures. Get 10 (lb) in dry, air soil, and then smash the clumps. Use a No. 4 sieve to sieve the soil. Collect each of the items that passed through sieve No. 4 and weigh around 5 (lb) and place them in a big pan. To get the soil through sieve number four with 5% moisture content, add water to the mixture. Inside the mold, the soil is arranged into three layers, with each layer being compacted with 25 blows. Carefully remove the extension. With a straight edge, remove extra soil. A little sample is taken from the compressed specimen to find out how much water is present the process was performed for water content as well, and the dry density of soil is finally determined from the mass of soil and water content. Now a graph relating water content to dry density is drawn.\u003c/p\u003e\n \u003cdiv class=\"BlockQuote\"\u003e\n \u003cp\u003eBulk density\u0026thinsp;=\u0026thinsp;mass/volume\u003c/p\u003e\n \u003cp\u003eDry unit weight\u003c/p\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Equb\" class=\"Equation\"\u003e\n \u003cdiv class=\"mathdisplay\" id=\"FileID_Equb\" name=\"EquationSource\"\u003e$$\\:{\\gamma\\:}\\text{d}=\\frac{\\gamma\\:}{(1+\\:W\\:(\\text{%})\\:/\\:100)}$$\u003c/div\u003e\u003c/div\u003e\u003c/div\u003e\u003cdiv id=\"Sec12\" class=\"Section2\"\u003e\u003ch2\u003e4.7 Unconfined Compressive Strength Test\u003c/h2\u003e\u003cp\u003eThe ASTM D 2166 standard test method was used to determine the Unconfined Compressive strength of clayey soil. This test requires the application of a load per unit area (P/A) on a cylindrical sample of cohesive soil. The load is applied in compression, and the soil\u0026rsquo;s unconfined compressive strength is determined based on the amount of pressure needed to cause a certain amount of deformation in the soil sample. The results of this test are usually expressed in terms of pounds per square inch (PSI) or kilopascals (KPa).\u003c/p\u003e\u003c/div\u003e"},{"header":"Results and Discussion","content":"\u003cp\u003eFor clayey material, greater than 35% of the whole sample passes through the No. 200 sieve. The soil is categorized A-4 as a norm. (According to Highway Research Board classification). From the sieve analysis test result, 44.28 percent of the whole samples passed through sieve NO 200. It shows that the soil is clayey.\u0026nbsp;The findings are shown in Table 3 and Figure 6.\u003c/p\u003e\n\u003cp\u003eAll\u0026nbsp;the\u0026nbsp;details\u0026nbsp;of\u0026nbsp;the\u0026nbsp;sieve\u0026nbsp;analysis\u0026nbsp;test\u0026nbsp;findings,\u0026nbsp;including\u0026nbsp;sieve\u0026nbsp;No.,\u0026nbsp;Quantity,\u0026nbsp;retaining\u0026nbsp;soil,\u0026nbsp;and\u0026nbsp;passing\u0026nbsp;soil\u0026nbsp;through\u0026nbsp;different\u0026nbsp;sieves are shown in Table 3. Fig 6 indicates the relationship between the No of sieves used and the percentage of clayey soil that passes through them. Soil is passed 98.1 percent through sieve No 4, 90.1 percent through sieve No 10, and similarly 44.28 percent through sieve No 200. That indicates the soil is clay.\u003c/p\u003e\n\u003cp\u003eTable 3 Sieve Analysis\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"617\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 7.62987%;\"\u003e\n \u003cp\u003e\u003cstrong\u003eS.No\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 9.09091%;\"\u003e\n \u003cp\u003e\u003cstrong\u003eSieve No\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 37.013%;\"\u003e\n \u003cp\u003e\u003cstrong\u003eQuantity =T.Mass\u0026ndash;Mass Retain Passing (Gm)\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 35.7143%;\"\u003e\n \u003cp\u003e\u003cstrong\u003e% Retain=Mass Retain/T.Mass\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 10.5519%;\"\u003e\n \u003cp\u003e\u003cstrong\u003e% passing\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 7.62987%;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 9.09091%;\"\u003e\n \u003cp\u003e4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 37.013%;\"\u003e\n \u003cp\u003e490.3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 35.7143%;\"\u003e\n \u003cp\u003e1.9\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 10.5519%;\"\u003e\n \u003cp\u003e98.1\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 7.62987%;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 9.09091%;\"\u003e\n \u003cp\u003e10\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 37.013%;\"\u003e\n \u003cp\u003e450.8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 35.7143%;\"\u003e\n \u003cp\u003e7.9\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 10.5519%;\"\u003e\n \u003cp\u003e90.2\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 7.62987%;\"\u003e\n \u003cp\u003e\u0026nbsp;3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 9.09091%;\"\u003e\n \u003cp\u003e40\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 37.013%;\"\u003e\n \u003cp\u003e395.3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 35.7143%;\"\u003e\n \u003cp\u003e11.1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 10.5519%;\"\u003e\n \u003cp\u003e79.1\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 7.62987%;\"\u003e\n \u003cp\u003e4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 9.09091%;\"\u003e\n \u003cp\u003e80\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 37.013%;\"\u003e\n \u003cp\u003e311.7\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 35.7143%;\"\u003e\n \u003cp\u003e15.72\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 10.5519%;\"\u003e\n \u003cp\u003e63.38\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 7.62987%;\"\u003e\n \u003cp\u003e5\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 9.09091%;\"\u003e\n \u003cp\u003e200\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 37.013%;\"\u003e\n \u003cp\u003e216.2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 35.7143%;\"\u003e\n \u003cp\u003e19.1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 10.5519%;\"\u003e\n \u003cp\u003e44.28\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 7.62987%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 9.09091%;\"\u003e\n \u003cp\u003ePan\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 37.013%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 35.7143%;\"\u003e\n \u003cp\u003e44.28\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 10.5519%;\"\u003e\n \u003cp\u003e0\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003efurthermore, Laboratory tests were conducted on specimens of natural soil to assess different characteristics. the test findings are shows in Table 2. The basic index characteristics of clayey soil without mixing cement are shown in Table 2.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.1 Effect of Cement on the\u0026nbsp;\u003c/strong\u003e\u003cstrong\u003eAtterberg limits\u003c/strong\u003e\u003cstrong\u003e\u0026nbsp;of Soil\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eBy reducing their values, cement has an impact on clayey soil\u0026apos;s liquid limit, plastic limit, and plasticity index. Cement behaves as a bonding agent and binds the soil particles together, which reduces the water holding capacity, resulting in lower liquid limit values (Firoozi et al,.2017). Cement also reduces the plastic limit value of clayey soil by making the particles more rigid, which reduces its ability to be molded. Additionally, cement lowers the clayey soil\u0026apos;s plasticity index, that is the distinction between the liquid limit and the plastic limit. Therefore, the addition of cement in clayey soil results in lower values of liquid limit, plastic limit and plasticity index. Table 5 and Fig 8 indicates that adding cement to clayey soil leads the liquid limit, plastic limits and plasticity index decreases as the percentage of cement increases.\u003c/p\u003e\n\u003col\u003e\n \u003cli\u003eAtterberg\u0026rsquo;s define the range of plasticity index as under:\u003c/li\u003e\n \u003cli\u003eIf P.I =0=\u0026gt; its means, the soil is on-cohesive and non-plastic.\u003c/li\u003e\n \u003cli\u003eP. I\u0026lt;7=\u0026gt; the soil is low cohesive and low plastic.\u003c/li\u003e\n \u003cli\u003eP. I=7-17=\u0026gt; the plastic soil is cohesive and plastic.\u003c/li\u003e\n \u003cli\u003eP.I\u0026gt;17=\u0026gt; the soil is very cohesive and highly plastic.\u003c/li\u003e\n\u003c/ol\u003e\n\u003cp\u003eNow according to Atterberg\u0026rsquo;s plasticity index range. Therefore, the natural soils P1 value is 9.2% indicates that the soil is plastic and cohesive, whereas the stabilized soil PI value is 5% shows that the soil is low plastic and low cohesive.\u003c/p\u003e\n\u003cp\u003eTable 4 Atterberg limits\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e\u003cstrong\u003eMixing ratio\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e\u003cstrong\u003eLL%\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e\u003cstrong\u003ePL %\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e\u003cstrong\u003ePlasticity index\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003eSoil+0%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e40\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e30.8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e9.2\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003eSoil +1%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e38\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e29.6\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e8.4\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003eSoil +2%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e36\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e28.7\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e7.3\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003eSoil +3%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e33.9\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e28\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e5.9\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003eSoil +4%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e32\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e26.3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e5.7\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003eSoil +5%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e28\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e23\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 25%;\"\u003e\n \u003cp\u003e5\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003e\u003cstrong\u003e5.2 Effect of Cement on the Expansion index of Soil\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eTable 5 and Fig 8 shows the relationship between expansion index with the inclusion of various cement concentrations. Expansion index of a natural soil sample is approximately 137 which indicates the given soil sample collected from district Banu is highly expansive. \u0026nbsp;cement reduces the expansion index to 124 with the addition of 2% while reduce expansion index from 137 to 90 with the inclusion of 5%. Thus, with the inclusion 5% cement expansion of soil change from very high potential expansion category to medium category as showed in table 6.\u003c/p\u003e\n\u003cp\u003eThe expansion index of soil is affected by the amount of cement added to it. Cement is added to soil to increase its strength and decrease its propensity to expand when exposed to moisture (Rai et al, 2021). This reduction in swelling is due to cement\u0026rsquo;s ability to bind the particles of soil together, making them less prone to movement. The expansion index of soil decreases as cement content increases.\u003c/p\u003e\n\u003cp\u003eTable 5 Expansion Index\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"485\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 9.71074%;\"\u003e\n \u003cp\u003e\u003cstrong\u003eS.No\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.0744%;\"\u003e\n \u003cp\u003e\u003cstrong\u003eSample name\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20.8678%;\"\u003e\n \u003cp\u003e\u003cstrong\u003eInitial height\u003c/strong\u003e\u003c/p\u003e\n \u003cp\u003e\u003cstrong\u003eH (mm)\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.4876%;\"\u003e\n \u003cp\u003e\u003cstrong\u003eChange in height\u003c/strong\u003e\u003c/p\u003e\n \u003cp\u003e\u003cstrong\u003e∆H (mm)\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26.8595%;\"\u003e\n \u003cp\u003e\u003cstrong\u003eExpansion index EI=(∆H/H) *1000\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 9.71074%;\"\u003e\n \u003cp\u003e\u003cstrong\u003e0\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.0744%;\"\u003e\n \u003cp\u003eNatural soil\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20.8678%;\"\u003e\n \u003cp\u003e20\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.4876%;\"\u003e\n \u003cp\u003e2.74\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26.8595%;\"\u003e\n \u003cp\u003e137\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 9.71074%;\"\u003e\n \u003cp\u003e\u003cstrong\u003e1\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.0744%;\"\u003e\n \u003cp\u003e\u0026nbsp;Cement 1%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20.8678%;\"\u003e\n \u003cp\u003e20\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.4876%;\"\u003e\n \u003cp\u003e260\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26.8595%;\"\u003e\n \u003cp\u003e130\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 9.71074%;\"\u003e\n \u003cp\u003e\u003cstrong\u003e2\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.0744%;\"\u003e\n \u003cp\u003e\u0026nbsp;Cement 2%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20.8678%;\"\u003e\n \u003cp\u003e20\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.4876%;\"\u003e\n \u003cp\u003e2.48\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26.8595%;\"\u003e\n \u003cp\u003e\u0026nbsp;124\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 9.71074%;\"\u003e\n \u003cp\u003e\u003cstrong\u003e3\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.0744%;\"\u003e\n \u003cp\u003eCement 3%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20.8678%;\"\u003e\n \u003cp\u003e20\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.4876%;\"\u003e\n \u003cp\u003e2.32\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26.8595%;\"\u003e\n \u003cp\u003e116\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 9.71074%;\"\u003e\n \u003cp\u003e\u003cstrong\u003e4\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.0744%;\"\u003e\n \u003cp\u003eCement 4%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20.8678%;\"\u003e\n \u003cp\u003e20\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.4876%;\"\u003e\n \u003cp\u003e2.04\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26.8595%;\"\u003e\n \u003cp\u003e102\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 9.71074%;\"\u003e\n \u003cp\u003e\u003cstrong\u003e5\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.0744%;\"\u003e\n \u003cp\u003eCement 5%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 20.8678%;\"\u003e\n \u003cp\u003e20\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 21.4876%;\"\u003e\n \u003cp\u003e1.80\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 26.8595%;\"\u003e\n \u003cp\u003e90\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003eTable 6 \u0026nbsp;Expansion Index\u003c/p\u003e\n\u003cp\u003e\u003cimg src=\"data:image/png;base64,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\" width=\"548\" height=\"151\"\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.3 Effect of Cement on the\u0026nbsp;\u003c/strong\u003e\u003cstrong\u003ePermeability\u003c/strong\u003e\u003cstrong\u003e\u0026nbsp;of Soil\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe ability of a porous material to allow water to move through or soak into its interconnected voids is known as its permeability. The Experimental results in the table show that the permeability of clayey soil decreases with increases in the percentage of cement.\u003c/p\u003e\n\u003cp\u003eTable 7 permeability of clayey soil\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"624\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.8397%;\"\u003e\n \u003cp\u003e\u003cstrong\u003eSAMPLE\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 50.1603%;\"\u003e\n \u003cp\u003e\u003cstrong\u003eCOEFFICIENTS OF PERMEABILITY\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.8397%;\"\u003e\n \u003cp\u003eNatural soil\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 50.1603%;\"\u003e\n \u003cp\u003e2.368*10\u003csup\u003e-6\u003c/sup\u003em/s\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.8397%;\"\u003e\n \u003cp\u003eAt 1% cement\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 50.1603%;\"\u003e\n \u003cp\u003e2.18*10\u003csup\u003e-6\u003c/sup\u003em/s\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.8397%;\"\u003e\n \u003cp\u003eAt 2% cement\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 50.1603%;\"\u003e\n \u003cp\u003e2.03*10\u003csup\u003e-6\u003c/sup\u003em/s\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.8397%;\"\u003e\n \u003cp\u003eAt 3% cement\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 50.1603%;\"\u003e\n \u003cp\u003e1.86*10\u003csup\u003e-6\u003c/sup\u003em/s\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.8397%;\"\u003e\n \u003cp\u003eAt 4% cement\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 50.1603%;\"\u003e\n \u003cp\u003e1.75*10\u003csup\u003e-6\u003c/sup\u003em/s\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.8397%;\"\u003e\n \u003cp\u003eAt 5% cement\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 50.1603%;\"\u003e\n \u003cp\u003e1.61*10\u003csup\u003e-6\u003c/sup\u003em/s\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003eTable 7 and Fig 9 shows the relationship between the coefficient of permeability m/s and the different percentage of cement. The natural soil coefficient of permeability is 0.00000236 m/s which reduces to 0.0000028 m/s with the addition of one percent cement then it further reduces to 0.00000203 m/s with the edition of two percent cement. similarly, the coefficient of permeability is reduced to 0.00000186 m/s with the edition of three percent cement, and it further decrease to 0.00000175 m/s with the edition of four percent cement and finally the value of permeability is reduced to 0.00000161 m/s.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eThe permeability of soil is directly affected by the inclusion of cement. Cement is a binding material that brings soil particles closer together and reduces the soil\u0026apos;s permeability. Thisreduce the amount of water and air that can pass through the soil, thus decreasing its permeability (Gaoliang et al, 2018). In addition to this, the cement reacts with the calcium, magnesium and other ions present in the soil and forms compounds such as calcium silicate and hydroxide that further reduce the permeability of the soil. Therefore, the inclusion of cement to soil significantly decreases its permeability.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.4 Effect of cement on dry density of clayey soil.\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eSoil compaction is a technique for improving soil density by means of mechanical equipment to eliminate air gap between soil mass. Standard proctor compaction tests are performed in the lab to determine the optimal moisture content of the soil at maximum dry density. The findings are shown in the Table 8 and Figure 10.\u003c/p\u003e\n\u003cp\u003eTable 8 Dry density of clayey soil\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003eCement (%)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003eMoisture content (%)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003eDry density (gm/cm\u003csup\u003e3)\u003c/sup\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e0\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e8.5\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e1.44\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e9.94\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e1.50\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e11.05\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e1.54\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e13.11\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e1.58\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e14.09\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e1.67\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e5\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e14.04\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"bottom\" style=\"width: 33.3333%;\"\u003e\n \u003cp\u003e1.71\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003eCement acts as a stabilizer for soil, so its influence on compaction values is significant. the inclusion of cement in soil improves the maximum dry density of soil (MDD) and reduces the optimum moisture (OMC). This is because the cement particles fill in the smaller air voids and provide additional strength to the soil. This results in a greater resistance to compaction, which increases the MDD and reduces the OMC. Additionally, the presence of cement may also cause the soil particles to become more closely packed together, further increasing the MDD and reducing the OMC.Table 5 and Figure 8 Shows the variation in dry density values. It is indicated that the soil\u0026apos;s density is disturbed by the water content. The maximum dry density is reached when the percentage of water reaches a certain level, limiting the amount of water that can be added to decrease density further. The amount of water included when mixing cement typically rises, which inadvertently lowers the ideal water content and raises the MDD. With the addition of 5% cement (14.04% water), we can therefore reach the conclusion that the maximum dry density is 1.71(gm/cm3).\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.5 The effect of cement on compressive strength of soil\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe unconfined compressive strength test, also called the uniaxial compression test. The unconfined pressure in the triaxial test is zero. Unconfined compression test (UCS) applications include rapidly estimating or evaluating the unconfined compressive strength of soil with sufficient cohesiveness to determine the unconfined state.\u003c/p\u003e\n\u003cp\u003eTable 9 distinct compressive strengths\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"418\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20.3837%;\"\u003e\n \u003cp\u003eCement %\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e28-day UCS (psi)\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20.3837%;\"\u003e\n \u003cp\u003e0%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e101\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20.3837%;\"\u003e\n \u003cp\u003e1%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e109\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20.3837%;\"\u003e\n \u003cp\u003e2%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e125\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20.3837%;\"\u003e\n \u003cp\u003e3%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e140\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20.3837%;\"\u003e\n \u003cp\u003e4%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e190\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 20.3837%;\"\u003e\n \u003cp\u003e5%\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e\u0026nbsp;\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 19.9041%;\"\u003e\n \u003cp\u003e203\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003eTable 9 and Figure 11 show the distinct compressive strengths attained by the clayey soil with various cement proportions. As can be observed in Fig 9, there has been a remarkable improvement in the strength of soil after comparing the natural soil with treated\u0026nbsp;soil. demonstrate that natural soil has a strength of 101 psi. With the addition of 1,2,3,4 and 5% cement, this strength was enhanced to 109 psi, 125 psi, 140 psi, 190 psi, and 203 psi after28 days of curing. Thus, cement is considered effective for improving properties of natural clay (Sariosseiri et al. 2009).\u003c/p\u003e\n\u003cp\u003eOur study liquid limit for clayey soil is 40% max, consistent with the AASHTO classification system. (Alhaji et al., 2015). a study was carried out by (kulanthaivelet al.2020) and observed that permeability of clayey soil is reduced with the edition of cement, which consists of the result of our study. Similarly, results with significant improvement were also concluded by (Cong, Longzhu, \u0026amp; Bing, 2014). A research study was done by (Asgari et al.,2015) and noted that the compressive strength of clayey soil improves with cement, which is comparable with the result of our study. Ghadir et al. conducted a study on clayey soil stabilization in 2018 using Portland cement. They concluded that the compressive strength of the clayey soil might be increased from 0.5 to 4 MPA, which is consistent with the results of our study. A study was conducted by (Yasser Yahia and Hesham Alsharie, 2018) in Jordan and concluded that the dry density of Clayey soil increases with cement, which is like the results of our study. Owama et al. (2017) did a research study that the compressive strength of clayey soil increases with the cement edition, which is common in our research study. A research study was carried out by (Nguyen Duy Quang 1, Jin Chun Chai 2, 2015), and observed that the permeability of clay soil decreased with cement and the compressive strength of clayey soil increased with cement the findings of our results.\u003c/p\u003e"},{"header":"Conclusion","content":"\u003cp\u003eIn this study, the impact of cement on clay soil stability was examined. The following inferences can be made considering the experiment findings. The plastic limit, liquid limit, and plasticity index were found to decrease with cement content. Clayey soil dry density also increases, reaching its maximum at around 5% addition of cement. further noticed that as cement percentages increased, clayey soil permeability decreased. The unconfined compressive strength of the Clayey soil had significantly increased. The unconfined compressive strength of clayey soil improved when the proportion of cement was increased. The findings indicate that adding various percentages of cement leads the treated soil samples to change significantly.\u003c/p\u003e \u003cp\u003eBased on the thorough analysis findings, it can be said that cement is a useful material for stabilizing problematic soil in construction. To put it succinctly, due to the abundance of mud soil in Pakistan and the entire world, it would be preferable to first stabilize the soil and then use it as a mortar in construction. This would have the dual benefits of reducing untreated soil in the environment while, at the same time, allowing for the use of less expensive building materials for the low rising construction in the rural areas of Pakistan and the rest of world. mud soil stabilization helps reduce the amount of dust in the air, which can have a positive impact on air quality.\u003c/p\u003e \u003cp\u003eThe use of wood ashes, marble dust, and brick dust for soil stabilization is an emerging field of research. Many studies have already been conducted on this topic, with promising results. However, more research is needed to further explore the potential of these materials for stabilizing mud soils. This could include further testing of the stabilization properties of these materials, as well as exploring their potential for increasing soil fertility and improving soil structure. Additionally, research could focus on the impact of using these materials in different soil types and environments. Ultimately, this research could help inform the use of these materials in a wide range of soil stabilization applications.\u003c/p\u003e"},{"header":"Declarations","content":"\u003ch2\u003eAuthor Contribution\u003c/h2\u003e\u003cp\u003eAll the Author are agreed\u003c/p\u003e\u003ch2\u003eAcknowledgments\u003c/h2\u003e \u003cp\u003eThe authors are expressing their appreciation for the technical support team at Southwest Jiao Tong University in Chengdu, China for their help and assistance. This study was supported by the \u0026ldquo;National Park Research Center, Grand No. GJGY2022-YB009.\u003c/p\u003e\u003ch2\u003eData availability\u003c/h2\u003e \u003cp\u003eThe datasets generated during and analyzed during this study are available on request\u003c/p\u003e"},{"header":"References","content":"\u003col\u003e\n\u003cli\u003eAbbey, S., Eyo, E. U., \u0026amp;Ng\u0026rsquo;ambi, S. (2020). Swell and microstructural characteristics of high-plasticity clay blended with cement. \u003cem\u003eBulletin of Engineering Geology and the Environment, 79\u003c/em\u003e(4), 2119-2130. \u003c/li\u003e\n\u003cli\u003eAbbey, S., Ngambi, S., \u0026amp;Ganjian, E. (2017). Development of strength models for prediction of unconfined compressive strength of cement/byproduct material improved soils. \u003cem\u003eGeotechnical Testing Journal, 40\u003c/em\u003e(6), 928-935. \u003c/li\u003e\n\u003cli\u003eAbbey, S. J., Ngambi, S., \u0026amp;Ngekpe, B. E. (2015). Understanding the performance of deep mixed column improved soils-a review. \u003cem\u003eInternational Journal of Civil Engineering and Technology (IJCIET), 6\u003c/em\u003e(3), 97-117. \u003c/li\u003e\n\u003cli\u003eAli, R., Khan, H., \u0026amp; Shah, A. (2014). Expansive soil stabilization using marble dust and bagasse ash. \u003cem\u003eJournal of Science and Research (IJSR), 3\u003c/em\u003e(6), 2812-2816. \u003c/li\u003e\n\u003cli\u003eAsgari, M., Dezfuli, A. B., \u0026amp;Bayat, M. (2015). Experimental study on stabilization of a low plasticity clayey soil with cement/lime. \u003cem\u003eArabian Journal of Geosciences, 8\u003c/em\u003e(3), 1439-1452. \u003c/li\u003e\n\u003cli\u003eBusari, A., Dahunsi, B., \u0026amp;Akinmusuru, J. (2019). Sustainable concrete for rigid pavement construction using de-hydroxylated Kaolinitic clay: Mechanical and microstructural properties. \u003cem\u003eConstruction and Building Materials, 211\u003c/em\u003e, 408-415. \u003c/li\u003e\n\u003cli\u003eCokca, E. (2001). Use of class c fly ashes for the stabilizationof an expansive soil. \u003cem\u003eJournal of Geotechnical and Geoenvironmental Engineering, 127\u003c/em\u003e(7), 568-573. \u003c/li\u003e\n\u003cli\u003eCong, M., Longzhu, C., \u0026amp; Bing, C. (2014). Analysis of strength development in soft clay stabilized with cement-based stabilizer. \u003cem\u003eConstruction and Building Materials, 71\u003c/em\u003e, 354-362. \u003c/li\u003e\n\u003cli\u003eConsoli, N. C., Ferreira, P. M. V., Tang, C.-S., Marques, S. F. V., Festugato, L., \u0026amp; Corte, M. B. (2016). A unique relationship determining strength of silty/clayey soils\u0026ndash;Portland cement mixes. \u003cem\u003eSoils and Foundations, 56\u003c/em\u003e(6), 1082-1088. \u003c/li\u003e\n\u003cli\u003eDeboucha, S., \u0026amp; Hashim, R. (2011). A review on bricks and stabilized compressed earth blocks. \u003cem\u003eScientific Research and Essays, 6\u003c/em\u003e(3), 499-506. \u003c/li\u003e\n\u003cli\u003eFiroozi, A. A., GuneyOlgun, C., Firoozi, A. A., \u0026amp;Baghini, M. S. (2017). Fundamentals of soil stabilization. \u003cem\u003eInternational Journal of Geo-Engineering\u003c/em\u003e, \u003cem\u003e8\u003c/em\u003e, 1-16.\u003c/li\u003e\n\u003cli\u003eGaoliang, T. A. O., Xiaokang, W. U., Xiuhua, Y. A. N. G., Wensheng, L. I. U., Jun, H. E., \u0026amp; Yin, C. H. E. N. (2018). Pore distribution of cement-soil and its effect on permeability. \u003cem\u003e工程地\u003c/em\u003e\u003cem\u003e质学报\u003c/em\u003e, \u003cem\u003e26\u003c/em\u003e(5), 1243-1249.\u003c/li\u003e\n\u003cli\u003eGhadir, P., \u0026amp;Ranjbar, N. (2018). Clayey soil stabilization using geopolymer and Portland cement. \u003cem\u003eConstruction and Building Materials, 188\u003c/em\u003e, 361-371. \u003c/li\u003e\n\u003cli\u003eKARKUSH, M. O., \u0026amp; YASSIN, S. (2020). USING SUSTAINABLE MATERIAL IN IMPROVEMENT THE GEOTECHNICAL PROPERTIES OF SOFT CLAYEY SOIL. \u003cem\u003eJournal of Engineering Science and Technology, 15\u003c/em\u003e(4), 2208-2222. \u003c/li\u003e\n\u003cli\u003eKogbara, R. B. (2014). A review of the mechanical and leaching performance of stabilized/solidified contaminated soils. \u003cem\u003eEnvironmental reviews, 22\u003c/em\u003e(1), 66-86. \u003c/li\u003e\n\u003cli\u003eKulanthaivel, P., Soundara, B., Velmurugan, S., \u0026amp;Naveenraj, V. (2021). Experimental investigation on stabilization of clay soil using nano-materials and white cement. \u003cem\u003eMaterials Today: Proceedings, 45\u003c/em\u003e, 507-511. \u003c/li\u003e\n\u003cli\u003eMalkanthi, S., Balthazaar, N., \u0026amp;Perera, A. (2020). Lime stabilization for compressed stabilized earth blocks with reduced clay and silt. \u003cem\u003eCase Studies in Construction Materials, 12\u003c/em\u003e, e00326. \u003c/li\u003e\n\u003cli\u003eMasoud, T., Alsharie, H., Salem, Z. A., Yahia, Y. I., \u0026amp; Suliman, M. O. (2018). Optimization of shape design for gravity retaining walls. \u003cem\u003eInt J Innov Sci Mod Eng, 5\u003c/em\u003e. \u003c/li\u003e\n\u003cli\u003eMcDowell, C. (1959). Stabilization of soils with lime, lime-flyash, and other lime reactive materials. \u003cem\u003eHighway Research Board Bulletin, 231\u003c/em\u003e(1), 60-66. \u003c/li\u003e\n\u003cli\u003eOwamah, H., Atikpo, E., Oluwatuyi, O., \u0026amp;Oluwatomisin, A. (2017). Geotechnical properties of clayey soil stabilized with cement-sawdust ash for highway construction. \u003cem\u003eJournal of Applied Sciences and Environmental Management, 21\u003c/em\u003e(7), 1378-1381. \u003c/li\u003e\n\u003cli\u003ePan, Y., Rossabi, J., Pan, C., \u0026amp;Xie, X. (2019). Stabilization/solidification characteristics of organic clay contaminated by lead when using cement. \u003cem\u003eJournal of hazardous materials, 362\u003c/em\u003e, 132-139. \u003c/li\u003e\n\u003cli\u003ePhani Kumar, B., \u0026amp; Sharma, R. S. (2004). Effect of fly ash on engineering properties of expansive soils. \u003cem\u003eJournal of Geotechnical and Geoenvironmental Engineering, 130\u003c/em\u003e(7), 764-767. \u003c/li\u003e\n\u003cli\u003ePinto, M., Isabel, M., \u0026amp; da VP Oliveira, J. (2003). \u003cem\u003eUse of geosynthetics in embankments on soft soils.\u003c/em\u003e Paper presented at the Proc. of an Int. Conf. on PROBLEMATIC SOILS.\u003c/li\u003e\n\u003cli\u003ePourakbar, S., Asadi, A., Huat, B. B., \u0026amp;Fasihnikoutalab, M. H. (2015). Stabilization of clayey soil using ultrafine palm oil fuel ash (POFA) and cement. \u003cem\u003eTransportation Geotechnics, 3\u003c/em\u003e, 24-35. \u003c/li\u003e\n\u003cli\u003eQuang, N. D., \u0026amp; Chai, J. C. (2015). Permeability of lime-and cement-treated clayey soils. \u003cem\u003eCanadian Geotechnical Journal, 52\u003c/em\u003e(9), 1221-1227. \u003c/li\u003e\n\u003cli\u003eRahgozar, M. A., Saberian, M., \u0026amp; Li, J. (2018). Soil stabilization with non-conventional eco-friendly agricultural waste materials: An experimental study. \u003cem\u003eTransportation Geotechnics, 14\u003c/em\u003e, 52-60. \u003c/li\u003e\n\u003cli\u003eRai, P., Qiu, W., Pei, H., Chen, J., Ai, X., Liu, Y., \u0026amp; Ahmad, M. (2021). Effect of fly ash and cement on the engineering characteristic of stabilized subgrade soil: an experimental study. \u003cem\u003eGeofluids\u003c/em\u003e, \u003cem\u003e2021\u003c/em\u003e, 1-11.\u003c/li\u003e\n\u003cli\u003eRashmi, S., Jagadish, K. S., \u0026amp;Nethravathi, S. (2014). Stabilized mud mortar. \u003cem\u003eInt J Res Eng Technol\u003c/em\u003e, \u003cem\u003e3\u003c/em\u003e(18), 26-39.\u003c/li\u003e\n\u003cli\u003eSakr, M. A., Shahin, M. A., \u0026amp;Metwally, Y. M. (2009). Utilization of lime for stabilizing soft clay soil of high organic content. \u003cem\u003eGeotechnical and Geological Engineering, 27\u003c/em\u003e(1), 105-113. \u003c/li\u003e\n\u003cli\u003eSteveson, A. J. (2020). \u003cem\u003eGeopolymer-derived ceramics and composites.\u003c/em\u003e University of Illinois at Urbana-Champaign. \u003c/li\u003e\n\u003cli\u003eSyed, M., GuhaRay, A., \u0026amp; Kar, A. (2020). Stabilization of expansive Clayey soil with alkali activated binders. \u003cem\u003eGeotechnical and Geological Engineering, 38\u003c/em\u003e(6), 6657-6677. \u003c/li\u003e\n\u003cli\u003eTa\u0026apos;negonbadi, B., \u0026amp;Noorzad, R. (2017). Stabilization of clayey soil using lignosulfonate. \u003cem\u003eTransportation Geotechnics, 12\u003c/em\u003e, 45-55. \u003c/li\u003e\n\u003cli\u003eTingle, J. S., \u0026amp;Santoni, R. L. (2003). Stabilization of clay soils with nontraditional additives. \u003cem\u003eTransportation Research Record, 1819\u003c/em\u003e(1), 72-84. \u003c/li\u003e\n\u003cli\u003eYousefi, A., Jahanian, H., \u0026amp; Azadi, M. (2020). Effect of adding cement and nanocement on mechanical properties of clayey soil. \u003cem\u003eThe European Physical Journal Plus, 135\u003c/em\u003e(8), 1-16. \u003c/li\u003e\n\u003cli\u003eZhang, M., Zhao, M., Zhang, G., Nowak, P., Coen, A., \u0026amp; Tao, M. (2015). Calcium-free geopolymer as a stabilizer for sulfate-rich soils. \u003cem\u003eApplied Clay Science, 108\u003c/em\u003e, 199-207.\u003c/li\u003e\n\u003c/ol\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":false,"hideJournal":false,"highlight":"","institution":"","isAcceptedByJournal":true,"isAuthorSuppliedPdf":false,"isDeskRejected":"","isHiddenFromSearch":false,"isInQc":false,"isInWorkflow":false,"isPdf":false,"isPdfUpToDate":true,"isWithdrawnOrRetracted":false,"journal":{"display":true,"email":"[email protected]","identity":"discover-geoscience","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":false,"externalIdentity":"","sideBox":"Learn more about [Discover Geoscience](https://www.springer.com/journal/44288)","snPcode":"44288","submissionUrl":"https://submission.nature.com/new-submission/44288","title":"Discover Geoscience","twitterHandle":"","acdcEnabled":true,"dfaEnabled":true,"editorialSystem":"stoa","reportingPortfolio":"Discover Series","inReviewEnabled":true,"inReviewRevisionsEnabled":true},"keywords":"Clayey Soil, Portland Cement, Soil Stabilization, Mortar, Unconfined Compression Test","lastPublishedDoi":"10.21203/rs.3.rs-4824395/v1","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-4824395/v1","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"\u003cp\u003eThe purpose of this research is to investigate how cement influences clayey soil stabilization. There is clayey soil around the world, but it is particularly prevalent in Pakistan. Khyber Pakhtunkhwa (KPK). In the KPK province, we chose four various sites, took soil samples, and determined the index properties of the soil. From the sieve analysis test result, 44.28 percent of the total sample passed through sieve No. 200. It indicates that the soil is clayey. Although there are various techniques for stabilizing clayey soil. In this research, for the stabilization of clayey soil, cement is utilized as a stabilizing material. We focused on mixing clayey soil with cement in different percentages, which can be converted to acceptable construction material, particularly in rural areas of Pakistan. In the past, low-rise masonry constructions usually utilized mud mortar. If clay is present in the soil mortar, issues such as excessive swelling or shrinkage and high plasticity can arise. To minimize this effect, it is essential to stabilize the mud mortar. Various laboratory tests on clayey soil were conducted both with and without the addition of cement, and their effects on the clayey soil properties were observed. A dry density test and unconfined compression test were applied for evaluation of this admixing. Utilizing the technique of soil stabilization as a cost-effective alternative to fine aggregates, low-cost housing can be constructed in rural areas by using the stabilized soil as mortar. 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