Properties Of Soft Soil Research Articles

Clayey soil stabilisation with geopolymerized olivine and glass fibers

In some engineering applications soil stiffness only could not be a reliable parameter in accordance with specific standardizations especially when dealing with dynamic loading. In other words, foundation soil should be altered regarding its ductility in order to prevent sudden damage due to brittleness. Plenty of researchers were concerned to focus on soil reinforcement using glass fibers. Besides, the alkaline activation method has been adapted to alter the strength properties of soft soil. Furthermore, recent alkaline activation of soft soil, using olivine and Potassium hydroxide, coupled with soil reinforcement was adapted to change the post-peak behavior of soft soil. The aim was towards ultimate strength increase and enhancement of failure mode. In this research, geopolymerized soil and geopolymerized reinforced soil were cured for 7, 28, 90 and 180 days respectively. Compressive stress tests were conducted on both mixtures namely SO and SOG samples. Results drawn from the tests revealed a drastic increase in compressive strength for SO samples cured for 28 and 90 days, namely 3,64 MPa and 7,5 MPa respectively. Though a sharp drop was seen when approaching failure. With the addition of reinforcing glass fibers for the suggested curing regimes the failure mode was enhanced to become more ductile.

The Effectiveness of Applying Vacuum Preloading on the Physical Properties of Soft Soil

The Effectiveness of Applying Vacuum Preloading on the Physical Properties of Soft Soil

Increasing Unconfined Compressive Strength of Soft Clay Stabilized with Coir Fiber and Bagasse Ash Mix

Increasing coir fiber and bagasse ash waste can cause environmental degradation. Utilization of this waste in construction work is still rarely done. Coir fiber is a natural material with the highest coefficient of friction and tensile strength. Bagasse ash has a high silica content and is suitable for use as pozzolan. Soil stabilization with a combination of both is expected to improve the geotechnical properties of soft soil. This research aims to analyze the unconfined compressive strength (UCS) and secant modulus of soft clay stabilized with coir fiber-bagasse ash mix. Coir fiber as much as 0.75% and ash with varying contents: 0%, 2%, 4%, 6%, 8%, and 10% of the total weight of the mixture. The specimens were cured for 28 days. UCS tests were conducted according to ASTM D2166-16 with the axial stress and strain relationship curve results to determine the UCS and secant modulus. The results showed that the UCS value and secant modulus value increased along with increasing bagasse ash content. The maximum value was achieved at 8% ash variation with a UCS value of 472.45 kPa (an increase of 382% from a soil-coir fiber mix) and a secant modulus value of 21.94 MPa (an increase of 571% from a mixture of soil and coir fiber). The research results show that this mixed soil is classified as hard soil, which can withstand high loads. It is hoped that the results of this research can become a reference for stabilizing soft soil in the field.

BEHAVIOR OF PHYSICAL AND DENSITY PROPERTIES OF SOFT SOIL STABILIZED WITH NICKEL SLAG

Soft soils have become a significant challenge in geotechnical engineering, due to their low bearing capacity and susceptibility to deformation. Chemical stabilization using nickel slag is an alternative solution and is considered more environmentally friendly. This article focuses on the utilization of nickel slag as a binder material aimed at behavior of physical and mechanical properties of soft soil stabilized with nickel slag soft soil. The nickel slag was carried out with variations of 3%, 6%, 9% and 12% by weight of soil. All the test using ASTM procedure in order to gain physical and mechanical value. The results of this study showed that plasticity index decrease with the increasing of slag nickel concentration, where it is an indication of a change in soil consistency, shifting from initially soft to now medium. Futher, the optimum dry density (d-opt) value of the original soil used was 1.09 gr/cm3, while the optimum dry density (d) values at 3%, 6%, 9% and 12% nickel slag addition were 1.12 gr/cm3; 1.15 gr/cm3; 1.19 gr/cm3 and 1.22 gr/cm3, respectively. These results show that the presence of nickel slag can increase influence the physical and density properties of soft soil, which indicates that nickel slag has the potential to be used as a stabilization material in soft soil.

Experimental investigation on the properties of Borneo soft soil stabilized with industrial waste

This research aims to investigate the physical and mechanical properties of soft soil stabilized using industrial wastes, namely fly ash and rice husk ash. For this purpose, 6 (six) variations in the composition of fly ash (F), lime (L), and rice husk ash (R) were prepared. The variations in sample composition are SFLR1 (F: 15%, L: 2.5%, R: 5%), SFLR2 (F: 20%, L: 2.5%, R: 5%), SFLR3 (F: 25%, L: 2.5%, R: 5%), SFLR4 (F: 15%, L: 5%, R: 10%), SFLR5 (F: 20%, L: 5%, R: 10%) and SFLR6 (F: 25%, L: 5%, R: 10%). Meanwhile, soft soil was obtained from Banjarmasin City in South Borneo. The sample's physical properties were analyzed using the Atterberg limit test. Moreover, the California Bearing Ratio (CBR) and direct share tests are conducted to assess the sample's mechanical properties. The research results can provide confidence that fly ash, lime, and rice husk ash have the potential to improve the physical and mechanical properties of Borneo soft soil. The results of the Atterberg limit test show that industrial wastes can lower the liquid limit and increase the plastic limit; thus, the soil plasticity index decreases. As for the CBR test results, the untreated soft soil bearing ratio value of 1.4% can be increased to 2.6% after being treated with industrial wastes. In addition, using industrial wastes also decreases the swelling of the soil. Moreover, it can be seen that greater use of fly ash can improve the mechanical properties of the soft soil. However, increasing the composition of lime and rice husk ash can reduce the mechanical properties of the soft soil. Based on the experimental results, it is proposed to use SFLR3 as soil stabilization mixtures.

Improvement of consolidation settlement beneath square footings using uncased and encased stone columns

Stone columns are considered a sustainable stabilization technique that has environmental compatibility and economic aspects to enhance the properties of soft soils below the overlying structures. This paper explores the effects of main related parameters on the consolidation settlement of square footing that rests over soft clay soil that treated using encased and unreinforced (uncased) stone columns. A Finite element modeling is established using PLAXIS 3D Software and was verified by previous experimental data. An extensive parametric study is performed numerically using various stone column parameters such as different replacement area ratios (Ar), numbers, lengths, properties, and geotextile lengths to determine the strain–stress behavior of stone columns. The developed finite element models found that the stone column area ratio (Ar) reduces both the settlements beneath the foundation and excess pore water pressure by 43% and 41%, respectively at Ar = 20%. Also, by increasing the penetrated depth and elastic modulus of stone columns, the settlement decreases significantly under footing. Conversely, there are slight effects of the stone columns number that have a constant area ratio on the foundation settlement. Furthermore, the optimal geotextile encasement length that reduces the settlement effectively was achieved when the encasement height ratio was half of the stone column height. Utilizing half-height encasement leads to cost savings, as it yields a 34% reduction in settlement from the uncased case while the settlement reduction achieved with full-height encasement was 44%.

Effect of humic acid and fulvic acid on mechanical and durability properties of geopolymer stabilized soft soil

Geopolymer with eco-friendly and excellent performance is regarded as a new generation of soil stabilizer. Although geopolymer is effective in improving the mechanical and durability properties of soft soil, the mechanism of the influence of organic matter (humic acid and fulvic acid) in soft soil is often neglected. Therefore, in this work, the effects of different contents (0%, 0.5%, 1.5%, 2.5%, 3.5%, 4.5%, 5.5%) of humic acid and fulvic acid on the mechanical and durability properties of geopolymer stabilized soft soil (GSSS) were elucidated. The mechanical characteristics, durability and microstructure of GSSS were characterized by UCS test, sulphate solution attack test, XRD and SEM analysis. The samples for the UCS test were cured in a standard curing box (temperature regulated at 20 ± 2 ℃ and humidity not less than 95%) for 7 d/28 d, while the samples for the sulphate solution attack test were cured in a standard curing box for 28 d beforehand. The results demonstrated that there existed a limit content (4.5% and 3.5%) for the effect of humic acid and fulvic acid on the UCS of GSSS, respectively, beyond which the UCS of GSSS almost ceased to change with the increase of humic acid and fulvic acid contents. With the increase of organic matter content, the damage mode of GSSS changed from brittle damage to plastic damage accompanied by the decrease of peak stress. After exposure to Na2SO4 solution, the UCS deterioration rate of GSSS incorporated with fulvic acid was faster compared to humic acid when the organic matter content did not exceed 2.5%, while the opposite was true when the organic matter content exceeded 2.5%.

Effect of nano-gypsum on mechanical properties cement admixed marginal silty soil

Even though the chemical stabilization is by far the most common ground improvement technique, very few studies have been conducted on the joint incorporation of two or more additives (cement-nanogypsum mix) to stabilise soft soil. This study investigates the effect on the mechanical properties of cement-stabilised silty soft soil (CSS) using nano-gypsum (NG). Unconfined compression strength (UCS) test trials were conducted to achieve soft soil conditions. The effect of NG and cement on soft soil was investigated by performing Atterberg limit, compaction, UCS, and Direct shear tests. The soil was treated with four percentages (10%, 15%, 20%, and 25%) of cement and with three percentages (1%, 1.5%, and 2%) of NG by its dry unit weight. The test results showed that the plasticity index of the soil was reduced significantly by the addition of stabilizers (Cement-NG mix) making the soil stiffer. The compaction tests suggested that optimum cement content was 20% for CSS and for cement-NG mix maximum strength was achieved at cement: NG proportion of 20:1. The unconfined compression strength (UCS) was increased by 9.11 times in comparison to untreated soft soil at cement: NG proportion of 20:1.5. The direct shear test (DST) suggested that there was an increase in cohesion by 4.44 times in comparison to the untreated sample at the soil–cement-NG combination of 78.5: 20: 1.5. However, the angle of internal friction remained almost unchanged. The development of cementitious substances was confirmed through XRD spectroscopy. Microstructural and chemical properties were observed using combined FESEM-EDAX analysis and Fourier transform infrared spectroscopy (FTIR). The multivariate linear regression (MLR) predictive model was developed for the unconfined compressive strength and failure strain as a function of various parameters considered in the study. The test results demonstrated that the combination of cement and NG can result in remarkable improvement in the geotechnical properties of soft soil. The use of NG may also reduce the demand for cement in deep cement mixing technique, which eventually reduces the carbon footprint and renders the ground improvement technique, ecologically beneficial.

Dynamic behavior of geopolymer stabilized kaolin clay under long-term cyclic loading

Geopolymer has emerged as an alternate cementitious material with a low carbon footprint, as they improve the engineering properties of soft soil without causing a detrimental effect on the environment. This study focuses on developing a combination of geopolymer materials that can fully replace the utilization of traditional binders to stabilize soft soil foundations in geotechnical engineering. Soft kaolin clay was stabilized using ground-granulated blast furnace slag (S) and dolomite (D) as a precursor (P) with combined content of 20% and NaOH: Na2SiO3 ratio of 25:75 as a liquid alkali activator (L) in the geopolymerization process. A series of Unconfined Compressive Strength (UCS) tests were conducted to analyze the influence of various parameters, such as the ratio of S and D, water content of kaolin clay, curing period, and L/P ratio, to select the optimum mix proportions based on strength improvement. This paper also discusses the behavior of geopolymer-stabilized kaolin clay under long-term cyclic loading in stress-controlled conditions. The effect of the S:D ratio, cyclic stress ratio (CSR), curing time, frequency, and confining pressure (CP) on the dynamic shear modulus (G), damping ratio (λ), and degradation index (G/Gmax) were analyzed. The results indicate that the S:D ratio of 16:4 with an L/P ratio of 1, NaOH: Na2SiO3 ratio of 25:75, and water content of liquid limit (LL) cured for 28 days gives the highest UCS value of 1.47 MPa. The initial dynamic shear modulus (Gmax) increases by 60% as the S:D ratio changes from 20:0 to 16:4. The cyclic performance of geopolymer-stabilized kaolin clay in terms of accumulative strain as a function of the number of loading cycles was also enhanced. The findings of the study provide guidance to a better understanding of the long-term dynamic behavior and application of geopolymer-stabilized kaolin clay as a greener approach to ground improvement.

Study of Structural and Compression Properties of Soft Soils in Kunming at Different Moisture Contents

The structure of soil refers to the properties and arrangement of soil particles and pores, as well as their interactions, which have a significant impact on the mechanical behavior of soil. Clarifying the strengths and weaknesses of soil structure can effectively ensure engineering safety during designing. In this study, the structural soft soil in the Wujiaba area of Kunming City was studied. A comprehensive structural parameter γ was proposed by analyzing one-dimensional consolidation test data, which consider both the moisture content and yield stress. Due to its high moisture content and lacustrine features, the soft soil in Kunming possessed obvious structural characteristics. As the moisture content increased, the structural characteristics of the soft soil gradually weakened, making it more prone to compression failure. Moreover, the initial consolidation pressure decreased with the increase in moisture content. And the soft soil was more susceptible to deformation failure with higher moisture content. The conclusions drawn from this study have important implications for predicting the settlement of layered soft soil foundations.

Effects of Physical and Mechanical Properties of Soft Soil on Subgrades Performances in Lubuk Bayas Village, Serdang Bedagai Regency

Generally, the existence of soft soil in Indonesia will be a problem in the construction of highway construction. One factor that influences and needs to be known in road construction is the characteristics of the subgrade where the pavement construction will be placed on it. Poor soil characteristics can cause bumpy road surfaces, cracks, or other road damage. Therefore, before carrying out a soil improvement, it is necessary to know its characteristics through the physical and mechanical properties of the subgrade. This research was conducted in Lubuk Bayas Village, Serdang Bedagai Regency, North Sumatra Province. Tests of physical properties in this study include sieve analysis, water content, specific gravity, plasticity limit test, and liquid limit test. The soil shear strength test and California Bearing Ratio (CBR) test were carried out to test the mechanical properties using a Dynamic Cone Penetrometer (DCP). From the results of testing the physical properties of the soil, it was found that Samples 1, 2, and 3 were fine-grained soils with the percentage of soil passing the No.200 sieve greater than 50%. The USCS classification system shows that samples 1 and 2 of the soil are in the Lean Clay (CL) group, while sample 3 is in the Fat Clay (CH) group. Samples 1, 2, and 3 include soils with high plasticity because the PI value is >17. The results of testing the mechanical properties of the soil Sample 1 obtained the value of c = 0.1299 kg/cm2 and Ø = 13.2°, in Sample 2 obtained the value of c = 0.1075 kg/cm2 and the value of Ø = 11.2° and in Sample 3 obtained the value of c = 0.1275 kg/cm2 and the value of Ø = 11.9°. DCP testing on samples 1, 2 and 3 obtained CBR values of 5.35%, 4.73% and 3.15%. From the CBR results, it can be seen that the soil in this location has a low soil bearing capacity, so if it is to be used as a subgrade layer, it will be necessary to repair the soil first so that structural damage does not occur in the future. Soil improvement can be made by stabilizing the soil using natural materials to maintain environmental sustainability. Natural materials that can be used include sand with certain gradations, stone ash, palm shell ash, and various other natural materials.

Settlement Behavior of Composite Foundation with Deep Mixed Piles Supporting Highway Subgrades in Water-Rich Flood Plains

The settlement behavior of composite foundations plays an important role in the serviceability and stability of the subgrade or other infrastructures supporting the foundation. However, in water-rich flood plains, due to the complexity of the soft soil properties, the settlement behavior has not been well understood. The objective of this study is to investigate the effects of various key factors on the settlement behavior of composite foundations with deep mixed piles supporting highway subgrade in water-rich flood plains. The investigated subgrade is in operation, and the vehicle load is taken into account. The G347AH Project is considered in this study. Several typical models for predicting composite foundation settlements are discussed. By performing three-dimensional finite difference analysis, a comparison is made between the settlement behavior of the natural foundation and the composite foundation with deep mixed piles. Based on the single factor sensitivity analysis and the multi-factor orthogonal experimental design, the effects of pile length, pile diameter, pile spacing, pile elasticity modulus, cushion elasticity modulus, and cushion thickness on the composite foundation settlement are captured. It is found that among these factors, the degree of influence of pile length is superior. The composite foundation settlements predicted by the models agree well with the field-monitoring data, with the error being about 8.42% and 6.38%, respectively, at two monitoring sections. The research conducted in this paper can effectively reduce the probability of various settlement-related disasters occurring on highway subgrades in water-rich flood plains. Moreover, the research has important theoretical guidance for design optimization in terms of settlement control of highway subgrades in soft soil areas.

One‐dimensional nonlinear creep consolidation of soft soils with time‐dependent drainage boundary under construction load

AbstractTo further investigate the nonlinear creep properties of soft soils and the effect of variable loading, a one‐dimensional (1D) nonlinear creep consolidation system of soft soils under construction load is established, including time‐dependent drainage (TDD) boundary, elastic‐viscous‐plastic deformation, non‐Darcy flow (NDF), and self‐weight stress. The consolidation problem is presented by virtue of the finite volume method, and the associated calculation program is compiled. The efficiency of the numerical solutions is validated by comparing the degenerated solution against analytical, semi‐analytical, and numerical solutions. Then the influences of construction load and nonlinear creep model parameters on consolidation are studied. The results show that TDD boundary and construction load significantly affect consolidation, and the larger the loading rate and interface parameter, the faster soil's overall dissipation process of excess pore‐water pressure (EPP). Meanwhile, at the earlier consolidation stage, considering the secondary consolidation effect will cause an increase in excess pore‐water pressure (EPP). Prolonging the construction period, decreasing the interface parameter, considering the self‐weight stress, or increasing the non‐Newtonian index will all aggravate this phenomenon. Additionally, the TDD boundary, construction load, and non‐Newtonian index flow (NNIF) are not a determinant for final soil settlement.

Feasibility of Using Recycled Construction and Demolition Materials for Deep Soil Mixing

Reusing construction and demolition wastes for geotechnical and geo-environmental purposes has already become a research hotspot. This study was carried out to evaluate the feasibility of using recycled construction and demolition wastes in a partial substitution of cement to enhance the mechanical properties of soft soil. The strength and stiffness development of two types of recycled material (RM1 and RM2), incorporated with peat and clayey soil under 7, 14, and 28 days’ curing time, was investigated based on unconfined compressive strength and free–free resonance frequency test methods. The findings demonstrated that clayey soil showed an average of 2.5 times higher strength than peat with the addition of recycled materials, regardless of the type. However, after 14 days of curing, the strength remained constant for peat soil. Moreover, it is concluded that the studied granular recycled materials could be used to replace a part of the cement content to improve the strength and stiffness properties.

Microscopic mechanism study of the creep properties of soil based on the energy scale method

The study of the creep properties of soils is of great importance for the management of future settlements and the safe use of buildings. However, starting from the micro level is an effective way to explore the creep mechanism of soft soil. In this paper, the influence of the mineral composition and the mineral content on the structure and creep properties of soft soil was analyzed at the microscopic level and the energy scale method was proposed. Then, the energy scale method was used to analyze and discuss the results of the direct shear creep test. The discussion showed that 1) the average viscosity coefficient of kaolin was greater than that of bentonite, which decreased with an increase of kaolin and bentonite; 2) the thickness of adsorbed water or the double electric layer (DEL) on the particle surface was positively correlated with the soft soil creep; and 3) λ was positively correlated with the adsorbed water content and negatively correlated with the average viscosity coefficient of the soft soil. λ characterized the adsorption capacity of the particles at the micro level; hence, the energy scale method can explain the mechanism of the soft soil creep at the microscopic level and also quantitatively describe the influencing law of the basic characteristics of the particles on the properties of the soft soil creep.

Influence of Complex Hydraulic Environments on the Mechanical Properties of Pile-Soil Composite Foundation in the Coastal Soft Soil Area of Zhuhai

Based on a plain concrete pile composite foundation project in the coastal area of Zhuhai, considering the complex hydraulic load environment induced by tidal water-level changes, finite element simulations and parameter calibrations were carried out to determine the physical and mechanical properties of plain concrete pile composite foundation. The hardening soil small (HSS) model, which can be used to simulate the complex mechanical behavior of soft soil under small strain, was selected for modeling analysis. Model parameters were calibrated through resonance column tests, triaxial consolidation drainage loading and unloading shear tests. The complex hydraulic loads were analyzed, including the effects of cyclic tidal action and the sudden rise and fall of the water level induced by strong storm surges on the force, deformation of plain concrete piles, and the mechanical seepage properties of soft soil around piles. The results indicate that: (1) Compared with coastal soft soil in Shanghai, Zhoushan, Tianjin, and other areas, the soft soil in the Zhuhai area has a smaller dynamic shear modulus, cohesion and internal friction angle, and worse engineering properties. (2) The sudden rise of water level leads to a sudden change in the pore pressure of the groundwater, which induces a large deformation of the pile-soil composite foundation. If the foundation on the offshore (dike) side exhibits the most prominent deformation and foundation damage, such as uneven settlement is prone to occur. (3) The offshore side pile is most affected by the hydraulic loads. The deformation of the pile body along the pile body is uneven and the deformation of the upper pile body is relatively large, which may cause fracture damage.

A Comparative Study on the Stabilization of Soft Soil Using Agricultural Wastes (Baggase Ash (BA) And Rice Husk Ash (RHA)

Soft soils are expansive soils, also referred to as tropical clay. Soft soil may cause instability to foundations thereby reducing their service life, this necessitates the adoption of a suitable soil stabilization method in order to improve the engineering properties of soft soils. This research work aims at comparing the strength properties of soft soil stabilized using two different agricultural wastes- Bagasse Ash (BA) and Rice Husk Ash (RHA). The studies were conducted to determine the properties of the natural and treated soft soils, the oxide composition of BA and RHA and the evaluation of the effect of BA and RHA (0, 2, 4, 6, 8, 10 and 12 % by dry weight of the soil) on the index and strength properties of soft soil, the determination of strength characteristics (proctor compaction , unconfined compressive strength (UCS), and California bearing ratio, (CBR) under soaked and unsoaked conditions) of soft soil with BA and RHA mixtures, the optimum blend of both BA and RHA needed for the stabilization of clay soil, the comparison of BA and RHA as stabilizing agents on the performance of clay soil. From the test results, it was observed of the natural moisture content of the clay soil was to be 18.02%, indicating that the soil material is a relatively high water holding material with very low porosity and specific gravities of 2.66. The maximum dry density (MDD) of BA treated soil increased with higher BA content to an optimum BA content lying between 8-10% of dry clay soil and MDD of RHA treated soil continuously decreased with addition of RHA to the clay soil. OMC of BA and RHA treated soils continuously increase, the BA treated clay soil increase with increase in BA content with a possible percentage increment of 11.20% and RHA treated clay soil increases continuously with addition of RHA to a percentage increment of 16.2%. BA content leads to a consequent increase in CBR to an optimum value of 9%. The optimum value of RHA content was obtained as 10% with a maximum CBR value of 28.72%. BA treated clay soil increase both CBR and UCS to percentage increment change of 630% and 91.41% respectively while percentage increments of 619.8% and 85.23% were recorded for RHA treated clay soil. BA thus improved the strength properties better in comparison to RHA although in smaller optimum percentage addition.

Study on the solidification property and mechanism of soft soil based on the industrial waste residue

Abstract The solidification property and mechanism of soft soil based on the industrial waste residue was studied systematically. First, the properties of soft soil solidified by single blast furnace slag, phosphogypsum and cement were carried out, and the solidification effect of Portland cement was better compared with blast furnace slag and phosphogypsum. Second, the composite solidification agent formula with excellent solidification performance was developed, and the mass ratio of Portland cement, blast furnace slag and phosphogypsum was 1:2.3:0.8. At this time, compressive strength was up to 8845.1 kPa. Finally, the composition and microstructure of the solidification soft soil was studied by X-ray diffractometer and scanning electron microscope. Calcium hydroxide formed by the hydration of Portland cement and calcium sulfate in phosphogypsum were used as activators for hydration reaction of blast furnace slag, and more hydration products under the synergistic action of Portland cement hydration and blast furnace slag hydration were formed. Hydrated calcium silicate colloid and Ettringite crystal played an important role in skeleton and filling, and the structure of soft soil solidified by composite solidification agent was the most compact.

Numerical Simulation of Embankment Settlement in Vacuum Preloading Systems

In Indonesia, the construction of the road has challenges because the road was built on soft clay soil. The vacuum preloading method was used to improve the shear strength and compressibility properties of soft soil in this project. Moreover, what needs to be a concern for practitioners is the issue of increasing simulation accuracy in predicting soil settlement in a vacuum preloading system. The research objective of this study was to determine changes in soil settlement behavior that occurred from the vacuum preloading system using a numerical simulations Geostudio with the 2D Multi Drain-Plane Strain approach and the settlement result of the simulation will be compare with instrumentation data. In this study the vacuum pressure distribution is modeled using water total head negative pore water pressure and the pressure value used following vacuum gauge data in the field with distribution approach is 100% at the surface of the sand platform, 85% to a depth of 5 m, then 60% to the end of the PVD. Based on the simulations, the conlusion is the vacuum pressure applied along the vertical drainage is not modeled constant, but changes with depth, the value of 60% at the bottom of the vertical drainage is quite representative of the conditions in the field and the settlement from the simulation is quite good at approaching the field observation with a prediction of the settlement due to vacuum preloading of ±0.93 m, when compared to the field observation data there is a difference of about 1.6%.

Prediction of Strength Properties of Soft Soil Considering Simple Soil Parameters

Prediction of Strength Properties of Soft Soil Considering Simple Soil Parameters