Cantilever Sheet Pile Walls Research Articles

Study on the depth of cantilever sheet pile wall based on the type of soil where sheet pile embedded

The northern part of Semarang is known as a region having a thick depth of soft clay. In the construction of sheet pile wall for Terboyo Retention Pond dike Semarang must take into account stability aspect and financial aspect. The characteristic of granular soil is different from that of cohesive soil, and the stability aspect relies on the type of soil. This study aims to investigate the influence of the type of soils where sheet pile embedded to the theoretical depth of cantilever sheet pile wall. This research used the soil data from Terboyo Retention Pond of Semarang. Modelling of wall was differentiated based on the type of soil where sheet pile embedded whereas the type of soil above the dredge line was the same. Two type of soils where sheet pile embedded, clay and sand were modelled. The variation of soil parameters of both soils was also modelled. Safety factor for clay soil was taken 1.5. The result shows that different soil in which wall embedded give significant difference of length of sheet pile. Based on N-SPT, with the same N-SPT value theoretical depth of cantilever sheet pile wall in sand soil is deeper than that of in clay soil.

Influence of Seismic Motions on the Behavior of Cantilever Sheet Pile Wall Subjected to Infinite Uniform Surcharge Loading

Influence of Seismic Motions on the Behavior of Cantilever Sheet Pile Wall Subjected to Infinite Uniform Surcharge Loading

Influence of surcharge strip loads on the behavior of cantilever sheet pile walls: A numerical study

Influence of surcharge strip loads on the behavior of cantilever sheet pile walls: A numerical study

Study of Factors Affecting the Design of Cantilever Sheet Pile Walls and Development of Practical Charts

Şevli kazının yapılamadığı derin temel kazılarında iksa sistemi kullanılması, 2018 tarihli “Kazı Güvenliği ve Alınacak Önlemler” genelgesinde zorunlu kılınmıştır. Ayrıca genelgede, 2 yıldan daha az bir süre için bir kazı desteğine ihtiyaç duyulması durumunda iksa sisteminin geçici olarak kullanılabileceği belirtilmiştir. 6 m’den daha düşük kazı derinliklerinin geçici olarak desteklenmesi amacı ile konsol palplanşlar sıkça kullanılmaktadır. Bu çalışmada, geoteknik tasarımcılara kolaylık sağlaması amacıyla içsel sürtünme açısı 24-40° arasında değişen granüler bir zemin içerisinde açılacak 3-6,2 m derinliğinde bir kazı için geçici bir desteğe ihtiyaç duyulması durumunda kullanılacak konsol çelik palplanş duvarların tasarımı ile ilgili grafik ve tablolar oluşturulmuştur. Yer altı su seviyesinin varlığına, konumuna ve zeminin içsel sürtünme açısına bağlı olarak toplamda 14739 farklı kesit incelenmiş ve çakma derinliği, maksimum eğilme momenti ve maliyetler ile ilgili oluşturulan tablo ve grafikler tasarımcıların kullanımına sunulmuştur. Bu tablo ve grafiklerin yardımı ile tasarım süresinin kısaltılması ve maliyet ile ilgili hızlı değerlendirme yapılabilmesi amaçlanmıştır. Ayrıca deplasman analizi yapan paket programların veri girişi aşamasında tasarımcıların duvar boyu için deneme-yanılma sürecine girmeden bu tablo ve grafiklerde verilen bilgileri kullanarak kısa sürede analizlerini gerçekleştirmeleri hedeflenmiştir.

Probabilistic stability analysis of anchored cantilever sheet pile walls using fuzzy set theory

Ensuring the safety and stability of waterfront retaining structures is of utmost importance. However, uncertainties may lead to imprecise analysis and inadequate or uneconomical design. Fuzzy set theory is one of the computationally efficient methods of evaluating the effects of uncertainties on systems and has a great potential of making probability-based stability analysis of sheet piles considerably less cumbersome. This paper analyzes the effects of uncertainty on the stability of anchored cantilever sheet pile walls in the sand using the fuzzy set theory and genetic algorithm. The uncertain variables include soil properties as well as structural and geometrical parameters. Different levels of uncertainty are assigned to the governing parameters using the triangular fuzzy membership functions and the α-cut method. To generate the fuzzy responses for wall stability, a search for extreme (minimum and maximum) safety factors is carried using evolutionary algorithm at various cut levels. The proposed method is used in this study to investigate the effects of uncertainty in soil and wall parameters on overturning, sliding, and flexural stabilities, as well as the overall wall stability. In addition, the effects of changes in water level, anchor tensile force and wall section modulus on the probability of different failure modes were determined. Results confirm the previous findings in the literature on significant impact of uncertainty in these parameters on the wall stability. Conducting a sensitivity analysis, it was found that the uncertainty in water level is an effective factor on all failure modes. Reduction of the water level leads to a decrease in the probability of flexural failure, while it increases the probability of overturning and sliding failures. The provided diagrams are also useful for probability-based design against various modes of failure, in engineering practice. The results emphasize the robustness of the presented fuzzy approach to account for the uncertainties of input variables in the sheet pile wall design procedure.

Seismic Analysis of Cantilever Sheet Pile Walls with Strip Load for Any Lateral Deformation

In the present study, a new method for designing the cantilever sheet pile wall having a strip load present on the backfill is proposed in cohesionless soil. The method uses the limit-equilibrium approach by establishing the partial mobilized earth pressure diagram in static and seismic conditions. The partial mobilization of earth pressure has been taken as a function of amount and type of wall movement and associated mobilized soil–wall friction angles. Analytical expressions are derived for the cantilever sheet pile wall to determine the earth pressure, shear force, and bending moment. It is observed that the earth pressure diagram of cantilever sheet pile walls varies with the displacement at the dredge level. Furthermore, the shifting of strip load of magnitude 20 kPa away from the cantilever sheet pile walls reduces the maximum bending moment by 10% when the width of the strip load is 1.6 m. A parametric study is carried out and presented in the nondimensionalized form of bending moment, penetration depth, and location of the pivot point. The results of the present study are compared with the existing conventional solutions available in the literature.

The influence of strip load on the seismic design of cantilever sheet pile walls: a simplified analytical solution

The influence of strip load on the seismic design of cantilever sheet pile walls: a simplified analytical solution

ESTIMATION OF THE MAXIMUM BENDING MOMENT OF CANTILEVER SHEET PILE WALLS BY USING MULTIPLE LINEAR REGRESSION ANALYSIS

Sheet pile walls are flexible retaining structures that are used to hold the horizontal soil pressures behind them, especially in situations that cause stress changes such as excavation. They are divided into two as cantilever and externally supported. Cantilever walls are used in excavations with a maximum depth of 6 meters and are supported by anchors in excavations deeper than this. Some of the values to be calculated in the design of cantilever sheet pile walls are the embedment depth and the maximum bending moment that(Mmax) will occur in the cross-section of the wall. There are various approaches in analytical methods that have complex calculation steps such as determining earth pressures, solving second and third-order equations. In this study, the Mmax that will occur in the cross-section of a cantilever sheet pile wall penetrates in the sand is estimated by the expressions obtained with the help of multiple linear regression(MLR) analysis. The results showed that the Mmax may not be achieved by only MLR models but with the help of polynomial equations.

A displacement based approach for seismic analysis and design of cantilever sheet pile walls under surcharge loading

An improved method is proposed for the design of cantilever sheet pile walls embedded in cohesionless soils and having an infinite uniform surcharge load under both static as well as seismic conditions in the framework of limit equilibrium. The proposed method considers the rigid rotation of cantilever sheet pile walls about a pivot point located near the toe of the wall following the displacement pattern. It considers the partial mobilization of earth pressures which is a function of lateral strain and depends on the magnitude and type of wall movements. Expressions are proposed to calculate the earth pressures on both sides of the wall in addition to shear force and bending moment at various depths. The penetration depth is obtained by considering horizontal force and moment equilibrium conditions simultaneously. The proposed method is compared with numerical, theoretical and experimental results under static as well as seismic conditions. It is found that the results proposed by this method and available literature are fairly good and reasonable. A parametric study is carried out to analyze the influence of friction angle of soil, magnitude and distance of surcharge under both static as well as seismic conditions.

BEHAVIOUR OF LATERALLY ANCHORED RETAINING SYSTEM IN LOOSE SAND SOIL

One of the earliest earth retention technologies used in civil engineering projects is sheet pile walls. Therefore, in this work, a numerical analysis using Plaxis 2D was performed to investigate the behaviour of laterally anchored retaining system in sandy soil, focusing on the anchor force, lateral displacement, and maximum bending moment. The effects of anchor location and number on wall and soil deformations were investigated for various wall heights. When anchored-sheet-piles were used instead of cantilever sheet piles, the results showed a significant reduction in both wall deformation and bending moment specially at high dredging levels. In addition, while having numerous anchor levels is the most approach to minimize wall and soil deformations. Also, the findings revealed that adopting the one-anchored sheet pile wall can greatly decrease the maximum wall displacement by about and 59.16%; which occurs at 0.4H; as well as reduce the maximum bending moment by about 85.63%; which occurs at 0.5H, comparing with the cantilever sheet pile wall at dredging depth (H) = 5m. At a deeper dredging depth (H=9m), the maximum lateral displacement and maximum of wall were reduced by 88 %, and 86 %, respectively. Also, at H= 9m, using the second level of anchors can also reduce the maximum bending moment on the wall by more than 83.55 %.

Reliability Comparative Analysis of Codes for the Design of Cantilever Sheet Pile Walls: Basis for Studying the Principles of International Standards

Abstract In geotechnical engineering, the design of cantilever sheet pile walls is one of the most important and complex tasks due to the use of different limit equilibrium design methodologies to ...

Parametric Study of Sheet Pile Wall using ABAQUS

In the present study two-dimensional finite element analysis has been carried out on cantilever sheet pile wall using ABAQUS/Standard software to study the effect of different friction angles and its related parameters such as dilation angle, the interfacial friction coefficient between soil-wall on earth pressure distribution, and wall deformation. From the results obtained, it is found that there is a significant decrease in wall deformation with an increase in the angle of internal friction and its related parameters. The earth pressure results obtained from the finite element analysis shared a unique relationship with that of a conventional method. Both the results showed similar linear behavior up to a certain percentage of wall height and then changed drastically in lower portions of the wall. This trend of behavior is seen in both active as well as in passive earth pressure distribution for all the frictional angle. Hence, after comparing the differences that exist in the results for both methods, from the analysis a new relationship between the earth pressure coefficients from a conventional method and the finite element method has been developed for both active and passive earth pressure on either side of the sheet pile wall. This relationship so derived can be used to compute more reasonable earth pressure distributions for a sheet pile wall without carrying out a numerical analysis with a minimal time of computation. And also the earth pressure coefficient calculated from this governing equation can serve as a quick reference for any decision regarding the design of the sheet pile wall. Doi: 10.28991/cej-2021-03091638 Full Text: PDF

Numerical Modelling of Structures Adjacent to Retaining Walls Subjected to Earthquake Loading

In an urban environment, it is often necessary to locate structures close to existing retaining walls due to congestion in space. When such structures are in seismically active zones, the dynamic loading attracted by the retaining wall can increase. In a novel approach taken in this paper, finite element-based numerical analyses are presented for the case of a flexible, cantilever sheet pile wall with and without a structure on the backfill side. This enables a direct comparison of the influence exerted by the structure on the dynamic behaviour of the retaining wall. In this paper, the initial static bending moments and horizontal stresses prior to application of any earthquake loading are compared to Coulomb’s theory. The dynamic behaviour of the retaining wall is compared in terms of wall-top accelerations and bending moments for different earthquake loadings. The dynamic structural rotation induced by the differential settlements of the foundations is presented. The accelerations generated in the soil body are considered in three zones, i.e., the free field, the active and the passive zones. The differences caused by the presence of the structure are highlighted. Finally, the distribution of horizontal soil pressures generated by the earthquake loading behind the wall, and in front of the wall is compared to the traditional Mononobe-Okabe type analytical solutions.

A Simplified Method for Seismic Design of Cantilever Sheet Pile Walls Under Infinite Uniform Surcharge Load

Abstract Cantilever sheet pile walls are generally designed assuming the rectilinear distribution of net earth pressure. In this paper, a new method is proposed in the framework of the limit equili...

Effect of Soil–Wall Friction Angle on Behaviour of Sheet Pile Wall Under Surcharge Loading

In this study, a solution is derived in the framework of the limit equilibrium approach for the design of cantilever sheet pile walls under both static and seismic conditions in cohesionless soil with uniform surcharge load located at the top of the wall. The proposed method satisfies the horizontal force equilibrium and moment equilibrium about toe simultaneously. From the results of the study, it is highlighted that the application of surcharge load increases the magnitude of bending moment along the depth of the sheet pile wall and deflection at the top of the wall. Further, the increase in plastic zone due to mobilisation of earth pressure is also observed. A parametric study is done by varying the soil–wall friction angle and magnitude of uniform surcharge load acting on the backfill of the cantilever sheet pile walls. From the results, it is observed that as the soil–wall friction angle increases, the maximum bending moment, deflection, depth of plastic zone and settlement adjacent to sheet pile wall decrease. Further, the increase in the magnitude of uniform surcharge increases the maximum bending moment, deflection, depth of plastic zone and settlement adjacent to sheet pile wall.

Influence of soil type on static response of cantilever sheet pile walls under surcharge loading: a numerical study

Deep excavation is the need of present time due to increase in construction work in urban congested areas. This requires proper planning of support systems for the stability of retaining wall. Therefore, in the present study, influence of uniform surcharge load on the ground surface at a distance from the wall is analyzed for bending moment, net earth pressure, deflection, and settlement behavior of cantilever sheet pile walls using finite difference-based computer program FLAC2D. The results indicate that the presence of the uniform surcharge at the top of the wall influences the cantilever sheet pile wall significantly and as the distance of uniform surcharge increases, the influence gets reduced and beyond 2 times excavation depth, the influence is insignificant. Mobilization of earth pressure takes place up to a greater depth with excavation depth greater than 60% of the total length of the wall and causes more settlement and deflection. The present numerical model is validated with existing literature.

Lateral earth pressure and bending moment on sheet pile walls due to uniform surcharge

Cantilever sheet pile walls are subjected to surcharge loading located on the backfill soil and at different distances from the top of the wall. The response of cantilever sheet pile walls to surcharge loadings at varying distances under seismic conditions is scarce in literature. In the present study, the influence of uniform surcharge load on cantilever sheet pile wall at varying distances from the top of the wall under seismic conditions are analyzed using finite difference based computer program. The results of the numerical analysis are presented in non-dimensional form like variation of bending moment and horizontal earth pressure along the depth of the sheet pile walls. The numerical analysis has been conducted at different magnitudes of horizontal seismic acceleration coefficient and vertical seismic acceleration coefficients by varying the magnitude and position of uniform surcharge from the top of the wall for different embedded depths and types of soil. The parametric study is conducted with different embedded depth of sheet pile walls, magnitude of surcharge on the top of the wall and at a distance from the top of the wall for different angles of internal friction. It is observed that the maximum bending moment increases and more mobilization of earth pressure takes place with increase in horizontal seismic acceleration coefficients, magnitude of uniform surcharge, embedded depth and decrease in the distance of surcharge from the top of the wall in loose sand.

Ground Settlement and Deflection Response of Cantilever Sheet Pile Wall Subjected to Surcharge Loading

Sheet pile walls are used to support moderate height of excavation. If bracing system or anchors are not provided, it gets stability mainly from passive earth resistance below the dredge line. Non-availability of large open space in metro cities gives the perception to engineers to go deeper in the earth and use sheet pile walls for supporting various types of works like parking space and housing utilities. To avoid the damage to surrounding structure, proper analysis of settlement and deflection of the wall should be carried out. The deflection and settlement of wall depend on soil properties, depth of excavation and wall properties. In the present study, cantilever sheet pile walls are analyzed under surcharge loading for settlement and deflection through pseudo-static approach using finite difference-based program FLAC2D. A parametric study is carried out assuming an elastic–perfectly plastic Mohr–Coulomb model with non-associated flow rule by varying the seismic coefficients, embedded depth, soil–wall friction angle, type of soil, magnitude of surcharge and distance from the top of the wall. The results show that by increasing the coefficient of horizontal seismic acceleration, the deflection and settlement of cantilever sheet pile walls increase. It is also observed that with an increase in distance of surcharge from top of the wall, both settlement and deflection decrease.

Reliability analysis of sheet pile wall in spatially variable soil including CPTu test results

The paper deals with reliability analysis of cantilever sheet pile wall located in non-cohesive soil with random properties. Spatial variability of friction angle has been described using random fields theory. The influence of both vertical as well as horizontal scale of fluctuation on the mechanical response of sheet pile wall is investigated. Deflection of wall top as well as maximum bending moment in the sheet pile wall are tested. The point distribution of soil friction and its vertical fluctuation scale is estimated using quasi-continuous results of cone penetrometer tests (CPTu). The boundary value problem is solved using finite difference code FLAC. The Fourier series method (FSM) allowing for non-uniform meshes is used to generate random fields for individual realizations. By utilizing Monte Carlo Simulation (MCS) technique the probability distributions of the results for different values of vertical and horizontal scales of fluctuation are obtained and used for reliability analysis. The results of analysis show that in case of cantilever sheet pile wall it is very important to properly estimate value of vertical fluctuation scale for the reliability analysis. It is also illustrated that in the considered problem horizontal scale of fluctuation significantly influences probability of failure.

Reliability-Based Analysis of Cantilever Sheet Pile Walls Backfilled with Different Soil Types Using the Finite-Element Approach

AbstractThe paper presents an analytical study of a cantilever sheet pile wall considering the effects of uncertainty of soil properties. The failure probability (Pf) of the sheet pile wall is combined with the sensitivity (S) of geotechnical random variables on the failure mode, and a new factor, the probabilistic risk factor (Rf), is proposed for each random variable corresponding to different variations of the random variables. The cantilever sheet pile wall that is driven into a cohesionless soil layer and backfilled by (1) cohesionless soil and (2) cohesive soil is considered separately for analysis against the rotational failure mode. Pf is obtained by developing the response surface, based on finite element models. The sensitivity of each random variable is obtained by F-test analysis. It is observed that the cohesion of foundation soil (c2) and water table positions are the important factors that influence the stability of the cantilever sheet pile walls to a great extent. Finally, design guidelin...