Sheet Pile Research Articles

LANDFILL STABILITY ANALYSIS USING CORRUGATED CONCRETE SHEET PILE (CCSP) WITH PLAXIS 2D V22 SOFTWARE

Landfill in road projects requires a stable condition before it can be continued on further work. The stability factor of the landfill depends on the bearing capacity of the subgrade, the shear strength of the soil, the planned elevation, and the angle of inclination of the landfill. This research is located on one side of the Jagorawi Toll road and the Bogor Outer Ring Road, near the South Sentul Toll exit gate. The results of the soil investigation obtained a clay type soil classification at a depth of 0 – 13 m (N-SPT value 3-5). Initial analysis shows the need for landfill height, varies along the road (ranging 4.9 m - 2.4 m). The purpose of this research is to compare the stability of the landfill in the following 2 conditions, 1st condition from STA 1+789 – STA 1+850 (4.9 m height of landfill) using Corrugated Concrete Sheet Pile (CCSP) reinforcement on the left and right of the road side with a 2 m deep geotextile layer, and 2nd condition from STA 1+850 – STA 1 +950 (2.4 m height of landfill) does not use any reinforce. The research approach uses quantitative descriptive, research data including other soil classifications, bor logs, N-SPT values, soil properties from samples (C, Ø, γ, etc.) taken from the site. Apart from that, data on the geotextile and CCSP parameters that will be used is also needed. Analysis was carried out using the Finite Element approach and Plaxis 2D V22 software. The results show that in 1st condition, the safety factor value is 3.7, where the reinforcement system provided is able to withstand 3.7x the working load (vehicles and active soil). Meanwhile, on the 2nd condition produces a safety factor value of 5.2. The analysis results show that these 2 areas have a safety factor that exceeds the existing literature requirements, namely 1.5.

Dynamic displacement of sheet pile walls adjacent to the railway track

Dynamic displacement of sheet pile walls adjacent to the railway track

The influence of excavation support construction on the settlement of adjacent structures

The paper presents an examination of the subsoil settlement in the neighbourhood of a deep excavation with particular reference to the excavation support construction method. Analysis was carried out for a selected deep excavation with a residential building in the vicinity. The most used technologies were considered, i.e., sheet pile walls, soldier pile walls, bored pile walls, and diaphragm walls. A total of 14 wall variants were examined to investigate the differences that certain characteristics have on the surrounding area. The impact of excavation support was assessed for two anchorage level schemes, taking into account three excavation phases. On this basis, the settlement profile next to the excavation wall was determined, and the settlement of the adjacent building was calculated. A key factor identified was the trench wall support scheme. Furthermore, a strong correlation was found between the stiffness of the wall and the maximum settlement observed.

Stability Analysis of Cofferdam with Double-Wall Steel Sheet Piles under Wave Action from Storm Surges

Double-wall steel sheet piles (DSSPs) are widely used in large-span cofferdams for docks due to their good performance against wave action during storm surges. This paper describes a study of the dynamic behavior of a DSSP cofferdam under wave action through flume tests and a numerical simulation that combined computational fluid dynamics (CFD) and the finite element method. The influences of the water level and wave height on the DSSP cofferdam were investigated experimentally and numerically. Tall waves in shallow water broke upon and impacted the seaside pile with large dynamic wave pressure, dramatically increasing the stress and displacement of the seaside pile. The overlap of the traveling and reflected waves increased the excess pore water pressure near the seaside pile due to taller overlapped waves and higher wave frequency. The DSSP cofferdam failed under the combined actions of the dynamic wave pressure and erosion of the landside seabed. The leakage and overflow of the breaking waves resulted in significant erosion of the landside seabed and greatly weakened the support of the seabed. The dynamic wave pressure then pushed the DSSP cofferdam until it failed. The simulation with the combined methods of CFD and FEM resulted in trends that were similar to those of the test measurements. Compared to the quasi-static method and pseudo-dynamic method, the results of the simulation via the present method were much closer to the test results because the simulation included the effects of breaking waves. The reinforced measure worked well to prevent the DSSP cofferdam in a sandy seabed foundation from continuous failures of deformation–leakage–erosion–tilting. However, it failed in a clay interlayer seabed foundation due to the large settlement.

Relationship between peak ground acceleration and damages indices for steel sheet pile quay wall in Bejaia-Algeria

Purpose The purpose of this paper is the dynamic analysis and seismic damage assessment of steel sheet pile quay wall with inelastic behavior underground motions using several accelerograms. Design/methodology/approach Finite element analysis is conducted using the Plaxis 2D software to generate the numerical model of quay wall. The extension of berth 25 at the port of Bejaia, located in northeastern Algeria, represents a case study. Incremental dynamic analyses are carried out to examine variation of the main response parameters under seismic excitations with increasing Peak ground acceleration (PGA) levels. Two global damage indices based on the safety factor and bending moment are introduced to assess the relationship between PGA and the damage levels. Findings The results obtained indicate that the sheet pile quay wall can safely withstand seismic loads up to PGAs of 0.35 g and that above 0.45 g, care should be taken with the risk of reaching the ultimate moment capacity of the steel sheet pile. However, for PGAs greater than 0.5 g, it was clearly demonstrated that the excessive deformations with material are likely to occur in the soil layers and in the structural elements. Originality/value The main contribution of the present work is a new double seismic damage index for a steel sheet pile supported quay wharf. The numerical modeling is first validated in the static case. Then, the results obtained by performing several incremental dynamic analyses are exploited to evaluate the degradation of the soil safety factor and the seismic capacity of the pile sheet wall. Computed values of the proposed damage indices of the considered quay wharf are a practical helping tool for decision-making regarding the seismic safety of the structure.

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.

Rob Flood Control on the North Coast of Java (Study on coastal areas of Pekalongan and Semarang)

Flooding on the coasts of Pekalongan and Semarang, North Coast of Java (Pantura), has become a severe problem for the Indonesian government. Factors causing the flood are rainfall, climate, land subsidence and rob, river conditions, tidal influence, poorer areas, land change, inappropriate flood control, damage to flood control buildings, excessive groundwater utilization, inappropriate flood management, river sedimentation, reduced water catchment areas, and runoff floods. Therefore, there is a need for an appropriate handling study to deal with these problems. This research aimed to determine the achievements of coastal flood control on the North Coast of Java. Data was collected through a literature review for secondary data, field studies for primary data, in-depth interviews with relevant stakeholders, and observation. The results showed that handling Rob flooding in coastal Pekalongan focuses on four locations: Bremi River, Meduri River, Mrican pump house, and Silempeng. Rob flood handling methods on the Pekalongan coast include the construction of concrete barriers with corrugated sheet pile (CCSP), compacted soil embankments with bamboo mattress reinforcement, and submersible pumping machines at the Mrican pump house. In comparison, rob flood management in coastal Semarang focuses on the Sringin and Tenggang rivers. The flood handling methods conducted are the provision of pumps, construction of Rob embankments and retention ponds, normalization, drainage improvements, and interconnection channels. However, handling coastal flooding needs a comprehensive and sustainable follow-up.

Limit States of Shallow Bridge Foundations With Sheet Piling Covers

This article presents an analytical method which takes into account the beneficial effects of the sheet piling located around the foundation in the calculations of ULS and SLS of shallow foundations. The analytical method proposed by the author was described in detail on the example of a “theoretical bridge” with the assumed geometry and loads as well as with the assumed subsoil and water conditions under the bridge. The stresses in the subsoil under the foundation and the settlement were determined. The author’s method was also used to calculate the foundation settlement of an “existing bridge” located in Gdańsk (Poland). In both cases, the results were compared with the results obtained using PLAXIS 3D Advanced 2023.1 and additionally with geodetic measurements for “existing bridge”. The author’s proposal was based on the EN 1997-1: Eurocode 7 standard applicable in the European Union. It has original elements that are not included in the cited standard. The proposed method is not the only one that could be used to assess the limit states of shallow foundations with sheet piling cover. However, it is based on the applicable regulations, gives similar results to the results obtained with FEM and geodetic measurements.

Improvement Of Landslide Handling On Filled Land In Cidahu-Cieurih Road, Cidahu District, Kuningan Regency

This research is based on the issue of soil landslide in the embankment area of Cidahu - Cieurih Road. Geotechnical analysis involves cone penetration testing, boreholes, and laboratory testing to obtain soil property data. The results indicate the presence of soil layers with different characteristics, such as clay, sand, and silty clay. The analysis method utilizes PLAXIS 3D V20 for slope stability modeling. The modeling results show that the existing slope condition is unsafe, and two alternative treatments are proposed. Alternative 1 involves replacing the existing retaining wall with a new one and adding ribs, resulting in an SF of 1.516. Alternative 2 involves using the existing sheet pile with the addition of a retaining wall and embankment, resulting in an SF of 1.63. This research concludes that Alternative 2, utilizing the existing sheet pile and retaining wall, provides better slope stability results with an SF that meets safety standards.

Influence of Ali Al -Gharbi Earthquake on Braced Excavation in Silty Clay Soil (Numerical Study)

The design of the braced excavation system is one of the important and necessary matters for the implementation of various projects. The braced excavation system is used to support excavations in temporary projects, so there are shortcomings in the study of this aspect, although sometimes there are many projects that take long periods of time especially the projects of underground tunnels and high buildings. This was the main reason for the study. Therefore, the possibility of exposing the drilling system to earthquakes is great, especially in seismically active areas. If the drilling system is exposed to an earthquake, it can cause great human and material losses, so it must be designed against earthquakes so that ensure complete collapse and failure does not occur. This study aims to investigate the behavior of braced excavations under the influence of the Ali Al-Gharbi earthquake in both x- and y- directions. A numerical study is carried out on braced excavation system of (14×6) m and depth 9m using software Plaxis 3D. The braced excavation system consists of three type of bracing system with three levels of strut and wales connected with sheet pile wall to support sides of excavation and prevent them from collapsing. The results of study showed that the horizontal displacement of braced excavation system is (100-155) % more than vertical displacement (settlement) with seismic time when system is subjected to Ali Al-Gharbi earthquake in both directions with the other factors remaining constant. The stiffness of sheet pile wall also play an important role increases and decreases lateral displacement in both direction. Also, the results showed that the movement of of braced excavation system depends on several factors like as type of soil, time acceleration and the direction of earthquake. Settlement of Ali Al-Gharbi earthquake in Y- direction is 13% more than in X-direction.

PLANNING ANALYSIS OF SHEET PILE WHARF WITH PLAXIS SOFTWARE AT SPECIAL TERMINAL LAMPUNG

Special terminals are those that are located outside the Working Environment Area and the Interest Environment of the main business. Private companies with business licenses in Lampung Province want the construction of a special port or terminal. The efforts made are to analyze the planning of a special terminal wharf to serve the loading of commodity materials in the form of cement factory materials. A steel sheet pile is used as a structure on the Lampung Wharf. The purpose of this study is to determine the stability and optimality in the selection of sheet pile dimensions used by adjusting the soil conditions around the wharf. The analysis and modeling method using calculations of the Plaxis 8.2 software assistance will get the results of the analysis in the form of safety factor numbers and deformations. From the calculation and modeling of the Plaxis 8.2 software, the results of the deformation analysis are 1,29 mm and a safety factor of 1,7011. It can be concluded that the sheet pile and the selection of sheet pile dimensions used are considered safe. Keywords: port, wharf, sheet pile, Plaxis

Subgrade Reaction Characteristics to the Anchor Pile of a Sheet Pile Quay Wall

The Conventional Design Method (CDM) for anchored sheet pile quay walls cannot accurately calculate the anchor pile deformation, partly because it does not properly consider the subgrade reaction. This study aims to clarify the subgrade reaction characteristics of the anchor pile using finite element analysis. The CDM assumes that passive failure occurs at the front of the anchor pile. On the contrary, this study shows that the active failure region generated from the back of the sheet pile wall expands to the periphery of the anchor pile and the passive failure region is not generated at its front. Thus, the subgrade reaction to the anchor pile is found to be smaller than the CDM assumption. The CDM also neglects the subgrade reaction in parts shallower than the tie-rod mounting height in the pile front. This study clarifies that the subgrade reaction in this part greatly contributes to the deformation resistance of the pile. Consequently, the subgrade reaction in the shallower range than the tie-rod mounting height is greater than or equal to that in the deeper range. Furthermore, the subgrade reaction has a lower upper limit when acting on the anchor pile than when acting on a horizontally stratified ground, and the difference between these limits widens as the reference earthquake strengthens.

Analyzing Embankment Displacement: PVD and Vacuum Consolidation with Sheet Pile Protection

The global widespread adoption of Prefabricated Vertical Drains (PVD) in conjunction with vacuum consolidation is driven by its robust and cost-efficient attributes. However, this construction method is not without challenges, as it has been linked to substantial displacements, posing risks to adjacent structures. Addressing such concerns in a Vietnamese road construction project, this study focuses on the innovative contribution of sheet pile protection as a highly effective solution. Utilizing numerical analysis with an anisotropic model, we examine the impact of sheet pile protection on embankment displacement. Through comparative analysis with field data, our study demonstrates the remarkable efficacy of the sheet pile method in significantly reducing both vertical and lateral settlements. Acting as a protective membrane, it effectively counters suction from the PVD vacuum zone. These findings make a substantial contribution to the field, providing engineers handling similar structural protection scenarios with invaluable insights and a novel approach to mitigating displacements associated with PVD and vacuum consolidation.

Laboratory studies of the soil erosion and alluvium processes in the area of bridge supports

The results of experimental studies of the process of bottom erosion during the construction of bridge supports under the protection of a sheet pile structure are presented. To protect the sheet piling box from the influence of ice floes during the period of ice drift, it is planned to install an ice-cutting protective device located upstream of the sheet piling box. In the process of conducting research, the principles of modeling the processes of river sediment transport taking into account the size of transported particles, non-erosive velocities and channel slopes are substantiated. Laboratory studies of the processes of forming erosion and alluvium are carried out for two cycles of parameters. At the same time, the influence of the ice-cutting device position relative to the sheet piling box on the amount of erosion and alluvium is studied. Experiments were carried out for various options of the ice cutter position relative to the sheet piling box; the ice cutter moved upstream along the axis of the tray with a step of 0.1 m (5 m for natural conditions). Based on measurements of bottom surface marks, two-dimensional erosion plans are constructed. For several options for the location of structures, the trajectories and directions of flow movement are determined by photographing the movement of surface floats, which makes it possible to create a grid of streamlines and determine the values of surface current velocities. An analysis of the velocity distribution over the surface and in the flow volume has shown that a horseshoe-shaped vortex is formed around the structure, with riffles and ridges appearing along its wings. A stagnation zone is established inside the “horseshoe”; in this zone the bottom remains relatively smooth. In the absence of an ice cutter, the main zones of soil erosion arise in the vicinity of the corners of the front face of the box, and alluviums form in the rear part of the structure. When installing an ice-cutting device in the shape of a triangle in front of the box, directed at an acute angle towards the oncoming flow, the erosion zones move to the vicinity of the corners lying at the base of the triangular ice cutter facing the box. The absolute values of erosion depth and alluvium height are reduced compared to the option without the ice cutter. When the ice cutter moves upstream relative to the box, a washout zone appears in the gap between the ice cutter and the box. The maximum values of erosion and alluvium occur in the absence of ice cutter and when placing the ice cutter at a distance of 200–300 mm from the box. The minimum values of erosion and alluvium are recorded when the ice cutter is placed close to the support box. With increasing flow rates and depths, the values of erosion and alluvium increase. Installing the ice-cutting device improves the hydraulic conditions of flow around the sheet piling box structure, which leads to a decrease in washout depths.

Landslide Management for Batu Tulis – Cross Bogor – Sukabumi Station Double Lane Project at STA 5+550

In the implementation of the St. Batu Tulis – Lintas Bogor – Sukabumi STA 5+550 project, a significant challenge arose with the occurrence of an avalanche during construction, attributing landslides to substantial land subsidence caused by the destabilization of the slope's soil or rocks. This disruption significantly impacted construction planning, particularly in terms of cost considerations. This study conducted a comprehensive comparative analysis of the stability of the original embankment slope and slopes reinforced with gabions (measuring 2m x 1m x 0.5m), sheet piles (type W-400 A-1000), and bored piles (size D600). To evaluate the stability, it was imperative to determine the safety factor (SF) and slope deformation under applied loads. The Plaxis 8.6 program was employed for the analysis, incorporating all relevant soil parameter data. Safety factor values were calculated as 1.67 for the gabion-bored pile combination slope, 1.62 for the sheet pile-reinforced slope, and 1.63 for the bored pile-reinforced slope. Estimated costs for slope strengthening were as follows: IDR 3,525,789,199.92 for sheet piles, IDR 2,180,309,258.00 for bored pile-gabion combination, and IDR 6,689,603,822.00 for bored piles alone. The budget for slope reinforcement with gabions proved more economical by IDR 1,345,479,941.92 compared to sheet piles and IDR 4,509,294,564.00 compared to bored piles. The reinforcement type selection was based on a cost analysis, prioritizing lower expenses while ensuring construction feasibility. Gabions offer advantages such as economical prices, flexibility, and simple construction methods, but they have drawbacks, including susceptibility of galvanized coated wire to water conditions with high salt or acid content and requiring a wide area for construction due to their large size. Sheet pile reinforcement is resistant to corrosion, durable, and has good performance, but it is unsuitable for supporting very high soil due to the requirement of a large cross-sectional area and not suitable for use in rocky soils due to piling difficulties.

Numerical and Experimental Analysis of Deformation in Cantilever and Anchorage Sheet Piles

Numerical and Experimental Analysis of Deformation in Cantilever and Anchorage Sheet Piles

Assessment of soil constitutive models for predicting seismic response of sheet pile walls: A LEAP-2022 project study

This paper outlines the findings derived from a study conducted within the LEAP-2022 project, focusing on analyzing the seismic response of a sheet-pile retaining structure that supports liquefiable soils. The primary objective is to assess the efficacy of two distinct constitutive models–Manzari-Dafalias (MD) and PM4Sand–following their calibration utilizing element tests conducted on Ottawa-F65 sand. By employing these calibrated models, finite element models are generated to emulate centrifuge experiments. The results indicate that both the MD and PM4Sand models adequately capture the behavior of liquefiable soils and consequent wall displacements. Furthermore, the study emphasizes the significance of accurately calibrating for cyclic stress demands at the wall’s toe and the passive zone to precisely predict wall behavior. It also highlights that number of cycles has a significant effect on simulation results.

Sonlu Farklar Yöntemi Kullanılarak Geçirimsiz Baraj Tabanına Yerleştirilen Palplanş Perdesinin Yerinin Belirlenmesi

In water currents within the ground, a boiling event may occur if the flow direction is opposite to gravity in the outlet area of the flow floor. To prevent a boiling event, the length of the flow path is increased or a weight filter is used in the area where there is a risk of boiling. Increasing the length of the current path is possible by creating an impermeable layer in the upstream (inlet) section of the dam or by making an impermeable sheet pile wall under the dam. The construction of the sheet pile wall under an impervious dam is expensive and difficult. In this study, the sheet pile wall under the dam wall was placed in various positions between upstream region and downstream (outlet) region of the dam, and the value of the dam's seepage rate was analyzed by finite difference method. Vertical seepage rate values and safety numbers against vertical boiling have been found by taking the gradient of the hydraulic head. It has been seen that the sheet pile wall placed in the exit zone of the dam is the solution that minimizes the leakage rate, and, therefore, maximizes the vertical safety number against boiling.

Sheet pile walls as a part of the substructure of bridges. Practical application in Denmark

The usage of “sheet pile wall” is very common solution in Denmark due to the geographic situation of the country – low sea level, a significant part of the state border is sea, high groundwater level, poor geotechnical conditions. The “sheet pile wall” is used for strengthening of embankments, reclaim marine territories and as a supporting walls of railway lines and roads. As a consequence of this, a very common solution is to use the sheet pile walls as a part of the substructure of bridges – overpasses of railway lines and roads when the alignment is in excavation. From one side, the “sheet pile wall” are used as wing walls of the bridge and they support the road embankment. From another side, it is used as an abutment walls of the bridge. The part of the wall acting as a bridge support is design with some concrete “hammer beam”. The “hammer” in some cases is connected to the bridge deck by means of concrete hinges. Very often, “sheet pile wall” in the zone of the wing walls is combined with anchors in order to take increased section forces. Common variants in Denmark practice for connection of the bridge superstructure and sheet pile substructure are presented and analysed in the paper.

Centrifuge modeling of liquefiable sand supported by sheet pile wall: LEAP tests at Ehime University

Centrifuge modeling of liquefiable sand supported by sheet pile wall: LEAP tests at Ehime University