Influence of installation method on static lateral response of displacement piles in sand

Anusic, Ivana; Lehane, Barry; Eiksund, Gudmund; Liingaard, Morten

doi:10.1680/jgele.18.00191

Cited by 17 publications

(7 citation statements)

References 11 publications

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“…This explains why in the numerical analyses reported in (Le et al, 2021) vibratory driven piles are reported to show a lower accumulation of deformation compared to impact driven piles, since the simulation of the installation has been performed ideally drained. Similarly, a higher stiffness to lateral monotonic loading of vibratory driven piles compared to impact driven piles observed in the field test campaign reported in (Anusic et al, 2019) can be explained by the stronger compaction occurring without the presence of pore water.…”

Section: Numerical Model For the Lateral Loadingmentioning

confidence: 67%

“…In contrast to these studies, another recent field test campaign found that vibratory driven piles had a slightly higher resistance to lateral monotonic loading than impact driven piles (Anusic et al, 2019). It was hypothesised that the higher resistance was due to greater compaction of the soil caused by vibratory driving.…”

Section: Response Of Vibratory Driven Piles To (Cyclic) Lateral Loadingmentioning

confidence: 88%

“…It is known from experimental investigations that the pile response to loading following the installation process is influenced by the installation method (see e.g. (Dyson and Randolph, 2001;Anusic et al, 2019;Stein et al, 2020;Achmus et al, 2020;Fan et al, 2021b)).…”

Section: Introductionmentioning

confidence: 99%

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Long-Term Response of Piles to Cyclic Lateral Loading Following Vibratory and Impact Driving in Water-Saturated Sand

Staubach

Macháček

Bienen

et al. 2022

J. Geotech. Geoenviron. Eng.

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The influence of the pile installation by vibratory or impact driving on the response to subsequent cyclic lateral loading, as faced in the offshore environment, is investigated numerically. Largedeformation analyses of the pile installation process using the Coupled Eulerian-Lagrangian method considering partially drained conditions are performed. Following the installation, one million lateral load cycles are simulated using the high-cycle accumulation (HCA) model. The lower the hydraulic conductivity of the soil during driving, the higher the accumulation of lateral deformation when the pile is subjected to high-cyclic loading. The assumption of ideally drained conditions during pile driving results in a lower accumulation, in particular for the vibratory driven pile. Compared to the influence of the drainage conditions during driving, the influence of the installation method is found to be of less importance. While the vibratory driven piles tend to give less resistance to monotonic lateral loading for most conditions, slightly lower permanent pile head rotations after one million lateral loading cycles are observed compared to the impact driven piles.

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Section: Numerical Model For the Lateral Loadingmentioning

confidence: 67%

Section: Response Of Vibratory Driven Piles To (Cyclic) Lateral Loadingmentioning

confidence: 88%

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Long-Term Response of Piles to Cyclic Lateral Loading Following Vibratory and Impact Driving in Water-Saturated Sand

Staubach

Macháček

Bienen

et al. 2022

J. Geotech. Geoenviron. Eng.

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“…As a common form of foundation, the research on the fabrication, installation and vertical-bearing capacity of pile foundations is very rich [1,2]. However, pile foundations are often subjected to irregular horizontal dynamic loads, such as vibrational loads caused by ground motions and wind loads [3][4][5][6][7]. Therefore, the dynamic stability of these pile foundations needs to be solved when they are subjected to lateral loads, such as seismic forces.…”

Section: Introductionmentioning

confidence: 99%

Study on the Dynamic Response Characteristics and p–y Curve of Straight and Inclined Pile Groups in Saturated Sands

Jian

Chen

et al. 2022

Applied Sciences

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This paper is based on a shaking table test of 2 × 2 straight pile groups and 2 × 2 inclined pile groups in non-liquefied sand and saturated sand with different thicknesses. Under the sine wave with a certain peak acceleration and frequency, the lateral dynamic response characteristics, the distribution law of the maximum bending moment envelope diagram, and the p–y curve of the straight and inclined pile groups are studied. The results show that the bending moment of the straight pile group is 3~4 times that of the inclined pile group at the bottom section of the pile in the 300 mm saturated sand. When the thickness of the saturated sand increases to 380 mm, the maximum bending moment of the straight pile group is 6~7 times that of the inclined pile group at the bottom section of the pile. Through the comparison of indicators, it shows that the inclined pile group can have better bending resistance when subjected to the same lateral dynamic load.

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“…stricter environmental regulations in terms of underwater noise levels has motivated the development of alternatives to the conventional impact-driving method of monopile installation. One of the alternatives is the (axial) vibratory installation, which has been previously studied in field [1,2,4] and laboratory [3,5] conditions. However, there is limited knowledge on the effects of vibratory installation (and how these effects differ from those caused by impact-driving) on the lateral response of monopiles.…”

mentioning

confidence: 99%

laboratory study of the effect of installation parameters on the lateral behaviour of monopiles in sand

Peccin da Silva,

Post,

Elkadi

et al. 2023

SEG

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Monopiles are the predominant type of foundation used for offshore wind turbines. The increase in size of monopiles and the stricter environmental regulations in terms of underwater noise levels has motivated the development of alternatives to the conventional impact-driving method of monopile installation. One of the alternatives is the (axial) vibratory installation, which has been previously studied in field [1, 2, 4] and laboratory [3, 5] conditions. However, there is limited knowledge on the effects of vibratory installation (and how these effects differ from those caused by impact-driving) on the lateral response of monopiles. This extended abstract presents the results of an ongoing Join Industry Project (SIMOX – Sustainable Installation of XXL Monopiles) which aims at comparing different installation methods from the point of view of driveability, noise emissions and lateral response. The present abstract particularly focuses on the lateral response of monopiles. As a first step towards the large-scale onshore field tests to be executed in 2023, a laboratory study was conducted at the Water-Soil Flume at Deltares, in Delft (NL), which consists of a tank with 9.0 m of length, 5.5 m of width and 2.5 m of depth, with a multipurpose wagon on rails above it (Figure 1). The tank was filled with saturated Sibelco S90 sand up to a height of 2.4 m in compacted layers of 50 cm. The experimental programme consisted of 4 batches (batches 1, 2 and 3 with dense sand and batch 4 with medium-dense sand) in which piles of diameter D = 32 cm, embedded length L = 1.5 m and wall thickness t = 4 mm or 10 mm were installed and loaded laterally. While batch 1 focused on driveability aspects, in the other three batches 8 piles were installed (per batch) and subsequently subjected to lateral loading. The centre-to-centre distance between piles was 8D in the loading direction and 6.5D perpendicular to the loading direction. The distance between the piles and walls of the tank was 4.3D. All distances were larger than the minimum distances recommended in the literature [6]. The piles were installed with two different methods: vibratory-driven, using a hydraulic vibro-hammer APE-23 with an eccentric moment of 1.3 kg.m, and impact-driven, using a dropping weight impact-hammer HL750. For each method, selected installation parameters were varied, namely the vibratory frequency and lowering speed of the crane for vibrated piles, and dropping mass and fall height for the impact-driven piles. Lateral loading was applied at the pile head by means of an in-house built lateral loading device consisting of an electric motor connected to a spindle. The lateral displacements were measured by a magnetostrictive linear position sensor, independent of the lateral loading system. The loading regime consisted of an initial monotonic loading up to 25% of Hult (where Hult is defined as the load at which the pile exhibits a displacement of 0.1D at ground level – obtained from 3D FE analyses), followed by cyclic loading (1000 cycles for most piles) and a final monotonic stage up to the maximum load. The different combinations of lowering speeds of the crane (low, high) with the different frequencies of the vibro-hammer (low, high) led to different types of vibratory installation: crane controlled or free hanging. Under crane-controlled installation, the full weight of the pile-hammer system is sustained by the overhead crane, hence the crane load measured by a load cell oscillates around the static weight of the pile-hammer system. Under free-hanging conditions, on the other hand, the load taken by the crane is zero, meaning that the weight of the pile-hammer system is fully taken by the soil – both by shaft friction and tip resistance. The results in dense sand showed that the initial monotonic response of the piles is affected by the vibration mode, and not by the installation frequency or penetration speed alone. While the crane-controlled vibrated piles exhibited lateral stiffness similar (i.e. slightly lower) to the impact-driven piles, the free-hanging vibrated piles showed markedly lower lateral stiffness compared to the other piles. The softer behaviour observed for these piles could be attributed to various reasons, such as the difficulty in controlling the pile verticality during installation. For all free hanging piles, inclination was observed approximately half-way through installation, which was corrected in the final part of installation. The exact inclination during installation was not measured, which will be done in the onshore field tests. The test results showed, however, that during cyclic loading the differences in lateral stiffness decrease, i.e. the softest piles in the initial monotonic stage were the ones that exhibited the largest gain in lateral cyclic stiffness, whereas the stiffest piles in the initial loading stage were the ones with the smallest increase in stiffness during cyclic loading.

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Influence of installation method on static lateral response of displacement piles in sand

Cited by 17 publications

References 11 publications

Long-Term Response of Piles to Cyclic Lateral Loading Following Vibratory and Impact Driving in Water-Saturated Sand

Long-Term Response of Piles to Cyclic Lateral Loading Following Vibratory and Impact Driving in Water-Saturated Sand

Study on the Dynamic Response Characteristics and p–y Curve of Straight and Inclined Pile Groups in Saturated Sands

laboratory study of the effect of installation parameters on the lateral behaviour of monopiles in sand

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