Model tests on uplift capacity of double-belled pile influenced by distance between bells

Sun, Tao; Cui, Xinzhuang; Sun, Yangyang; Han, Ruonan; Ma, Rui-jin; Yang, Junjie; Wang, Yilin; Chang, Yu-jun

doi:10.1007/s11771-022-5018-5

Cited by 5 publications

(6 citation statements)

References 31 publications

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“…According to the research of Song, Sun et al [30][31][32][33], this study used a half-model test and the sand rain method [34,35] to control the falling sand height to 120 cm (approximately 0.95 in density) to establish the model foundation.…”

Section: Test Materialsmentioning

confidence: 99%

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Model Test Study on the Vertical Uplift Bearing Characteristics of Soil Continuous Solidified Pile Group Foundations

Sun,

Yang,

Cui

et al. 2024

Buildings

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To solve the problem of the high bearing capacity of structures in deep and weak soil layers, we invented a new type of pile group foundation in which the soil was continuously solidified between piles (hereinafter referred to as the SCS pile group foundation). Considering the two key factors of pile spacing and CSM depth, the antipulling load characteristics of SCS pile group foundations in dry sand were studied via indoor half-model tests and numerical simulations. The results showed that the ultimate uplift capacity of the SCS pile group foundation with a 2D–6D CSM depth was about 2–3 times that of the traditional pile group. When the stiffness of the CSM is so large that its effect can be ignored, the greater the pile spacing is, the greater the ultimate uplift capacity is. For the same pile spacing, the greater the depth of the CSM is, the greater the ultimate uplift bearing capacity is. When the CSM depth is greater than 10D, the uplift effect of the CSM can be effectively exerted, and the antipulling advantage of the SCS pile group foundation can be fully utilized. This study provided a reference for the antipulling design of SCS pile foundations.

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Section: Test Materialsmentioning

confidence: 99%

“…The completed model pile is shown in Figure 2. The test device includes a load sensor, displacement sensor, data acquisition instrument, and strain gauges [30,32,33], as shown in Figure 3.…”

Section: Test Materialsmentioning

confidence: 99%

Model Test Study on the Vertical Uplift Bearing Characteristics of Soil Continuous Solidified Pile Group Foundations

Sun,

Yang,

Cui

et al. 2024

Buildings

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“…The indoor half model was used for this test [35]. The model piles were made of aluminum alloy tubes cut along the center of the longitudinal axis, with a length of 700 mm, an outer diameter (D) of 30 mm, an inner diameter of 27 mm, and a wall thickness of 1.5 mm.…”

Section: Pile Materialsmentioning

confidence: 99%

“…The test was conducted using a MSZ-1 model test loading device, which contains a load cell, a displacement transducer, a data collector, and strain gauges [35].…”

Section: Test Equipmentmentioning

confidence: 99%

Effect of Solidified Depth on the Vertical Compressive Bearing Characteristics of the Soil Continuously Solidified Pile Group Foundation

Sun,

Wang,

et al. 2023

Applied Sciences

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To meet the ultra-high bearing capacity design requirements of pile foundations under geological conditions without a good holding layer, we invented a new type of group pile foundation with the soil continuously solidified between piles (hereinafter referred to as the SCS group pile foundation). Considering the solidified depth as a key influencing factor, the vertical ultimate compressive bearing capacity, load transfer law, and damage pattern of the soil around the continuously solidified group pile foundation were investigated using an indoor half-model test. The results revealed that the setting of the continuously solidified part has a significant effect on its compressive bearing characteristics. The ultimate compressive bearing capacity of the SCS group pile foundation was increased by four to nine times compared with the traditional group pile foundation. When the pile spacing is 4–6D (D = pile diameter), designing a continuously solidified depth greater than 14D is recommended. Except for the solidified depths of 2D and 18D, the lateral resistances of the other model piles first increase and then decrease with increasing depth. The maximum values were located at the continuously solidified part and were obviously larger than those of the other pile sections. The maximum pile lateral frictional resistance was provided at the maximum depth of the continuously solidified part. After setting up the continuously solidified part, none of the bearing capacity of the pile ends exceeded 5%. The bearing capacity of the SCS group pile foundation was mainly shared by the continuously solidified part and the pile lateral frictional resistance. For the same pile spacing, the high strain damage zone of the soil at the bottom of the continuously solidified 2D–14D foundation was “abacus bead”; when the burial depth of the continuously solidified part reached 18D, the foundation soil exhibited “inverted bowl” damage.

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“…The failure mechanism behind uplift belled piles in the level ground is sufficiently studied (Sawwaf and Nazir, 2006;Hong and Chim, 2015;Schafer and Madabhushi, 2020;Abdelgwad et al, 2022). Moreover, many scholars have studied various influential factors on the uplift capacity of belled piles in the level ground, for example, sand density (Ilamparuthi and Dickin, 2001;HondaHirai and Sato, 2011), diameter of the expanded base, embedment depth of piles (Tanaya and Sujit, 2019;Kang and Kang, 2022), and different bell space ratios (Sun et al, 2022). Moayedi and Mosallanezhad (2017) experimentally found that increasing the number of wings of multi-belled piles does necessarily improve the uplift resistance of single piles embedded in loose sands.…”

Section: Introductionmentioning

confidence: 99%

Exploration of the slope effect on the uplift capacity of single straight and belled piles supporting transmission towers

Bian¹,

Qin²,

Peng³

et al. 2023

Front. Mater.

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Single piles are normally used to support the transmission tower in mountain areas. Uplift capacity of piles is a key factor in the engineering design to increase the stability of transmission tower foundation. This study numerically investigated the uplift capacity of single straight and belled piles in the sloping ground which consisted of a clay layer underlain by medium weathered sandstone. A non-linear 3D finite element model was proposed to describe the uplift behavior of single piles and was calibrated against a field test on single piles subjected to uplift loading. A parametric study was conducted to investigate the effect of the slope angle (θ) on the uplift behavior of single piles. The uplift capacity decreased as θ increased for either straight piles or belled piles. Moreover, the range of the equivalent plastic strain was greatest for single piles in the level ground. For piles in the sloping ground, the range of equivalent plastic strain was wider at the position of the downstream slope than that at the position of the upstream slope when the uplift load of single piles reached the maximum. As the expansion angle increased to 30° and 45°, the uplift capacity of belled piles (Ru) was increased by 100% and 180% with respect to that of straight piles, respectively. The increase percentage in Ru was independent of θ. A practical method was proposed to quantify the slope effect on Ru.

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Model tests on uplift capacity of double-belled pile influenced by distance between bells

Cited by 5 publications

References 31 publications

Model Test Study on the Vertical Uplift Bearing Characteristics of Soil Continuous Solidified Pile Group Foundations

Model Test Study on the Vertical Uplift Bearing Characteristics of Soil Continuous Solidified Pile Group Foundations

Effect of Solidified Depth on the Vertical Compressive Bearing Characteristics of the Soil Continuously Solidified Pile Group Foundation

Exploration of the slope effect on the uplift capacity of single straight and belled piles supporting transmission towers

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