Estimation of Uplift Capacity of a Single Pile Embedded in Sand Considering Arching Effect

Zhang, Qian‐qing; Feng, Ruo-feng; Liu, Shan-wei; Li, Xiao-mi

doi:10.1061/(asce)gm.1943-5622.0001240

Cited by 17 publications

(4 citation statements)

References 18 publications

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“…where r 0 is the radius of the cement soils; G s is the shear modulus of the soil outside the disturbed zone; and c is a parameter, which satisfies c � r 0 /G s ln(r m /r 0 ), where r m is the radius distance from the pile center to a point at which the shear stress induced by the pile can be considered to be negligible. According to Randolph and Wroth, the values of r m can be taken as r m � 2.5L(1 − 0.5] s ), where L is the length of the pile and ] s is Poisson's ratio of the soil [9,10,17,19,20,25]. At the lower part of the static drill rooted pile with bamboo joint pile and cement soil with length of L 1 , the bamboo joint pile and cement soil are considered as a whole part in the calculation process due to the reinforcement of nodular section to the surrounding cement soils and the high strength cohesion between the pile shaft and surrounding cement.…”

Section: Simplified Calculation Methodsmentioning

confidence: 99%

Field Tests and Simplified Calculation Method for Static Drill Rooted Nodular Pile

Wang

Zhang²,

Xie

et al. 2019

Advances in Civil Engineering

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In order to explore bearing characteristics of a new-type static drill rooted nodular pile foundation (SDRN), which is composed of PHC pile, bamboo joint pile, and cement soils, field tests of three piles were carried out by embedding internal rebar stress gauges to collect test data. The test results show that the SDRN piles were under elastic state and the load-settlement curves changed slowly before reaching the ultimate capacity. As pile head loads increased, the pile shaft frictions developed progressively, and axial forces gradually reduced along pile depths. Taking into account the interaction between the pile, the cement soils, and surrounding soils, a simplified method for calculating settlements and bearing capacity of SDRN piles was proposed. With corresponding parameters, the computing results obtained by the proposed method were compared with the field experimental data, which indicates acceptable agreements; thus, it is concluded that the applicability and predictive capability of the proposed method were verified.

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Section: Simplified Calculation Methodsmentioning

confidence: 99%

Field Tests and Simplified Calculation Method for Static Drill Rooted Nodular Pile

Wang

Zhang²,

Xie

et al. 2019

Advances in Civil Engineering

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“…where ( ) is the shaft shear stress at a given depth z, is the initial stiffness of the soil surrounding pile shaft, Δ is the pile-soil relative displacement developed in the pile-soil interface at a given depth z. is the pile end resistance, is initial soil stiffness at the pile base, and is the pile end settlements. The coefficients and can be obtained by the proposed method in the references [1][2][3]27]. As discussed above, it can be seen that there was a zero point of displacement change at which the additional displacement caused by temperature was zero, while the pile top load was not heavier than the value, , that leading to nonlinear settlement of pile top, as shown in Figures 6 and 7.…”

Section: Analysis Of Pile Under Thermomechanical Loadmentioning

confidence: 98%

“…Over the past decades, many experimental and theoretical researches have been carried out to analyze the bearing characteristics of pile foundations, because of their extensive application in many infrastructures and structures [1][2][3]. In recent years, pile foundations have been increasingly used in an innovative form of energy piles, which couples the structural role of pile foundations to that of heat exchangers to exploit the large thermal storage capabilities of the ground, particularly when these energy piles are coupled to heat pumps [4][5][6].…”

Section: Introductionmentioning

confidence: 99%

FEM Analysis and Simplified Approach for a Single Energy Pile Subjected to Thermomechanical Loads

Wang

Fang

Zhang³

et al. 2019

Mathematical Problems in Engineering

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The distribution of temperature in sand soils was measured through laboratory tests, and the temperature influence on friction resistances at the concrete-soil interface was analyzed. Based on the results of laboratory tests, the finite element model was established using the sequential thermal coupling method. The influences of temperature on the bearing characteristics of energy pile were analyzed. The analysis results show that the cyclic temperature will cause additional displacement along pile depth. It is pointed out that if applied vertical loads at energy pile head exceed the value from which nonlinear settlements would be initiated, irrecoverable additional settlement will occur at pile head. Based on the analysis results, a simplified approach was proposed to estimate the zero point of additional displacement along pile shaft and the additional axial pile force. The comparison between the calculated results obtained by the proposed method and that of ABAQUS on single energy pile was given to verify the accuracy of the proposed method. It is shown that reasonable predictions can be obtained without expensive and time-consuming analyses by the proposed method in this paper.

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“…Zhang 11 studied the failure mechanism of prestressed anchor cable structures under tensile loads. Zhang et al 12 assumed the fracture surface to be an inverted truncated cone. Zhang et al 3 proposed a unified model for describing fracture surface shapes.…”

Section: Introductionmentioning

confidence: 99%

Research on calculation model for ultimate bearing capacity of tensile type anchor cables and the shape of internal fracture surface in anchorage segment

Ren,

Meng,

Chen

et al. 2024

Num Anal Meth Geomechanics

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The generalized model and parameter equation for the internal fracture surface of tensile type anchor cable anchorage section are constructed, and the calculation model of ultimate bearing capacity is derived based on the principle of limit equilibrium. The shape of the internal fracture surface in the anchorage section and the expression of its parameter equation are experimentally studied, and the variation law of the parameter equation and fracture range with the diameter of the anchor cable and confining pressure is analyzed. The parameter equation is substituted into the calculation model to realize the calculation and verification of the model. Through theoretical derivation, a calculation model of ultimate bearing capacity of anchor cable is obtained, which comprehensively considers the average shear strength of anchorage section, the shape of fracture surface, fracture range and confining pressure. The tests show that according to the magnitude of the confining pressure on the anchorage section, the internal fracture surface takes on two shapes: cylindrical and trumpet‐shaped, the parameter equation of trumpet‐shaped fracture surface obeys logarithmic distribution approximately. The coefficient a decreases with the increase of confining pressure but increases with the increase of anchor cable diameter, the constant b increases with the increase of confining pressure but decreases with the increase of anchor cable diameter. The ranges of horizontal and vertical fracture decrease with the increase of confining pressure, and increase with the increase of anchor cable diameter. The deviations between the theoretical calculation and the experimental results are less than 6.5%.

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Estimation of Uplift Capacity of a Single Pile Embedded in Sand Considering Arching Effect

Cited by 17 publications

References 18 publications

Field Tests and Simplified Calculation Method for Static Drill Rooted Nodular Pile

Field Tests and Simplified Calculation Method for Static Drill Rooted Nodular Pile

FEM Analysis and Simplified Approach for a Single Energy Pile Subjected to Thermomechanical Loads

Research on calculation model for ultimate bearing capacity of tensile type anchor cables and the shape of internal fracture surface in anchorage segment

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