Skin Friction for Steel Piles in Sand

Coyle, H M; Sulaiman, Ibrahim H.

doi:10.1061/jsfeaq.0001055

Cited by 69 publications

(7 citation statements)

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“…Such load transfer curves were initially obtained empirically. Coyle and Sulaiman [14] received T-Z curves based on models and experience with full-size sand pile loading tests. Vijayvergiya [15] and API [16], based on this work and other empirical results, made general recommendations for estimating T-Z and Q-Z curves for sandy e load transfer curves can also be satisfactorily constructed using theoretical methods related to the shear stiffness of the soil around the pile [17,18].…”

Section: Power P-y (T-z and Q-z) Curve Methodsmentioning

confidence: 99%

Near‐Fault Ground Motion Impacts on High‐Speed Rail Large‐Span Continuous Girder Bridge considering Pile‐Soil Interaction

Zhou¹,

Wang

Yang

et al. 2022

Advances in Civil Engineering

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This paper examines and discusses the dynamic response of a high-speed train-bridge-soil-pile foundation system to near-fault earthquakes. A 72 + 120 + 72 m continuous girder bridge of a high-speed railroad was selected as the model for calculation. Based on the p-y model for simulating pile-soil interaction, the moment-curvature analysis program XTRACT is used to calculate the moment and curvature of bridge piers and pile foundation sections, and the finite element (FE) software is used to establish two nonlinear global bridge models under seismic effects in the high-intensity zone, one considering pile-soil interaction and one without considering pile-soil interaction. The Ap/Vp parameter, the ratio of peak acceleration to peak velocity of transverse ground shaking, is used to reflect the impulse characteristics of earthquakes and the effect of the Ap/Vp parameter on the dynamic response of bridges to earthquakes was studied. The elastic-plastic response of the bridge system was calculated under lateral and vertical near-fault (NF) impulse/NF nonimpulse/far-field (FF) ground motions (GMs). The study shows that the structural displacement increases, and the internal force decreases after considering the pile-soil interaction. The results show that the bridge piers enter the elastoplastic phase under rare earthquakes. The NF ground shaking couples with the bridge into the elastoplastic phase with a more significant impulse period than the FF ground shaking intensifies the dynamic response of the bridge structure.

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Section: Power P-y (T-z and Q-z) Curve Methodsmentioning

confidence: 99%

Near‐Fault Ground Motion Impacts on High‐Speed Rail Large‐Span Continuous Girder Bridge considering Pile‐Soil Interaction

Zhou¹,

Wang

Yang

et al. 2022

Advances in Civil Engineering

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“…An additional nonlinear spring is assumed at the pile tip, which represents the end-bearing ( q–y relationship). Several research studies were conducted and obtained t–z and q–y relationships empirically based on model and full-scale pile load tests ( 21 ). Subsequent studies proposed general recommendations for estimating t–z and q–y curves ( 22 ).…”

Section: Methodsmentioning

confidence: 99%

Soil–Geosynthetic Interface Shear in Different Testing Scales

Roodi

Morsy

Zornberg

2018

Transportation Research Record: Journal of the Transportation R

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Geosynthetics have been used to improve mechanical performance of roadway layers (e.g., geosynthetic-reinforced asphalt, geosynthetic-stabilized bases) and a wide range of transportation infrastructures (e.g., geosynthetic-reinforced soil walls). A key aspect in understanding soil–geosynthetic interaction mechanisms involved in each application includes characterization of the interface between geosynthetics and adjacent materials. This study evaluates soil–geosynthetic interface shear in various pullout test scales including standard, smaller than standard, and larger than standard scales. Experimental results obtained from tests conducted in each scale were analyzed to determine the soil–geosynthetic interface shear model. An iteration procedure, similar to that used in t–z analysis of pile loading, was developed to simulate incremental geosynthetic movements. Shape and parameters of the interface shear model were changed to minimize the residual error between experimental and simulated data. It was found that mobilization of the interface shear in the small-scale test differs from that in the standard- and large-scale tests. In the standard- and large-scale tests, the ultimate soil–geosynthetic interface shear mobilized at comparatively small displacements, which could be represented by a linear plastic interface shear model. In the small-scale test, however, the interface shear developed in two phases. A portion of the ultimate interface shear mobilized at comparatively small displacements while additional resistance continued to mobilize at extended displacements. Consequently, the development of interface shear resistance in the standard- and large-scale tests was found to depend on progressive increase of the geosynthetic mobilized length, whereas in the small-scale test the interface shear resistance developed by displacement of the entire geosynthetic.

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“…Major experimental studies have shown that surface roughness, structural material, mean particle size, soil relative density, magnitude of normal stress, temperature effects, and rate of shearing influence the soil-structure interaction behavior [5][6][7][8][9][10][11][12][13][14]. Previous researchers have mainly focused on interface friction between soil and construction materials and demonstrated that soil volume deformation greatly influences soil-structure interaction behavior [15][16][17][18][19][20]. Tatsuoka and Haibara [21] performed a series of direct shear tests to evaluate the shear strength between sand and various kinds of smooth or lubricated surfaces.…”

Section: Introductionmentioning

confidence: 99%

Experimental Investigation on the Shear Behavior of Interface between High Plastic Clay and Concrete

Zhu

et al. 2022

Advances in Materials Science and Engineering

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The Lianghekou earth core rockfill dam to be built in China will be the third highest rockfill dam in the world. This study presents the results of a series of direct shear tests between high plastic clay and concrete to study the shear behavior of contact clay-concrete cushion interface of Lianghekou dam. Results showed that water content and normal stress are significant factors affecting the shear behavior of the interface. The higher shear strength is related to lower water content and higher normal stress, and the shear strength can be formulated by the bifold-line type Mohr–Coulomb strength criterion. It is also found that the interface exhibits mainly two kinds of shear failure modes, that is, sliding failure along the concrete surface and shear failure in the clay matrix nearby the interface. Moreover, a nonlinear elastic model is proposed to simulate the shear behavior of the interface, of which parameters can be quickly estimated by water content. The simulation of the model is compared with the experimental results, and the results show that the model is reasonable and practical.

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Skin Friction for Steel Piles in Sand

Cited by 69 publications

References 0 publications

Near‐Fault Ground Motion Impacts on High‐Speed Rail Large‐Span Continuous Girder Bridge considering Pile‐Soil Interaction

Near‐Fault Ground Motion Impacts on High‐Speed Rail Large‐Span Continuous Girder Bridge considering Pile‐Soil Interaction

Soil–Geosynthetic Interface Shear in Different Testing Scales

Experimental Investigation on the Shear Behavior of Interface between High Plastic Clay and Concrete

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