Quasi-Static Cyclic Testing of Elevated RC Pile-Cap Foundation for Bridge Structures

Wang, Xiaowei; Ye, Aijun; He, Zhongying; Shang, Yu

doi:10.1061/(asce)be.1943-5592.0000797

Cited by 48 publications

(28 citation statements)

References 25 publications

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“…Table 2 lists their mechanical properties. Nevertheless, Wang et al 34 reported that the variation of axial loads has a very slight impact on the first-yielding curvature of pile section. Compression tests showed a compressive strength of f c = 33.7 MPa and an elastic modulus of E c = 34.6 GPa for the unconfined concrete.…”

Section: Reinforcements and Section Moment-curvature Analysesmentioning

confidence: 99%

“…The test specimens and concrete cubes and prims were constructed together. 20,34,48,49 Section analyses are performed using the OpenSees-based modeling technique of Zero-length-section element with fiber section, in which the longitudinal rebars are modeled using Steel02 material 45 while the concrete fibers are assigned using Concrete04 material that can represents the Mander model.…”

Section: Reinforcements and Section Moment-curvature Analysesmentioning

confidence: 99%

“…It should also be noted that for the single pier, the axial load should keep constant during the test, while axial loads in piles shall vary since the pilegroup forms a frame that can rock under lateral loads. Nevertheless, Wang et al 34 reported that the variation of axial loads has a very slight impact on the first-yielding curvature of pile section. It is worth noting that using momentcurvature-analyses-derived first-yielding curvatures to identify failure processes of RC structures in experiments has been adopted in a number of former investigations.…”

Section: Reinforcements and Section Moment-curvature Analysesmentioning

confidence: 99%

“…Wang et al 33 conducted shake-table tests to investigate the seismic performance of a scoured single steel pile-supported bridge model embedded into dry sands and found that with the increase of scour depths, the potential failure location transfers from the pier to the pile foundation. Wang et al 34 performed quasi-static tests to study the seismic failure mechanism and ductile behavior of 2 × 3 RC pile-group foundations in dry sands with different scour depths. They reported that larger scour depths trigger shallower underground plastic hinges.…”

Section: Introductionmentioning

confidence: 99%

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Shake‐table investigation of scoured RC pile‐group‐supported bridges in liquefiable and nonliquefiable soils

Wang

Shang

2019

Earthq Engng Struct Dyn

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Summary This paper presents results of one‐g shake‐table tests on scoured pile‐group‐supported bridge models in saturated (liquefiable) and dry (nonliquefiable) sands. The primary objective is to reveal the influence of liquefaction on seismic demands and failure mechanism of scoured bridges. To this end, two identical models, each consisting of a 2 × 2 reinforced concrete pile‐group with a center‐to‐center spacing of 3 times pile diameter, a cap and a single pier with a lumped iron block, were constructed and embedded into saturated and dry sands, respectively, with the same scour depth of 4 times pile diameter. Typical test results, including excess pore pressure, acceleration and displacement demands are interpreted first, followed by the focus on curvature demands and associated seismic failure mechanism identification. Finally, inertial and kinematic effects on pile curvature demands are estimated using cross‐correlation analyses. Results show that near‐pile liquefied soils exhibit more remarkable dilation tendency as compared to far field. For bridges under the given scour depth, soil liquefaction tends to significantly affect the failure modes via transferring damage positions from pier bottom to pile head and meanwhile from underground pile to pile head. In addition, pile group effects appear to be significant in nonliquefiable soils while to be relatively inessential in liquefied soils. Moreover, the inertial effect is more prominent in nonliquefiable soils, while the kinematic effect itself generally appears to be more significant in liquefiable soils. The test results can be used to validate numerical models for future studies.

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Section: Reinforcements and Section Moment-curvature Analysesmentioning

confidence: 99%

Section: Reinforcements and Section Moment-curvature Analysesmentioning

confidence: 99%

Section: Reinforcements and Section Moment-curvature Analysesmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Shake‐table investigation of scoured RC pile‐group‐supported bridges in liquefiable and nonliquefiable soils

Wang

Shang

2019

Earthq Engng Struct Dyn

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“…Lang et al [14] investigated the dynamic behavior of a reinforced-concrete (RC) elevated cap-pile foundation during (and prior to) soil liquefaction. Wang et al [15] showed that a displacement ductility capacity of 3.5 is observed for the elevated pile cap foundation. High pile caps are more vulnerable to destruction in strong earthquakes, and there are many domestic and foreign researches.…”

Section: Related Research On High Pile Cap and Low-pile Capmentioning

confidence: 99%

An Analysis of the Impact Exerted on Bearing Capacity of Pier and Pile after Increasing Pile Cap Height

Huang

Liu

Hou

et al. 2018

Shock and Vibration

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An analysis was carried out in this paper on the bearing capacity of pier pile and seismic performance rule when the low-pile cap is increased by 1 meter, 2 meters, and 3 meters. The bottom of the pile cap of pier no. 11 of Minjiang River bridge faces three "lows": 7.6 meters lower than island, 4.6 meters lower than natural river bed, and 6.5 meters lower than low water level. The numerical simulation method is adopted to input three seismic waves of Wolong, Bajiao, and EL to evaluate the bearing capacity of pier and pile under strong earthquakes. Using the standard formula and numerical simulation method, it is observed that the bending moment and axial force of bridge pier show an insignificant change under different seismic waves when the pile cap is increased by 0-3 meters. With peak ground acceleration increased to 0.35 g, the vertical bearing capacity and flexural capacity of pier and pile gratify the requirements; however, the pile foundation will be subject to compression and bending damage.

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Extent and hierarchy of seismic induced inelastic demands in the substructure system of bridges on piled foundation crossing waterways

Tawadros

Farag

Mehanny

2022

Bull Earthquake Eng

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The effect of the exposed length of piles supporting bridges crossing waterways on the spread of inelasticity along the pile shaft compared with the extent of plasticity in the body of the column, and hence on the precedence of the formation of plastic hinges in the substructure system is of paramount importance. Plastic hinges may form ideally and preferably at the bottom of the column just above the pile cap, or undesirably either at the pile’s head or at any other section within the pile be it along its free/exposed length immersed in water or its embedded part in soil. A set of bridges are designed according to Eurocode for multiple configurations with various relative stiffness between the column and the group of piles featuring partly exposed shaft. Pushover as well as time history inelastic analyses under a set of ten earthquake records are performed accounting for soil-structure interaction. Results demonstrate that it is likely in some cases characterized by a remarkable increase in the flexural stiffness of the column relative to the group of piles to have spread of inelasticity and plastic hinges forming in piles prior to the column. This is undesirable for a robust, reliable and resilient seismic design as devised by universal design standards for bridges on piled foundation. While there is no clear consensus on the most effective corrective measure to such undesirable response, a few proposed remedial design actions have been formulated in order to preclude (or at least improve the behavior for the case featuring) plastic hinges deplorably forming in the piles prior to the base of the column.

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Quasi-Static Cyclic Testing of Elevated RC Pile-Cap Foundation for Bridge Structures

Cited by 48 publications

References 25 publications

Shake‐table investigation of scoured RC pile‐group‐supported bridges in liquefiable and nonliquefiable soils

Shake‐table investigation of scoured RC pile‐group‐supported bridges in liquefiable and nonliquefiable soils

An Analysis of the Impact Exerted on Bearing Capacity of Pier and Pile after Increasing Pile Cap Height

Extent and hierarchy of seismic induced inelastic demands in the substructure system of bridges on piled foundation crossing waterways

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