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Capacity and demand curves during a pushover analysis. IO: Immediate occupancy, LS: Life safety, CP: Collapse prevention, C: Collapse.
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In this research, we will talk about Prefabricated and Prestressed Concrete piles in general and their types, what they are manufactured and developed over the years and how much they cost according to international standards and their usefulness in overcoming soil problems and pre-construction problems, then we will talk specifically about Prefabr...
![Fig.6: The tunnel construction infuence near group of piles (2×2) [34].](profile/Haitham-Odeh/publication/371570853/figure/fig5/AS:11431281167906099@1686789083990/The-tunnel-construction-infuence-near-group-of-piles-22-34_Q320.jpg)
This paper reviews the influence of tunnel constructions on neighboring structures supported by pile foundations, using either single or group of piles. This paper focuses on addressing the used methods, namely numerical modeling, analytical methods, and empirical solutions to study tunnel-pile interaction. The limitation of each method is also pre...
Bidirectional static load tests to evaluate the axial load-bearing capacity of large cross-sectional bored piles are indispensable. Nonetheless, this test is complicated, costly, and easy to fail. A case history of a bidirectional static load test conducted in HoChiMinh City is reported and analyzed. In particular, a bored pile with 1.8m in diamete...
Citations
... Earthquake liquefaction has a great influence on infrastructure such as structures and buildings and has become a hot research topic. The pile foundations of existing buildings and structures have been severely injured by liquefaction-induced lateral spreading during several earthquakes [1][2][3]. In the 1964 Niigata earthquake, the famous Showa Bridge caved because of liquefaction-induced lateral displacement [4]. ...
... The specific parameters are listed in Table 1. For the soil domain, the TEPP is introduced, and the state equation is described in Equation (1). In this study, the coefficient of viscosity, η ∞ , of the liquefiable soil ranges from 60 kPa·s to 2000 kPa·s depending on the completeness of its internal structure, which could be indicated by the generation of excess pore pressure ratio in the soil. ...
One of the challenges to the analysis of interactions between soil and piles in lateral spreading is the modeling of the progress generated by excess pore pressure and soil strength and stiffness degradation. In this paper, a pile–soil interaction analysis method that introduces the thixotropic-induced excess pore pressure model (TEPP) to describe the progressive development of the stress–strain rate connection of liquefying soil is proposed. The reliability of the method was verified by comparing the calculated results with that of the shake table test. Then, the parametric analyses of soil–pile interactions were carried out. The results show that the bending moment and horizontal displacement of pile foundations increase with the increase in superficial viscosity and inclination angle of the site. The horizontal dislocation and bending moment of the pile foundation increase with the decrease in loading frequency as a result of the property of amplifying low-frequency loads and filtering high-frequency loads of liquefied soil.
... The ground slope is about 5-degree towards seaside. The ground water table (GWT) is located at 1.5 m below ground surface [21]. The input motion considered is the 2001 Bhuj earthquake. ...
... 1D effective-stress based free-field nonlinear ground response analysis of the port site has been performed to assess the liquefaction susceptibility using 2001 Bhuj earthquake motion at bedrock level through computer program Cyclic1D [21]. The profile of excess pore pressure (EPP) ratio and factor of safety against liquefaction (FOS) using simplified deterministic approach of Kandla Port site are shown in Fig. 4(a) and (b) respectively [21]. ...
... 1D effective-stress based free-field nonlinear ground response analysis of the port site has been performed to assess the liquefaction susceptibility using 2001 Bhuj earthquake motion at bedrock level through computer program Cyclic1D [21]. The profile of excess pore pressure (EPP) ratio and factor of safety against liquefaction (FOS) using simplified deterministic approach of Kandla Port site are shown in Fig. 4(a) and (b) respectively [21]. ...
Failure and/or damages of pile-supported structures in potentially liquefiable soil are still noticed after major earthquakes in spite of designing with the latest standard code of practices. At present, pile foundation in liquefiable soil is designed based on bending failure mechanism due to inertial or kinematic loading neglecting the dynamic effects of axial load. However, recent research suggested that pile foundations in liquefiable soil may be failed due to structural failures (shear, bending, and buckling), geotechnical failure (excessive settlement), or combination thereof depending upon the thickness and position of liquefiable crust. Bending and buckling are two distinct approaches of design. Buckling criteria will not be fulfilled automatically by designing the pile against bending criteria. In the present study, a numerical study based on beam on nonlinear Winkler foundation (BNWF) model has been carried out using open-source finite element-based code, OpenSees, to investigate the probable failure mechanism of Kandla Port building during 2001 Bhuj earthquake. The 22.0 m high pile-supported six-storeyed RCC frame building resting on liquefiable sloping ground was tilted towards seaside after Bhuj earthquake. Nonlinear ground response analysis of the port site has been performed to assess the liquefaction susceptibility. The seismic behaviour of piles under liquefiable condition has been examined using pseudo-static approach. The alternate failure mechanisms of pile failure during earthquake that are not addressed in standard code of practice have been studied. On the basis of numerical study, it has been concluded that apart from bending, the piles are prone to other failures, i.e. settlement and buckling in liquefiable sloping ground.
... The Kandla Port tower, a 22.0 m high six- Tables 1 and 2, respectively [63,64]. The typical soil profile of Kandla Port site at Gujarat state of India [63,65] is consisting of recent unconsolidated layer of clay, silt and sand. The ground slope of Kandla Port site is about 5°t owards seaside [63]. ...
... The maximum bedrock level acceleration (MBRA) was 0.106 g. The acceleration time history of the earthquake is shown in Fig. 6 [65]. Four distinct ground slopes of 0°, 2.5°, 5.0°and 8.0°are also considered for parametric study. ...
... Four distinct ground slopes of 0°, 2.5°, 5.0°and 8.0°are also considered for parametric study. 1D effective stress-based free-field nonlinear GRA has been carried out for predicting the layered soil response of Kandla port building site with various ground slope using 2001 Bhuj earthquake input ground motion [65] at bedrock level through computer program Cyclic1D. A finite element model in the present study is defined in Cyclic1D by specifying the total height of soil profile of 40 m. ...
A simplified numerical methodology is presented in the present study to investigate the seismic response of single piles in liquefiable multi-layered sloping ground taking into account of both kinematic and inertial interaction effects using pseudo-static approach based on beam on nonlinear Winkler foundation (BNWF) model. The open-source finite element-based code, OpenSees, is used to conduct the analysis using results obtained from a separate free-field effective stress-based nonlinear ground response analysis. The present numerical model has been validated with the established theoretical solution and past case study. The parametric studies have been performed for evaluating the influence of various parameters on seismic response of layered soil–pile system. The results show that the peak lateral displacement and bending moment of piles are significantly influenced by ground slope, slenderness ratio of pile, pile head fixity condition, depth of liquefiable layer and pile embedment depth. The peak bending moment occurs near the interface between liquefiable and non-liquefiable layer when the depth of liquefiable layer is almost 22% and embedment depth is almost 45% of total length of pile. It is also observed that peak lateral displacement of pile reduces and peak kinematic pile bending increases in liquefiable sloping ground with increasing of embedment depth of pile.
This paper proposed a three-dimensional (3D) refined finite element method (FEM) to determine seismic responses of the high-rise buildings resting on fluid-saturated soil considering the soil-pile-structure interaction (SPSI) and the dynamic characteristics of two-phase media, using a user-defined element with ABAQUS. The theory and method to develop the FEM were introduced in detail, including the user-defined element, material constitutive models, boundary conditions, earthquake input methods, specific implementation procedures, and verifications. Then, the FEM was adopted to investigate the seismic responses of a 51-story high-rise building with a frame-core tube system subjected to six earthquake records. Discussions were conducted on the acceleration, displacements, inter-story drifts, story shear force, and damage behavior to interpret the seismic characteristics of the superstructure. A fixed-base model was also considered to reveal the SPSI effect under the same conditions. The results demonstrate that the SPSI lightens acceleration and total story shear force but amplifies displacements, inter-story drifts, and column shear force. Without regard to the SPSI, no apparent change appears for the damage of floor plates, whereas the core tube suffers more severe damage than under the SPSI conditions. For high-rise buildings, the SPSI does not always provide conservative seismic performance evaluations. It is of fundamental importance to include the SPSI effect during the performance-based seismic design of high-rise buildings for comprehensive understanding. The proposed FEM can also be access to seismic SSI analysis for other types of structures in the saturated field.
