Performance Assessment of Buried Pipelines at Fault Crossings

Melissianos, Vasileios E.; Vamvatsikos, Dimitrios; Gantes, Charis J.

doi:10.1193/122015eqs187m

Cited by 24 publications

(25 citation statements)

References 15 publications

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“…In view of further improving the accuracy with respect to the MAF estimation, the concept of vector‐valued intensity measures has emerged, offering the ability to better tackle sufficiency and efficiency. There are several examples where vector‐valued IM s may be desirable, such as the case of incorporating higher or “elongated” modes of buildings, or even that of buried pipelines subject to 3D deformation at fault crossings …”

Section: Scalar or Vector?mentioning

confidence: 99%

Seismic intensity measures for above‐ground liquid storage tanks

Bakalis

Kohrangi

Vamvatsikos

2018

Earthq Engng Struct Dyn

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Summary A series of scalar and vector intensity measures is examined to determine their suitability within the seismic risk assessment of liquid storage tanks. Using a surrogate modelling approach on a squat tank that is examined under both anchored and unanchored support conditions, incremental dynamic analysis is adopted to generate the distributions of response parameters conditioned on each of the candidate intensity measures. Efficiency and sufficiency metrics are used in order to perform the intensity measure evaluation for individual failure modes, while a comparison in terms of mean annual frequency of exceedance is performed with respect to a damage state that is mutually governed by the impulsive and convective modes of the tank. The results reveal combinations of spectral acceleration ordinates as adequate predictors, among which the average spectral acceleration is singled out as the optimal solution. The sole exception is found for the sloshing‐controlled modes of failure, where mainly the convective period spectral acceleration is deemed adequate to represent the associated response due to their underlying linear relationship. A computationally efficient method in terms of site hazard analysis is finally proposed to serve in place of the vector‐valued intensity measures, providing a good match for the unanchored tank considered and a more conservative one for the corresponding anchored system.

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Section: Scalar or Vector?mentioning

confidence: 99%

Seismic intensity measures for above‐ground liquid storage tanks

Bakalis

Kohrangi

Vamvatsikos

2018

Earthq Engng Struct Dyn

Self Cite

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“…Metals 2018, 8,22 5 of 25 of pipe central axis as illustrated in Figure 1, where continuous lines represent the real characteristic and dashed lines represent the approximation implemented in the model. The parameters Pu, Tu, and Qu(Qd) represent the peak soil resistances per unit length of pipes, while ∆p, ∆t, and ∆qu (∆qd) represent the corresponding yield displacements in three directions (i.e., lateral, axial, and vertical), respectively.…”

Section: Modelling Pipe-soil Interaction With Discrete Nonlinear Soilmentioning

confidence: 99%

“…Metals 2018, 8,22 7 of 25 analysis step to explicit dynamic step. With the performed dynamic analysis, the model can be utilized to predict the transients associated with buckling phenomena, thus possibly allowing integration with the techniques adopted for leak detection [50][51][52][53].…”

Section: Constitutive Model Of Equivalent Boundarymentioning

confidence: 99%

“…Liu et al developed a prediction model on peak pipe compressive strain based on the numerical results and nonlinear regression method [21]. Melissianos et al conducted performance assessment of buried pipe at fault crossing [22,23]. Using Finite Element (FE) models with shell elements and nonlinear spring elements, Karamitros et al validated his analytical model [6].…”

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Local Buckling Behavior and Plastic Deformation Capacity of High-Strength Pipe at Strike-Slip Fault Crossing

Liu

Zhang

Wang

et al. 2017

Metals

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Abstract:As a typical hazard threat for buried pipelines, an active fault can induce large plastic deformation in a pipe, leading to rupture failure. The mechanical behavior of high-strength X80 pipeline subjected to strike-slip fault displacements was investigated in detail in the presented study with parametric analysis performed by the finite element model, which simulates pipe and soil constraints on pipe by shell and nonlinear spring elements respectively. Accuracy of the numerical model was validated by previous full-scale experimental results. Insight of local buckling response of high-strength pipe under compressive strike-slip fault was revealed. Effects of the pipe-fault intersection angle, pipe operation pressure, pipe wall thickness, soil parameters and pipe buried depth on critical section axial force in buckled area, critical fault displacement, critical compressive strain and post buckling response were elucidated comprehensively. In addition, feasibility of some common buckling failure criteria (i.e., the CSA Z662 model proposed by Canadian Standard association, the UOA model proposed by University of Alberta and the CRES-GB50470 model proposed by Center of Reliable Energy System) was discussed by comparing with numerical results. This study can be referenced for performance-based design and assessment of buried high-strength pipe in geo-hazard areas.

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“…The basic aspects of the theoretical background of the proposed procedure for pipeline -fault crossing have been presented in previous work of the authors [3]. The appropriate tool for the probabilistic analysis of the fault displacement hazard is the Probabilistic Fault Displacement Hazard Analysis (PFDHA) introduced by Youngs et al [4], which aims at quantifying the mean annual rate of exceeding various fault displacement levels at the site of pipeline -fault crossing.…”

Section: Introductionmentioning

confidence: 99%