Lateral Soil-Pipe Interaction in Dry and Partially Saturated Sand

AbstractThis paper describes finite-element (FE) modeling, validated by large-scale tests, to simulate the lateral force versus displacement relationship of pipelines under plane-strain conditions in both dry and partially saturated sand. The FE model is based on an elastoplastic characterization of the soil, with Mohr-Coulomb strength parameters to determine the soil yield surface. Direct shear test data and strain softening models are used to represent peak and postpeak strength behavior. A methodology for defining a strain-compatible secant modulus is also presented. The analytical results are compared with numerous large-scale experimental test results, showing excellent agreement in terms of prepeak, peak, and postpeak performance. The modeling process is used to show the relationship between the maximum lateral force and pipe depth and to explain decreased dimensionless maximum lateral forces mobilized by large diameter pipes at low depth to diameter ratios in dense sand.

[1]  Nathaniel Olson,et al.  Soil Performance For Large Scale Soil-Pipeline Tests , 2009 .

[2]  O. C. Zienkiewicz,et al.  A novel boundary infinite element , 1983 .

[3]  K. Soga,et al.  Soil-pipe interaction due to tunnelling: comparison between Winkler and elastic continuum solutions , 2005 .

[4]  Kenichi Soga,et al.  SOIL-PIPE-TUNNEL INTERACTION: COMPARISON BETWEEN WINKLER AND ELASTIC CONTINUUM SOLUTIONS , 2004 .

[5]  B H Fellenius THE ANALYSIS OF RESULTS FROM ROUTINE PILE LOAD TESTS , 1980 .

[6]  N. Janbu Soil Compressibility as Determined by Oedometer and Triaxial Tests , 1963 .

[7]  Asce,et al.  Guidelines for the Seismic Design of Oil and Gas Pipeline Systems , 1984 .

[8]  J. M. Duncan,et al.  Nonlinear Analysis of Stress and Strain in Soils , 1970 .

[9]  Michael J. O'Rouke,et al.  Response of buried pipelines subject to earthquake effects , 1999 .

[10]  Michael D. Symans,et al.  Buried high-density polyethylene pipelines subjected to normal and strike-slip faulting — a centrifuge investigation , 2008 .

[11]  M. Bolton THE STRENGTH AND DILATANCY OF SANDS , 1986 .

[12]  Sarah M. Springman,et al.  Modelling of soil–structure interaction for a piled bridge abutment in plane strain FEM analyses , 2001 .

[13]  Y. Yoshimi,et al.  A RING TORSION APPARATUS FOR EVALUATING FRICTION BETWEEN SOIL AND METAL SURFACES , 1981 .

[14]  K. Roscoe THE INFLUENCE OF STRAINS IN SOIL MECHANICS , 1970 .

[15]  E. H. Davis,et al.  Theories of plasticity and the failure of soil masses , 1968 .

[16]  Thomas D. O'Rourke,et al.  Large displacement soil-structure interaction test facility for lifelines , 2006 .

[17]  Ioannis Vardoulakis,et al.  Calibration of constitutive models for granular materials using data from biaxial experiments , 1985 .

[18]  Thomas D. O'Rourke,et al.  Geohazards and large, geographically distributed systems , 2010 .

[19]  Kenichi Soga,et al.  Lateral and Upward Soil-Pipeline Interactions in Sand for Deep Embedment Conditions , 2004 .

[20]  Douglas J. Nyman,et al.  Guidelines for the Seismic Design and Assessment of Natural Gas and Liquid Hydrocarbon Pipelines , 2002 .

[21]  R. A. Jewell,et al.  Direct shear tests on reinforced sand , 1987 .

[22]  E. Bauer,et al.  Polar extension of a hypoplastic model for granular materials with shear localization , 2002 .

[23]  H. E. Stewart,et al.  Numerical Modeling of Buried HDPE Pipelines Subjected to Normal Faulting: A Case Study , 2013 .

[24]  M. F. Bransby,et al.  Fault Rupture Propagation through Sand: Finite-Element Analysis and Validation through Centrifuge Experiments , 2007 .

[25]  Jai K. Jung,et al.  Verification of the Pipe Depth Dependent Model using a finite element analysis , 2014 .

[26]  Matt S Dietz,et al.  An improved direct shear apparatus for sand , 2004 .