Читать книгу Deterministic Numerical Modeling of Soil Structure Interaction - Группа авторов - Страница 3

1 Chapter 1Figure 1.1. Comparison between the thin layer and zero-thickness approaches in t...Figure 1.2. Comparison between Lagrange multiplier and penalty methods on deform...Figure 1.3. Comparison between the discretization methods of the contact area (s...Figure 1.4. Comparison between the discretization methods of the flow within and...Figure 1.5. Statement of the mechanical problem and cross-section of the 3D prob...Figure 1.6. Mohr–Coulomb criterion (source: [CER 15])Figure 1.7. Definition of the flow problem (cross-section of the 3D case in the ...Figure 1.8. Definition of the equivalent interior porous medium Ω³ bounded by ...Figure 1.9. Definition of longitudinal and transversal flows (source: [CER 15])Figure 1.10. Discretization of the interface into isoparametric elements from co...Figure 1.11. Sketch of the installation processFigure 1.12. Statement of the problemFigure 1.13. Components of reaction balancing a tension load: shearing inside an...Figure 1.14. Components of reaction balancing a lateral load: shearing inside an...Figure 1.15. Drained uplift simulation of the caisson: components of reaction fo...Figure 1.16. Drained uplift simulation of the caisson: cross-section of the vert...Figure 1.17. Drained uplift simulation of the caisson: cross-section along the s...Figure 1.18. Drained uplift simulation of the caissonFigure 1.19. Partially drained uplift simulation of the caisson: components of r...Figure 1.20. Partially drained uplift (loading rate 0.05 mm/s) simulation of the...Figure 1.21. Partially drained uplift simulation (0.05 mm/s) of the caisson: tot...Figure 1.22. Partially drained uplift simulation of the caisson: comparison of e...Figure 1.23. Partially drained simulations for different permeabilities: compari...Figure 1.24. Simulation of a single compression/tension cycle (k = 1.E-4 m/s)Figure 1.25. Simulation of a single compression/tension cycle (k = 1.E-3 m/s)Figure 1.26. Drained lateral displacement of the caisson after an imposed latera...Figure 1.27. Drained lateral displacement of the caisson after an imposed latera...Figure 1.28. Drained lateral simulation of the caisson: components of reaction f...Figure 1.29. Normalized radial distribution of the resultsFigure 1.30. Distribution of normal effective pressure along the outer shaft: la...Figure 1.31. Distribution of horizontal shear stress along the outer shaft (proj...Figure 1.32. Distribution of vertical shear stress along the outer shaft: latera...Figure 1.33. P-y curves along the shaft of the caisson: drained simulationFigure 1.34. Partially drained lateral simulation of the caisson (v = 0.05 mm/s)...Figure 1.35. Partially drained lateral displacement of the caisson after an impo...Figure 1.36. P-y curves along the shaft of the caisson: partially drained simula...Figure 1.37. Lateral partially drained simulation, with an imposed lateral displ...Figure 1.38. Partially drained lateral simulation of the caisson: influence of t...

2 Chapter 2Figure 2.1. Friction interface criterionFigure 2.2. Intensity and orientation of the tangential friction force for diffe...Figure 2.3. Geometry of the network of piles [CHE 11]. For a color version of th...Figure 2.4. Typical geometry of the numerical samples [CHE 11]Figure 2.5. Load transfer efficiencies expressed as the SRR and G ratios for Kc ...Figure 2.6. Displacements of the granular particles in a cross-section sited bet...Figure 2.7. Load transfer efficiencies when using a rigid slab expressed as the ...Figure 2.8. Displacements of the granular particles in a cross-section sited bet...Figure 2.9. Comparison of the values of SRR versus the total load applied qt for...Figure 2.10. Numerical samples used: (a) DEM and (b) FDM [TRA 19]. For a color v...Figure 2.11. Efficacy versus subsoil stiffness for the material density M and ma...Figure 2.12. Efficacy versus shear rate obtained for all the numerical simulatio...Figure 2.13. Evolution of the vertical displacements of the slab (ds) as a funct...Figure 2.14. Evolution of the efficiency of the load transfer system SRR as a fu...Figure 2.15. Evolution of the efficiency of the load transfer system SRR as a fu...Figure 2.16. Efficiency of the load transfer system G to redirect overloads to t...Figure 2.17. Finite elements used to ensure the geometric continuity of the geos...Figure 2.18. Construction phase of a retaining wall with a facing made of geosyn...Figure 2.19. Loading test performed on a geosynthetic tube filled with granular ...Figure 2.20. Geometry of the numerical DEM sample [GOR 13a]. For a color version...Figure 2.21. Comparison between the experiment results obtained for Fv = 34.5 kN...Figure 2.22. Network of contact forces between the granular particles at various...Figure 2.23. Comparison of the numerical loading curves assuming different frict...Figure 2.24. Comparison of the numerical tensile forces in the geosynthetic fabr...Figure 2.25. Comparison between the numerical and analytical curves in terms of ...Figure 2.26. Geometry of the reference numerical sample [HUC 14a]Figure 2.27. Comparison between numerical and experimental results of geosynthet...Figure 2.28. Comparison between the numerical and experimental results of the st...Figure 2.29. Efficiency of the load transfer according to the ratio D/hm for the...Figure 2.30. Comparison between the surface settlements and the vertical displac...Figure 2.31. Change in porosity within the granular embankment depending on the ...Figure 2.32. Comparison of the geometries of the load distribution acting on the...Figure 2.33. Comparison of the contact force distributions depending on the cavi...

3 Chapter 3Figure 3.1. Resolution scheme during one calculation time stepFigure 3.2. Structural elements and degrees of freedom for three-dimensional mod...Figure 3.3. Components of a bounded interface (source: from [ITA 09])Figure 3.4. Triaxial (top) and oedometric (bottom) test results (source: from [J...Figure 3.5. Tunnel face extrusion (left) and surface settlement (right) due to t...Figure 3.6. 2D and 3D numerical modeling procedures (source: from [DO 17]). For ...Figure 3.7. MSE wall and 2D equivalent model (source: from [ABD 11])Figure 3.8. 2D numerical model of a laboratory pull-out test (source: from [ABD ...Figure 3.9. Ultimate limit state of the reference MSE wall of 6 m height (source...Figure 3.10. Main behavior parameters influencing the ultimate limit state (ULS)...Figure 3.11. 3D numerical model (left) and sequential tunnel excavation procedur...Figure 3.12. Surface displacements (source: from [JEN 04])Figure 3.13. Physical model cross-section (dimensions in mm), 3D numerical model...Figure 3.14. Comparison between experimental and numerical results in terms of a...Figure 3.15. Numerical plastic zones (left) and iso-settlement lines obtained in...Figure 3.16. 2D plane strain numerical model (source: from [DO 14a])Figure 3.17. Connection between lining segment elements (source: from [DO 14a])Figure 3.18. Impact of the soil constitutive model on the bending moments in the...Figure 3.19. Bending moments in the tunnel lining obtained with a dynamic calcul...Figure 3.20. Schematic vertical cross-sectionFigure 3.21. 2D schematic view of the laboratory small-scale model (left) and nu...Figure 3.22. Principal stress orientation around the pile in the continuum model...Figure 3.23. 3D numerical model of the pile grid unit element (source: from [JEN...Figure 3.24. Parametric study results for two soft deposit compressibilities (S1...Figure 3.25. 3D numerical model of an embankment current section and horizontal ...Figure 3.26. System efficacy according to the embankment material shear ratio fo...Figure 3.27. Chelles experimental site (source: from [NUN 13]). For a color vers...Figure 3.28. 3D numerical models of the Chelles experimental site: elementary ce...Figure 3.29. Comparison of the numerical (CE = elementary cell; MG = global mode...Figure 3.30. Comparison of the numerical and experimental results in terms of se...Figure 3.31. Schematic cross-section of the upper part of the improved system (l...Figure 3.32. Stress at the platform base (left) and differential settlement at v...Figure 3.33. Photograph of the laboratory small-scale model and schematic horizo...Figure 3.34. Numerical model (left) and vertical displacement field in the model...Figure 3.35. Comparison of experimental and numerical results in terms of load e...Figure 3.36. Numerical model (source: from [LOP 17]). For a color version of thi...

4 Chapter 4Figure 4.1. Generalized forces for a shallow foundationFigure 4.2. Comparisons between different failure surfaces plotted with dimensio...Figure 4.3. Representation of the bearing capacity for a shallow foundation from...Figure 4.4. Components of T e U: (a) generalized forces and (b) generalized disp...Figure 4.5. Effect of the displacement history on the system response, for a giv...Figure 4.6. Elastoplastic model by [GRA 09]: evolution of the yield surfaces wit...Figure 4.7. Definition of the surface f = 0 and γFigure 4.8. Definition of the surface g = 0 and γgFigure 4.9. Viaduct scheme (out of scale; the dimensions reported refer to the s...Figure 4.10. Finite element model of the viaduct. The black circles represent th...Figure 4.11. Details of the pier discretization and the different cross-sectionsFigure 4.12. Scaled accelerogram applied to the foundations and abutment of the ...Figure 4.13. Load multiplier adopted in the cyclic calibration test no. 3Figure 4.14. Calibration test no. 1 – phase a): normalized vertical force v vers...Figure 4.15. Calibration test no. 1 – phase a): normalized horizontal force hx v...Figure 4.16. Calibration test no. 2 – phase b): normalized moment my versus norm...Figure 4.17. Calibration test no. 3 – phase b): normalized horizontal force hx v...Figure 4.18. Calibration test no. 3 – phase b): normalized moment my versus norm...Figure 4.19. Calibration test no. 3 – phase b): normalized vertical displacement...Figure 4.20. Horizontal force versus horizontal displacement at the foundations:...Figure 4.21. Bending moment versus rotation at the foundations: a) P1 and P3 pie...Figure 4.22. Time evolution of the shear force at the head of the foundations: a...Figure 4.23. Time evolution of the bending moment at the head of the foundations...Figure 4.24. Time evolution of the horizontal displacement of the pier heads: a)...Figure 4.25. Bending moment versus curvature: a) P1 and P3 piers and b) P2 pier....Figure 4.26. Time evolution of the vertical displacements of the foundations: a)...

5 Chapter 5Figure 5.1. Example of the effect of soil–structure interaction on the response ...Figure 5.2. a) Presentation of the Grenoble Town Hall (France) and the permanent...Figure 5.3. Models of structures tested in centrifuges. The black arrow indicate...Figure 5.4. Results of centrifuge trials, according to [CHA 19]. a) Soil column ...Figure 5.5. Examples of displacements u(t) calculated at the top of buildings B1...Figure 5.6. Spectral responses of soil–structure systems presented in Figure 5.5Figure 5.7. Variation in the difference of vibration energy of the central tower...Figure 5.8. Aerial images of cities exposed to seismic hazard and presenting a m...Figure 5.9. Recording of soil motion 40 km from the WTC excited by the impact of...Figure 5.10. Accelerometer recordings in a station at the rock (on top) and in t...Figure 5.11. Aerial and forest view of the deployment (yellow dots and yellow fl...