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By Javier Jiménez

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7 agreed well with the failure envelope for the monotonic test. 7 illustrate that cyclic behavior depends on both average and cyclic shear stresses, and that the behavior is different in triaxial and DSS tests. The behavior will also depend on soil type, plasticity (for clay) and density (sand), overconsolidation ratio and whether the average shear stress is drained or undrained. Section 7 describes how this complex behavior can be systemized in the form of contour diagrams. 1 Drainage within a cycle The cyclic data presented in this paper assumes that the soil is water saturated and undrained within a cycle.

9. Cyclic shear strain as a function of cyclic shear stress and number of cycles in DSS tests with τa = 0 on normally consolidated Drammen Clay. 7. Average and cyclic shear strains after 10 and 100 cycles as functions of average and cyclic shear stresses. Triaxial tests on normally consolidated Drammen Clay. 10. 3D representation of cyclic and average shear strains as functions of average and cyclic shear stresses and number of cycles. Normally consolidated Drammen Clay. 11. 6 Pore pressure Pore pressure contour diagrams can be established in the same way as for shear strain.

Whether the part of τa due to environmental loads will act undrained or drained will depend on drainage distance, consolidation characteristics of the sand and the variation of the average load during the cyclic loading event. As shown later, the drainage conditions for τa can have significant impact on the cyclic shear strength. Consolidation occurs much slower for clays, and when conservative it must be assumed that the design storm occurs before any significant consolidation has taken place.

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