Design Guidelines for Increasing the Lateral Resistance of Highway-Bridge Pile Foundations by Improving Weak Soils (2011) / Chapter Skim
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The cap concrete was poured against vertical soil faces on the front and back sides of each pile cap. This construction procedure made it possible to evaluate passive force against the front and back faces of the pile caps.
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55 Figure 5-1. FEM profile for the pile group.
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5.3 Pile Group Model in Virgin Clay with Excavation The pile group in virgin clay with excavation provides the estimation of the passive force by the unsaturated clay against the pile group. A similar mesh design strategy was followed for the FE model of pile group in virgin clay without excavation.
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5.5 Pile Group Model with Jet Grouting Soil improvement using jet grouting was undertaken in Test 8. For Cap 1, improvement was limited to zones in the front and back sides of the pile cap, while for Cap 2 the improve57 Figure 5-5.
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The model shown in Figure 5-2 was used to model the pile with jet grout treatment after appropriate elements in the model were assigned the properties corresponding to the soilcrete. Analyses suggested that the shear strength of jet grouting soilcrete was sufficient to allow the soilcrete zone to behave as a rigid block.
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Figure 5-10. Schematic profile drawing of FEM model with jet grouting beside and/or underneath the cap.
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Once again, the relatively good agreement suggests that using the linear elastic material model with the above-mentioned properties can produce reliable estimates of the measured loaddeflection curve obtained from the field tests with jet grout treatment around the pile group. Therefore, the same model can be used for parametric studies using the variations on geometries to expand our understanding of the increased lateral resistance provided by jet grouting.
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