Innovative Geotechnics

PileGroup Validation - Example 10. Full scale static lateral load test of a 3x4 pile group in clay (Rollins et al. 2003)

PileGroup Validation - Example 9. Full scale static lateral load test of a 3x3 pile group in clay (Rollins et al. 2003)

This example is based on the centrifuge lateral load test of a 2 × 2 pile group founded in soft clay reported by Taghavi et al. (2014). The piles in the groups were spaced at 7.0 pile diameters and had a 2×2 symmetrical configuration in plan and were fixed to a rigid cap placed above the ground level. The model pile was fabricated from a hollow steel tube instrumented with six pairs of strain gauges at different levels to enable bending moment measurements along the pile.

PileGroup Validation - Example 7. Centrifuge lateral load test of a 3x4 pile group in loose sand (Zhang et al. 1999)

This example is based on the full-scale lateral load test of a 3 × 5 pile group reported by Walsh (2005). The test site comprised alternating sand and clay layers. The piles were steel pipes with an outer diameter of 0.324 m and a wall thickness of 0.0095 m. In the direction of loading, the piles were spaced at 3.92D (1.27 m) centre-to-centre, and 3.29D (1.07 m) centre-to-centre perpendicular to the loading direction. Each pile had an embedded length of 16.6 m, with the groun

This example is based on the full-scale lateral load test of a 3 × 3 pile group reported by Rollins et al. (2005). The piles were spaced at 3.3 diameters centre-to-centre and were driven open-ended into a soil profile consisting of loose to medium-dense sand underlain by clay. Each pile was a steel pipe with an external diameter of 0.324 m and a wall thickness of 9.5 mm, driven to a depth of approximately 11.5 m below the excavated ground surface.

The example of a 3 x 3 pile group in Basile (2020) is analysed using the analysis mode of linear analysis based on elastic solutions in the PileGroup program. In this example, the piles are constructed in a homogeneous elastic soil layer with a Young’s modulus of 50 MPa and a Poisson’s ratio of 0.5. The Young’s modulus of the pile material is 30 GPa. The pile length is 20 m and the pile diameter is 1 m. The spacing between the piles is 3 m.

This validation example is based on the model test results of a group of piles embedded in sand as reported in Davisson and Salley (1970). A group of six tubular aluminium piles of external diameter of 12.7 mm and wall thickness of 0.8 mm. The piles were embedded in a tank of dry fine sand to a depth of 0.533 m and loaded through a pile cap just above the level of the sand surface. The shear modulus (G) of the sand is proportional to the depth below the sand surface with the

In this tutorial example, the use of the PileGroup program is demonstrated for analysing a pile group subject to TBM launching loading. This example involves a pile group consisting of 20 numbers of 1200 mm diameter CFA piles of 20 m long, which were spaced at three pile diameters in both directions.

In this tutorial example, the use of the PileGroup program is demonstrated for analysing a pile group in sand. This example involves a 4 x 4 pile group consisting of 16 numbers of 760 mm diameter driven prestressed concrete piles of 16.5 m long, which were spaced at three pile diameters in both directions.