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.

This example is based on the full-scale lateral load test of a 3 × 3 pile group reported by Christensen (2006). 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 5.65D (1.83 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 12.8 m, with the

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 example is from the analysis of a 3 x 3 pile group, as documented by Pirrello and Poulos (2014). The pile group consists of piles with a diameter of 0.5 m and an individual length of 15 m. The piles are arranged with a spacing of 2 m between each pile, both horizontally and vertically.

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.