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abstractA series of plane-strain model tests was performed to investigate the behavior of cantilever soil retainingwalls (CWs) and geosynthetic-reinforced soil retaining walls with a rigid facing (GRS-RWs) placed onnon-deformable and deformable foundations with various subgrade reaction moduli (kv). The walls weredesigned to have configurations similar to those used in practice, with similar controlling safety factorsagainst sliding. 52536
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Screw jacks and springs were used to simulate undeformable and deformable grounds,respectively, with various maximum foundation settlements of Smax j0, 2.5, 5, and 10% of the backfillheight (H). Test results show that the GRS-RWhas better settlement-tolerating performances, in terms ofthe tilting angle (q), the horizontal displacement (Dh), and the settlement of the crest of the backfill (Dv1),than those of the CW. For both CWs and GRS-BWs, the worst scenario of the wall performance, in termsof Dh, q and Dv1, occurred at a moderate foundation settlement of Smax/Hj5% (or kv ¼ 1.8 kPa/mm),rather than at a greater foundation settlement of Smax/Hj10%, which facilitates a tilting-backwarddisplacement mode. Experimental results also indicate that local lateral pressure coefficients againstfacing (Kf,z) for CWs may reach the at-rest (or Ko) state at the central portion; values of Kf,z may reach thepassive (or Kp) state at the lower portion of the wall. In the case of CWs, the measured values of local andglobal lateral pressure coefficients (Kf,z and Kf) tend to increase with increasing maximum foundationsettlement. This is not the case for GRS-RWs, which exhibited a relatively settlement-independentresponse, in terms of Kf and Kf,z, against facing. To develop relevant limit-equilibrium-based designmethods for CWs and GRS-RWs placed on deformable foundations, knowledge of lateral pressurecoefficients associated with various displacement and tilting induced by the foundation settlement arerequired. 1. IntroductionOptimization and cost-effectiveness analyses of soil retainingsystems require better knowledge of their performance againstfoundation settlement. Long-term performance of soil retainingsystems, in terms of wall deformation, tension cracks, backfillsettlements, and cumulative earth pressure against facing is highlyrelated to the foundation settlement, as schematically shown inFig. 1. Experimental and analytical results show that lateral earthpressures against a wall are sensitive to the stiffness of the wall(Terzaghi, 1941; Dewoolkar et al., 1998; Huang et al., 1999), themodes of wall displacements and rotations (Sherif et al., 1982;Sherif and Fang, 1984; Fang and Ishibashi, 1986; Fang et al., 1994),the compacting energy (Ingold, 1979; Duncan and Seed, 1986; Duncan et al., 1991), and the foundation settlement (Clough andDuncan, 1971; Goh, 1993).
Studies on the influence of foundationsettlement on the performance of reinforced soil retainingwalls arerelatively limited. It is well-known that the performance ofproperly designed and constructed geosynthetic-reinforced soilretaining walls is associated with their ductile behavior; this hasbeen widely-acknowledged in seismic-related studies (Koga et al.,1988; Nishimura et al., 1997; Sakaguchi, 1996; White and Holtz,1997; Tatsuoka et al., 1996, 1998; Koseki et al., 1998; Huang, 2000;El-Emam and Bathurst, 2005; Huang et al., 2003). Studies on theductility of geosynthetic-reinforced soil structures against foun-dation settlement have focused on the stability and/or deformationbehavior of embankments constructed on a soft foundation usingthe basal reinforcement technique (Jewell, 1987; Low et al., 1990;Kaniraj, 1994, 1996; Palmeira et al., 1998; Rowe and Li, 1999;Srbulov, 1999; Bergado et al., 2002; Hinchberger and Rowe, 2003;Varuso et al., 2005; Li and Rowe, 2008; Zhou andWen, 2008). Onlya limited number of studies, such as those performed by Rowe andSkinner (2001), Ling and Leshchinsky (2003), Skinner and Rowe (2003, 2005), Yoo and Song (2006), Won and Kim (2007) andViswanadham and Ko ¨nig (2009) have explored the behavior ofreinforced soil retaining walls (or slopes) situated on deformablefoundations. Jones and Edwards (1980), and Brady (1997) reportedthat significant settlement of the fill behind the facing of geo-synthetic-reinforced walls may develop additional stress for thefixed-type reinforcement-facing connection. However, the issue ofreinforcement force is beyond the scope of the present study.Experimental and analytical approaches for exploring thebehavior of soil retainingwalls situated on a deformable foundationcan be grouped into the following three categories: (1) Approaches that take into account the time-dependentbehavior of the yielding foundation, while ignoring that of thestructural components of the wall, such as the creep of rein-forcing materials.