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This kind of approach was adopted by Roweand Skinner (2001) and Skinner and Rowe (2003, 2005).Intheir studies, a visco-plastic model was adopted for the clayfoundation, while elasto-plastic and rigid-plastic models wereused for the backfill and various wall components.(2) Approaches that focus on the extent of deformation and/ordisplacement of the wall as a result of the cumulative settle-ment of the foundation soils, while ignoring the time-depen-dent behavior of the yielding foundation and that of thestructural components of the wall. This kind of approach wasadopted by Clough and Duncan (1971), Goh (1993), Ling andLeshchinsky (2003), and Al Hattamleh and Muhunthan (2006)in their numerical analyses; Viswanadhamand Ko ¨nig (2009) ina centrifuge model study. The experimental approach adoptedin the present study also falls into this category.(3) Approaches that take into account the time-dependentbehavior of deformable foundations and the time-dependentbehavior of structural components of the wall. This kind ofapproach has never been used.Rowe and Skinner (2001) performed finite element analyses ona 8 m-high geosynthetic-reinforced retaining wall situated ona layered foundation which included a 2.95 m loam layer (seePublic Work Research Institute, PWRI, 1997). They examined theeffect of the strength of theweak loamlayer, the position of the softlayer on the wall deformation, and the horizontal stress acting onthe back of the facing blocks. They found that the strength andstiffness of the weak loam layer had no significant influence on thelateral stress on the facing blocks, while the strain in the bottomreinforcing layer increased as the soft layer came closer to the baseof the wall. The long-term behavior of the 8 m-high wall analyzedby Rowe and Skinner (2001), in terms of reinforcement strains and facing deformation, can also be simulated using a finite differencescheme based on a time-independent theory of membrane stressanalogy, as reported by Al Hattamleh and Muhunthan (2006).Skinner and Rowe (2003) analyzed a 6 m-high segmental block-faced geosynthetic-reinforced retaining walls constructed on rigidand yielding foundations using a numerical scheme developed byRowe and Skinner (2001). They concluded that the maximumreinforcement force for the wall situated on a yielding ground maybe increased bymore than 200% relative to that for awall on a rigidfoundation. Ling and Leshchinsky (2003) performed finite elementanalyses on the behavior of geosynthetic-reinforced walls withsegmental block facings, constructed on elastic and non-linearlyelastic foundations. They found that the response of the wall andthe reinforcement was not sensitive to changes in the stiffness ofthe elastic foundation. Yoo and Song (2006) performed numericalanalysis on a two-tiered geosynthetic-reinforced segmental wall onyield foundations. The two-tiered structure consisted of two 5 m-high geosynthetic-reinforced soil walls with concrete block facing(GRS-BW). Parametric studies focused on the relationship betweenthe design parameters, such as the set-back distance for the upperwall, and the reinforcement lengths, and the foundation settle-ment. They suggested that designing a two-tieredwall based on thecurrent guidelines, which were founded on the assumption ofa non-deformable foundation, may result in an unsafe designwhenthe wall is placed on a deformable ground. Won and Kim (2007)performed deformation and reinforcement strain measurementson a 5 m-high reinforced soil embankment with two types ofvertical facing; one was a gabion (flexible), and the other a rein-forced concrete (rigid) facing, constructed on a foundation withshallow weak layers of fills and silty clay. They found that the earthpressure acting on the top and bottom of the rigid facing can be aslarge as the at-rest earth pressure due to the deformation of theembankment induced by theweak foundation. A preliminary studyof the present work using a similar test facility for conventionalcantilever-type model walls has been reported by Huang and Luo(2009). They proposed equations for lateral earth pressure andsafety factors against sliding and tilting failures for cantilever wallssituated on deformable foundations. However, such an approach isyet to be incorporated in the design of reinforced soil walls.