# Dynamic Response of Non-Yielding Wall Supporting Over-Consolidated Sand
## 2 Literature Review
It was found that for rough walls (i.e., friction angle between soil and wall not equal to zero), the M-O method underestimates the seismic thrust on massive walls. [PERSON] et al. [26] employed the finite difference method to estimate the seismic earth pressure on basement walls. The interaction between the basement wall, backfill, and foundation soil was considered in the analysis. The investigated parameters include the thickness and height of the basement wall, the intensity of the ground motion, and the depth of the bedrock. It was concluded that basement walls should not be designed using available methods for seismic pressures on yielding and rigid non-yielding walls. Basement walls must instead be designed considering the deformation of the wall between its base and top. The authors provided empirical equations that give upper and lower bound values for the expected peak seismic thrust, moment, and shear. [PERSON] et al. [27] investigated seismic earth pressures on an underground reservoir structure by means of centrifuge testing. It was found that the behavior of the structure in question does not fall under the categories of yielding walls and rigid-non-yielding walls due to the flexibility of the wall structure. It was concluded that the methods available in the literature for estimating seismic earth pressures on retaining walls do not adequately predict the forces in the structure in question. The Mononobe-Okabe (M-O) method is often employed to design yielding retaining walls. However, some studies [10; 14; 16; 19; 20] found that the method yields conservative results even for basement walls, which are often assumed to be non-yielding. Other studies [12; 13; 15; 23; 25] found the M-O method to be unconservative for non-yielding walls. The explanation for this discrepancy lies in the foundation assumption employed by both groups of researchers. Non-yielding walls sitting on stiff foundations tend to develop larger seismic earth pressures than non-yielding walls sitting on soft soil. This conclusion was pointed out by several researchers [10; 16] and is included in the NEHRP guidelines [28]. More recently, [PERSON] and [PERSON] [29] used finite element analysis to study the static and dynamic response of geosynthetic layers with complete wraparound ends as a horizontal reinforcement layer underneath the foundation. The outcome of the study showed that the bearing capacity ratios of reinforced to unreinforced loose and dense soils are, respectively, equal to 1.61 and 1.17 under static load conditions, and 1.86 and 1.36 under seismic load conditions. [PERSON] and [PERSON] [30] appraised the seismic active earth pressure on reinforced retaining walls by combining the finite element limit analysis with the modified pseudo-dynamic method. They found out that soil reinforcement behaves like a composite block for relatively smaller reinforcement spacing and maximum tensile resistance is developed when a fully rough interface condition exists between the soil and reinforcement. [PERSON] et al. [31] researched the influence of seismic loadings on the whole-field average displacement and failure mode of slopes by means of shaking table tests using sine waves having amplitudes of 0.10-0.20 g and frequencies of 3-8 Hz. Findings from the study showed that with the progression of vibration, the slope changes from an initial shallow linear sliding to overall circular arc sliding. The amplitude of seismic loading has a larger effect on slope deformation than its frequency. [PERSON] et al. [32] studied the active earth pressure on a firm slope on gravity walls rotating about their base using adaptive finite element limit analysis. Findings from the research demonstrated that the backfill progressively fails from top to bottom and the backfill above the failure surface goes through a plastic state. Compared with the traditional limit analysis method, the seismic slip line method does not need to pre-assume the failure mechanisms.