YAGOUBI sihamENCA/MENASRI Youcef2025-07-102025-07-102025-06-30GC/16/25https://repository.univ-msila.dz/handle/123456789/46971Retaining walls are designed for their resistance and stability by considering the lateral pressures of the soil affecting the wall and any surface loads, if present. Generally, the backfill is executed with non-cohesive soil (such as sandy soil), which is the standard practice in the design codes for retaining walls. They are analyzed using the Rankine or Coulomb method in static conditions or Mononobe-Okabe method in dynamic conditions for non-cohesive soil located in a significant seismic zone. However, it is very costly economically, especially in cases where the length of the retaining wall is considerable and the site soil is cohesive soils (c-ϕ Soils). This prompted researchers Saran and Prakash to extend Mononobe-Okabe method to include cohesive soils (c-ϕ soils) In this research, we studied the seismic performance of a cantilever retaining wall made of reinforced concrete with a T-shaped cross-section, constructed in cohesive (c–ϕ) soil. The analysis was carried out using both the analytical method proposed by Saran and Prakash (1968) and numerical modeling with the PLAXIS 2D software. The numerical approach provided a more accurate and realistic representation of the wall’s behavior, enabling comprehensive tracking of deformation and precise identification of the failure point. The results were then compared with those obtained using Mononobe-Okabe method, both analytically and through numerical simulations in PLAXIS 2D. The results indicated that the seismic performance of cohesive (c-ϕ Soils), is good, comparable to that of non-cohesive soil. This study enhances the understanding of the behavior of cantilever retaining walls under seismic loads for (c-ϕ Soils), there by contributing to the development of safer, more efficient, and economical design practices.enRetaining WallsSeismic PerformanceCohesive SoilsPlaxis 2dThesis