The stability of the veneer cover soil (landfill cap) is an important issue in landfill design. Incorrect design of the landfill cap can lead to failure, which may result in the veneer cover soil sliding on an underlying geosynthetic layer, or in tension failure of the geosynthetic itself. Previous limit equilibrium (LE) analyses of veneer cover layer stability presented in the literature have generally considered whole-slope failure. In this paper, modified LE equations are proposed that (a) encompass more critical cases of localised slope failure for specific cases, and (b) are calibrated against two other methods: 2-D computational limit analysis (CLA) using LimitState:GEO and 2-D elasto-plastic finite-element (FE) analysis using PLAXIS. The scenarios examined encompass a cover of uniform thickness, a buttressed cover, a cover of tapered thickness, the effects of seepage forces, and the effects of construction equipment. It is shown that the LE method provides a reasonable estimate of veneer cover layer stability for most cases examined, although it is in general non-conservative, relative to the CLA and FE analyses. Local failure was found to be critical in the case of the construction equipment, buttress and horizontal seepage scenarios. In the latter case the LE equations previously presented in the literature significantly overestimate stability compared with the LE, CLA and FE analyses considered in this paper.
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