The paper covers the problems of long-term stability of slopes of clay (rocks containing clay interlayers) on the example of arguments for safe operation of the slope at the site with responsible structures of Odessa Port Plant. Characteristics of present situation, prediction of slope deformation and recommendations on providing its safe operation were given.
This paper considers problems of ensuring long-term stability of argillaceous soil slopes (rock slopes containing clay interlayers) with rheological properties. This analysis continues the analysis given in paper [Freiberg, Bellendir, 1999]. Longterm stability of argillaceous soil slopes depends very much on reliable prediction of expected speed and absolute values of landslip sliding. The study of slope long-term stability process is of special importance at ensuring safety and environmental protection in the presence of responsible buildings on landslideable areas. As the example we can take examined in this report conditions of ensuring slope safe operation at the warehouse area of Odessa Port Plant (Ukraine) with large-capacity storages of liquid ammonia and orthophosphoric acid, loading terminals, chemical production buildings etc., and adjoining the lower part of the slope deep-sea terminals. The paper formulates the main conclusions on the prediction of massif deformations and recommendations that must ensure safe operation of the slope at warehouse zone of the plant and, in authors' opinion, that are new look for improvement of slope functional performance.
The analyzed part of the slope is situated on the seaside of Adzhalykskiy bay of the Black sea close to Odessa city and consist of heterogeneous, rather strong grounds (Meotian clays with a touch of sand and limestone stratified by loess loams of quaternary sediments with a thickness of up to 17m and by Pontic limestones with a thickness of up to 7–9), fig. 1. Static shearing strength (conditionally-instantaneous) of Meotian clays which determine the stability of the massif is tg ϕ 0. 1 =0.31–0.34 (ϕ =17°;−19° and c0. 1 =(0.04–0.05)MPa. During the plant construction (about 30 years ago) the slope was flattened and after man-caused reclamation the slope total angle was 10°–11°. Moreover, during the construction of deep-sea terminals for large-capacity vessels the dredgingwas performed at the bottom of the slope that increased maximum bay depth from "minus" 2–4m up to "minus" 14–18m (zero point is the water level in the bay). After planning the lower part of the slope was reinforced with several rows of 25–27m reinforced concrete piles (pile section is 0.25 m2). In addition, the underwater part of the slope is reinforced with large rock blocks to prevent the washing out. After all works the height of the slope together with the underwater part became about 50m with 2 berms on the level +9.m and +30÷35 m.
