The Case of Strengthening the Base of a Deformed Retaining Wall

Ensuring the safe operation of newly erected facilities on sites with complex terrain and weak physical and mechanical characteristics requires a special approach [1-9]. Often, with new construction, you have to deal with previously strengthened slopes. Most often, they were reinforced with the help of recessed reinforced concrete structures used as retaining structures. In most cases, according to the design scheme, they belong to the building structures of the cantilever type. A distinctive feature of such walls from unfastened ones is that with even small additional external loads, they can be deforworldized. It is not necessary to say that they can perceive significant increased loads from a newly erected object. In such cases, a non-standard approach is needed in their use for the purpose of ensuring the sustainability of both the slope and the retaining wall itself. This article discusses the case of adaptation of the existing cantilever corner reinforced concrete retaining wall as a retaining reinforced concrete structure with significantly increased external loads of the roadbed under construction. It should be noted that the existing corner wall has already been deformed. The deviation from the vertical reached 950.0 mm with its height of 5.0 meters. It was decided to strengthen this wall with the help of additional drill-injection piles of ERT and turn from cantilevered to unfastened with the help of soil anchors ERT. Table 1 below shows one approach to using a deformed reinforced concrete retaining wall on a pile base of prismatic driven piles (Table 1).

Table 1: Resource requirements by component.

Figure 1 shows a plan of recessed reinforced with ERT drill piles, ground ERT anchors and monolithic reinforced concrete buttresses (Figure 1).
According to the results of engineering and geological surveys, the construction site is located in the south-eastern part of the Raduzhny residential micro district of the Moskov sky district of Cheboksary. Geomorphologically, the survey area occupies the left slope of the valley of the Cheboksarka River, in the sole and middle part of the slope dissected by a dense network of filled and buried ravines, with absolute elevations from 71.2 in the floodplain of the Cheboksarka River to 112-116.0 m in the north-western part of the survey site (the south-eastern part of the planned territory of the micro district. “Rainbow”). The height difference is about 45.0 m. The general slope of the territory is observed in the southern direction - towards the valley of the Cheboksarka River. The engineering and geological structure of the site to the studied depth (40.0 m) is represented by a thickness of bedrock of the Severodvinsk and Vyatka tiers of the Upper Permian department (P3s + v), overlapped from the surface with quaternary deposits of different ages and genesis. The entire thickness from above is covered with high-power bulk soils (tQIV). The hydrogeological conditions of the construction site to the studied depth (40.0 m) for the period of surveys in August 2018 are characterized by the presence of one non-pressure groundwater horizon. Groundwater is opened in all wells at depths of 0.2 - 23.8 m (abs.marks 71.1 - 100.6 m) and is confined to tQIV bulk soils, landslide deposits dpQ (P3s + v), alluvial deposits (aQIII), Upper Permian sands of shallow, dusty, medium size, water-saturated, sandy layers in Upper Permian clays and loams (aleurites) of sandy and calcareous marls (P3s+v). The water stop is the denser underlying Upper Permian clays (P3s+v). An engineering-geological section indicating the vertical binding of the existing and newly erected walls is shown in Figure 2 (Figure 2).

To use the existing retaining wall for the purpose of its perception of additional increased external loads, a project was developed for a device with the device of additional recessed reinforced concrete structures using ERT drill-injection piles, ground ERT anchors, monolithic reinforced concrete buttresses and the transformation of its design scheme from cantilevered to unfastened. Table 2 below shows the algorithm for the production of geotechnical works, divided into stages. It should be noted that their division into stages is associated with the need to ensure the stability of the slope during construction and to create safe working conditions (Table 2).

Table 2: Resource requirements by component Algorithm of geotechnical works.

1. The approach of adapting the existing restraint structure using ERT drill piles, ERT ground anchors and monolithic reinforced concrete buttresses considered in the article to create a completely new retaining fastening retaining wall.
2. The newly designed and erected retaining wall made it possible to ensure the stability of the overloaded base and created conditions for safe work.

None.

No conflict of interest.

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