RU2039149C1 - Method for erecting hydroengineering construction - Google Patents

Abstract

FIELD: hydraulic engineering. SUBSTANCE: internal and external shells are dipped into base ground down to a design deep upon installation onto the bottom of a reservoir when erecting hydroengineering construction. Cavity of internal shell is then filled with backfill ground in part. Backfill ground are mixed with base ground in the cavity of the internal shell, and below the level of its lower face at design level, and formed ground mixture is compressed simultaneously using vibrator for deep compression of grounds. Annular cavity between walls of internal and external shells is filled with backfill ground then, where base ground is mixed with backfill ground down to the same deep by the same way, and formed ground mixture is compressed. Base ground wash out around internal shell is prevented at the expense of the fact, that external shell is dipped into base ground. Since common bed of compressed ground mixture is generated in construction base under lower end of both shells, the magnitude of stresses in construction base are decreased and possibility of considerable settlements horizontal shifts in the construction is decreased under action external loads on the construction. Cavity of internal shell is filled and compressed layer-by-layer. Installation of upper structure on upper part of internal shell is the final operation. EFFECT: possibility to build a structure on weak soils. 2 dwg

Description

 The invention relates to hydraulic engineering, and in particular to a method of erecting protective and mooring structures of the gravitational type from shells of large diameter, mainly on weak, including silty, soils.

 As is known in the construction of hydraulic structures, consisting of two shells of different diameters, placed vertically and eccentrically one relative to the other and loaded with aggregate material, when the construction of the structure is carried out by a method that includes installing shells on the surface of the base soil, deepening the outer shell into the base soil and sequential filling, starting from the ground surface level of the base of the inner shell into the base soil and sequential filling, starting from the level of NOSTA soil foundation soil backfill inner shell and an annular cavity between the walls of the inner and outer shells situ concrete, in the case of weak foundation soils possible uneven precipitation facility.

 Such uneven precipitation of the structure will occur due to the asymmetric distribution of loads from its own weight in the plane of the sole of the structure, the skew of which can cause a violation of its overall stability and, thereby, reduce its reliability.

 The prototype adopted a method of erecting a combined deep-water gravity-type cradle in the form of two shells of different diameters coaxially arranged relative to the vertical axis, in which a rigid inner shell of large diameter is initially immersed below the ground surface mark, then, also below this mark, the outer shell is immersed, then with soil backfill above the mark of the surface of the soil of the base partially fill the cavity of the inner shell and the completely annular cavity between the walls inside renney and outer shells, and then arrange the upper structure, the upper ends of the overlapped walls of the outer and inner shells (977,556 SU, N, Cl. E 02 B 3/22, 1978).

 The disadvantage of this method of erecting the bollard is its low reliability, especially in the case of weak base soils, since in this case under the lower ends of the walls of the shells there will be insufficiently strong soil, resulting in the operation of the boll, which is subjected to frequent horizontal loads from ships mooring to it , the slope of the shaft may occur and as a result, a violation of the overall stability of the structure.

 The objective of the invention is to increase the reliability of the hydraulic structures.

 To solve this problem in a known method of erecting a hydraulic structure, including installing on the bottom of the reservoir two large-diameter shells placed one in the other coaxially with respect to the vertical axis and with a gap between their walls, of which the inner shell has a greater height than the outer shell, immersing both shells into the base soil to the design depth, layer-by-layer filling with soil of the backfill of the cavity of the inner shell and the annular cavity between the walls of the inner and outer shells with a layer compaction of the backfill soil and subsequent installation of the upper structure on the upper part of the inner shell, when filling both shells with backfill soil, the cavity of the inner shell is initially filled up, then the base soil is mixed with the backfill soil in the cavity of the inner shell, and also below its lower end mark design depth, providing the possibility of mixing the soil, with the simultaneous compaction of the resulting soil mixture by using vibroinstallation for deep soil compaction, then fill the annular cavity between the walls of the inner and outer shells with the backfill soil, mix the base soil with the backfill soil in the annular cavity and lower to the depth reached under the lower end of the inner shell with simultaneous compaction of the resulting soil mixture using a vibratory unit for deep compaction soils, and the process of mixing and compaction of these soils continues until the creation of the base at the base of the structure under the lower ends of both shells to a single pillow of compacted soil mixture and, finally, fill up the cavity of the inner shell with backfill soil with its simultaneous compaction.

 In Fig.1 a, b, c, d, d; figure 2 e, g, h shows the successive stages of erection on weak soils of a hydraulic structure in the form of a gravity-type fall, presented in cross section (in Fig. 2 and section AA is given in Fig. 1 a).

 To implement this method of erecting a hydraulic structure, two shells of large diameter, over 10.0 m, are used, placed in the structure coaxially with respect to the vertical axis and with a gap between their walls, of which the inner shell has a greater height than the outer shell.

At the same time, the following options for the execution of the outer shell are provided:
the outer shell is provided with radially arranged vertical buttresses from the inside, with which it is rigidly bonded to the outer side of the inner shell;
the outer shell is also equipped with buttresses from the inside, which, unlike the first option, are not connected to the inner shell and serve only to achieve coaxial arrangement of the outer and inner shells when they are installed;
the outer shell has no buttresses, since the inner and outer shells are installed independently of each other.

 The following describes the method of erecting a hydraulic structure in relation to the first embodiment of the outer shell, when it is rigidly bonded to the inner shell with its buttresses.

 The method is as follows.

 First, on the bottom 1 of the reservoir, the inner shell 2 is installed together with the outer shell 3, which with its buttresses 4 is rigidly bonded to the inner shell 2 in its lower part (Fig. 1a and Fig. 2).

 Then produce a joint immersion of both shells in the soil of the base 5 to the design elevation in a known manner, for example by crushing (Fig. 1B). After that, they begin to work on filling both shells with filling soil 6, which initially fill up the cavity of the inner shell 2 (figv).

 Next, mix the soil of the base 5 with the soil of the backfill 6 in the cavity of the inner shell 2, and also below the mark of its lower end to the calculated depth, which allows mixing of the soil under the lower end of the inner shell 2, while compacting the resulting soil mixture 7 by using a vibrating unit 8 for deep soil compaction (Fig. 1 g).

 Then fill the annular cavity between the walls of the inner 2 and outer 3 shells with the soil of the backfill (Fig. 2 h).

 After this, the soil of the base 5 is mixed with the soil of the backfill 6 in the annular cavity and lower to the depth reached under the lower end of the inner shell 2, while the resulting soil mixture 7 is compacted using a vibrating unit 8 for deep soil compaction, while mixing and compaction of these soils continue until the creation at the base of the structure under the lower ends of both shells of a single pillow of compacted soil mixture 7 (Fig.2 e).

 Next, they fill up the cavity of the inner shell 2 with the backfill soil 6 with its simultaneous compaction (Fig. 2 g).

 Complete the construction of the installation by mounting on the upper part of the inner shell 2 of the upper structure, consisting of a round plate 9 and an annular tip 10 (Fig.2 h).

 Due to the fact that when applying the proposed method for erecting a hydraulic structure, the outer shell 3 is immersed in the base soil 5 and the annular cavity is filled with a compacted soil mixture 7, it is possible to prevent erosion of the base soil 5 around the inner shell 2 under the influence of waves, currents and ship screws.

 In addition, the creation of a single pillow of compacted soil mixture 7 at the base of the structure under the lower ends of the inner 2 and outer 3 shells leads to the fact that when exposed to external loads, the stress values in its base are reduced and the risk of significant precipitation and horizontal displacements of the structure.

Claims (1)

 METHOD FOR ESTABLISHING A HYDROTECHNICAL STRUCTURE, including installing on the bottom of a reservoir two large-diameter shells placed one in the other coaxially with respect to the vertical axis and with a gap between their walls, of which the inner shell has a greater height than the outer shell, immersing both shells in the base soil on the design depth, layer-by-layer filling with soil of the backfill cavity of the inner shell and the annular cavity between the walls of the inner and outer shells with layer-by-layer soil compaction of the backfill and the subsequent installation of the upper structure on the upper part of the inner shell, characterized in that when performing work on filling both shells with backfill soil, the cavity of the inner shell is initially filled up, then the base soil is mixed with the backfill soil in the cavity of the inner shell, and also below the bottom end mark depth, providing the possibility of mixing the soil under the lower end of the inner shell, with the simultaneous compaction of the resulting soil mixture by using vibration novices for deep compaction of soils, then fill the annular cavity between the walls of the inner and outer shells with the backfill soil, mix the base soil with the backfill soil in the annular cavity and lower to the depth reached under the lower end of the inner shell, while compacting the resulting soil mixture using a vibroinstallation for deep compaction of soils, and the process of mixing and compaction of these soils continues until the construction of a base under the lower tor tsami of both shells of a single pillow from the compacted soil mixture, after which they fill the cavity of the inner shell with filling soil with its simultaneous compaction.

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