Reservoir construction method

FIELD: building, particularly to construct reservoirs on weak ground.

SUBSTANCE: method involves preparing building site and ground base; mounting reservoir and performing hydraulic tests thereof. Reservoir mounting is performed in several stages. At the first stage reservoir is built without stationary metal bottom, has projected edges and is provided with temporary flexible bottom air-tightly pressed against projected edges with the use of pneumatic system. After that preliminary hydraulic tests are performed by filling reservoir with water. At the second stage temporary flexible bottom is demounted after complete ground base compaction, deformed ground base is smoothed up to reaching design mark by filling the formed cavity with filling material. Then waterproofing material is applied to smoothed base, permanent metal bottom is formed and the ready vessel is subjected to final hydraulic tests.

EFFECT: reduction of absolute ground base sediment and non-uniform deformation of load-bearing structure, increased operational reliability.

3 dwg

The invention relates to reserveratrol, in particular to the construction of reservoirs on weak soil foundations.

The known method of tank construction, comprising a serial site preparation, Foundation for the tank and the mounting of the tank on the prepared subgrade with its subsequent testing [1].

The disadvantage of this method is the frequent accidental destruction of tank floor and the elements of the pair of vertical walls with fringes during hydraulic testing of the tank with the emergence of significant residual stresses in the material of the bottom and fringes due to unacceptably large plastic deformations of the soil Foundation.

Closest to the proposed technical solution is the method of tank construction, including site preparation, soil Foundation, installation of tank hydrotest and gradual filling formed under the bottom of the tank air cavity after unloading the last or sand-cement mortar or fine concrete [2].

The disadvantages of this method are also associated with stress and possible destruction of the bottom and welded joints between the bottom and fringes, the concentration of moisture and air bubbles under the bottom because of the practical impossibility absolutely full fill the air on the spine, formed under the bottom after unloading of the tank, with subsequent intensive corrosion of the material of the bottom, while reducing the overall operational reliability of the tank and increase the complexity of its manufacture.

The aim of the invention is to maximize the reduction of total sediment soil Foundation and uneven deformation of the bearing structure of the tank during operation of the latter with simultaneous decrease in the absolute magnitude of plastic strains in the bottom and the fringes of the reservoir and improve the overall operational reliability of the tank.

This objective is achieved in that in the method of construction of the tank, including site preparation and soil Foundation, installation and hydraulic testing of the tank, the construction of the tank performed in stages: at the first stage produces the construction of the tank without stationary metal plate with fringes and installation of temporary flexible bottom, tightly pressed around the perimeter to the outskirts with the pneumatic system, preliminary hydraulic testing by filling the water tank and after the maximum compaction of the soil Foundation at the second stage, dismantling of temporary flexible plate, the alignment of the deformed soil Foundation to the design elevation by filling mA what eriala formed cavity, application of waterproofing aligned on the base, the device stationary metal plate, and then produce the final hydrotesting of the tank.

Figure 1 is a plan of the bottom, the layout of the device and pairing temporary bottom with fringes;

figure 2 - section 1-1 in figure 1, the diagram of the hydraulic tank with the active seal the ground under the tank.

figure 3 - section 1-1 in figure 1, the scheme of the tank after filling the ground with a coarse sand or hardening material to the design elevation and devices stationary metal tank floor.

In the figures denote: 1 - the metal wall of the tank; 2 - segmented okrika; 3 - canvas substrate; 4 - temporary flexible bottom; 5 - water; 6 - ring channel; 7 - ribs; 8 - pneumogram; 9 - sandy ground; 10 - metal fixed plate; 11 - area compacted soil base; 12 - cavity filled with coarse sand or hardening material.

The proposed method of construction of the tank is performed in the following sequence.

At the first stage prepares site with the layout of the ground under the tank, then on the prepared soil Foundation constructed a ring of fringes 2, on which is erected a wall 1 of a vertical tank, after che is on the inside of the tank is deployed on a canvas substrate 3 temporary flexible plate 4, made of sheet rubber or rubberized fabric or polyethylene, which is laid on the subgrade inside the tank, capturing the inner ring zone of fringes 2, pre-aligned, purified from uneven and covered with an even layer of sealant or glue. After alignment of temporary flexible plate 4 within the tank and within the segment of fringes 2 by pneumatic system consisting of an annular channel 6, the ribs 7, temporary mounting channel 6 to the wall 1 of the tank and an annular rubber pneumology 8 - flexible plate 4 is intensively pressed in the annular direction to the outskirts of the tank due to the pressure of compressed air supplied to pneumogram 8. The tank is filled with water for intensive compaction of sandy Foundation 9 under a temporary bottom 4 of the tank.

After the maximum compaction of the soil Foundation 9 in the second stage produces the removal of water 5 from the test tank, disassemble temporary flexible plate 4, and the formed cavity 12 in a sand base 9 align to the design elevation by filling coarse sand or hardening material.

After applying waterproofing aligned on the base is arranged a stationary metal plate 10 with the production of final pressure test of the tank.

Offer is aemy method of construction of the tank will allow to eliminate possible stress at the stationary plate 10, and a pair of bottoms with the suburbs, as well as additional residual stresses from uneven deformation of the ground during hydraulic testing and subsequent operation of the facility, which will drastically reduce the level of stress-strain state of the reservoir and in General will increase its overall reliability.

Sources of information

1. Suvorov A.F., Lyalin C.V. the Construction of large reservoirs. M.: Nedra, 1989. S-173.

2. Ivanov J.K., etc. of the Foundation of the tanks. M., 1985. S-173.

The method of construction of the tank, including site preparation and soil Foundation, installation and hydraulic testing of the tank, characterized in that the construction of the tank performed in stages: at the first stage produces the construction of the tank without stationary metal plate with fringes and installation of temporary flexible bottom, tightly pressed around the perimeter to the fringes by pneumatic system, preliminary hydraulic testing by filling the water tank and after the maximum compaction of the soil Foundation at the second stage, dismantling of temporary flexible plate, the alignment of the deformed soil Foundation to the design elevation by filling the resulting cavity, application of waterproofing aligned on the base, a stationary device metal is on the bottom, then produce the final hydrotesting of the tank.