Method of underground structure erection in urban built-up area

FIELD: building, particularly underground structures.

SUBSTANCE: method involves arranging geotechnical barrier in ground between foundation of existent building and underground structure to be built; embedding thereof for design depth; building walls and bottom of underground structure. Geotechnical barrier is formed by making crack extending for a design barrier embedding depth on the path of ground deflected mode change wave propagation. Then flat pneumatic chamber is installed in the crack and compressed air is pumped in pneumatic chamber to obtain pressure corresponding to initial ground deflected mode. If ground deflected mode changes during structure erection compressed air is repeatedly pumped in pneumatic chamber to recover initial pressure. After structure erection completion hardening mortar is fed into pneumatic chamber.

EFFECT: prevention of ground deflected mode change under building foundation during underground structure erection.

2 dwg

 

The invention relates to the construction and for the construction of underground structures.

There are ways to protect buildings and structures from the effects of underground mining [1], namely, that at a distance from the Foundation to develop a trench and fill it pliable material which receives the horizontal deformations of the earth's surface.

The disadvantage of this method is that the horizontal deformation that occurs when the compensation of the trench, can lead to additional precipitation foundations.

A known method of sportowego fencing of the metallic sheet [2]. The metal sheet has a length equal to the depth of the underground structure.

The disadvantage of this method is that it prevents the migration of soil from beneath the existing building towards the underground mine, however, because the tongue is flexible structures, shall not prevent the change of the stress-strain state of the soil Foundation.

We know the model for adjusting the position of buildings, structures built on unstable soils. The model laid horizontally in compensating subsidence of the backfill. When the pressure change of the working environment in the model is a redistribution of the soil [3].

The disadvantage of the method is in the use of this device is they provide compensation for the settling of the Foundation of the building, but does not reduce the initial stress-strain state of the Foundation soil during construction of underground structures.

Closest to the present invention is a method of construction of underground structures in the area of urban development, incorporating the device into the soil geotechnical barrier in the form of the separation fence between the Foundation of the existing building and construct an underground structure with its incorporation to the calculated depth, the construction of the walls and the bottom of the underground structures [4]. The device in the ground of the separation fence is carried out by loosening around the construction of a ground and push sportowego fence followed by the device of the clay of the veil of clay mud. Then proceed to build the walls of the underground structure.

The disadvantage of this method is the complexity and the inability to ensure that changes in the stress-strain state of the soil under the Foundation of the existing building, which could lead to the settlement of the Foundation more valid values [5].

The technical problem is to reduce the complexity and the prevention of the stress-strain state of the soil under the Foundation of the existing building during construction of the poison with him underground structures.

The problem is solved in such a way that in the method of construction of underground structures in the area of urban development, incorporating the device into the soil geotechnical barrier between the Foundation of the existing building and construct an underground structure with its incorporation to the calculated depth, the construction of the walls and the bottom of the underground structures, according to the invention geotechnical barrier satisfied by the formation of cracks on the calculated depth of his termination on the path of wave propagation changes the stress-strain state of soil, in which is placed a flat pnevmochamber and inject compressed air to obtain a pressure corresponding to the initial stress-strain state, and during the construction of underground structures when changing the stress-strain ground conditions produce the pumping of compressed air to restore the initial pressure, and after completion of construction of underground structures in pnevmochamber serves hardening solution.

The proposed method differs from the known fact that the geotechnical barrier satisfied by the formation of cracks on the calculated depth of his termination on the path of wave propagation changes the stress-strain state of soil, in which is placed a flat pnevmochamber and inject compressed air to get on the effect, the corresponding initial stress-strain state, and during the construction of underground structures when changing the stress-strain state of soil produce the pumping of compressed air to restore the initial pressure, and after completion of construction of underground structures in pnevmochamber serves hardening solution.

The proposed method allows to maintain the initial stress-strain state of soil in the area of the basement of the existing building during the construction of underground structures, which gives the opportunity to reduce vertical and horizontal movement of the foundations to the maximum allowable values [5], while reducing the complexity of the device geotechnical barrier.

The method is illustrated in the drawing.

Figure 1 presents the diagram of the location of underground facilities;

figure 2 - scheme of education geotechnical barrier.

Between the base 1 of the existing building and underground construction 2 in the ground in the path of wave propagation changes the stress-strain state of soil arrange geotechnical barrier in the form of pnevmostartery 3, placed into pre-formed in the soil cracks.

The crack in the ground form as follows (figure 2). In the distance, beyond the dimensions of the Foundation being the future of the building, drill into the ground well 4, which set the rod 5 with 6 blocks. Through the blocks 6 is omitted cutting the cable 7, which through the mechanism 8 is stretched and moving in the soil, cuts through the crack.

When installed in the slot pnevmostartery 3 it is pumped compressed air, creating a compression array of soil to reach the pressure corresponding to the initial stress-strain state. Further, in the process of construction, such as excavate soil from the excavation of underground structures, produce the pumping of air to maintain the initial stress state of the soil. Monitoring the change of the stress-strain state of soil produced by the system pressure sensors, pre-ground. After completion of the underground structures compressed air replace the hardening solution, such as cement mortar.

Example.

At a distance of 2.5-3.0 m 5-storey residential building erected underground pedestrian crossing depth of 5 meters

Fencing excavation crosswalk perform one of a number of truboservice piles with a diameter of 219×8 mm, length 8 m with a step of 1 m

In accordance with the calculations further settlement of the Foundation axis 1 from the side of the pedestrian underpass that is 3.0 cm, axis 2 2.3 cm, when regard is sustained fashion uneven sediment 0,0011, which exceeds the maximum permissible value (maximum sediment 2.0 cm, the relative difference precipitate 0,0007).

Along the base of a building at ground level at 1 m below the soles of the Foundation set pressure increments of 3 meters

Between building foundations and pit establish vertical geotechnical barrier. The length and height of geotechnical barrier is chosen based on the numerical simulation by the finite element method. The length of the geotechnical barrier should extend outside of the building at 4 m and a height of 1 m below the bottom of the pit underground structures. Drill into the ground two wells with a diameter of 200 mm for a well set rod 5 with 6 blocks. Through the blocks b miss cutting the cable 7 with a diameter of 15 mm, the Cable is moved by means of the winch 8 and forms in the soil vertical slit. Then use the cable 7 in the slit down pnevmochamber 3. Design pnevmostartery consist of individual vertical sections with a width of 1 m and a length equal to the height of geotechnical barrier.

In pnevmochamber inject compressed air to the pressure equal to the lateral pressure from the soil, defined by the formula:

Pb=γhν,

where γ - unit weight of soil; h - the height of the geotechnical barrier; ν - coefficient of lateral pressure.

Pb=18×6×0,4=43,2 kN/m2or 0.5 kg/cm2/sup> .

During construction of the pit under the underpass automatically maintain the initial pressure.

After construction, the compressed air from pnevmostartery removed and pumped cement mortar.

Using this method allows you to save the initial stress-strain state of soil building Foundation and thereby prevent additional precipitation.

Sources of information

1. Recommendations for designing measures to protect operated buildings and structures from the effects of mining in the major coal basins. - L.: stroiizdat, 1967, p.34.

2. Bigalow. The mechanics of soils and foundations. - L.: Stroiizdat. - 1988. S.

3. SU Patent # 378029, CL E 02 D 35/00, BI No. 18, 17.04.1973.

4. RF patent №2042013, CL E 02 D 29/045, BI No. 23, from 20.08.95 /prototype/.

5. Recommendations for survey and monitoring of the technical state operated buildings, located near the new construction or renovation / the Moscow Government, the Moscow architectural Committee, in 1998.

The method of construction of underground structures in the area of urban development, incorporating the device into the soil geotechnical barrier between the Foundation of the existing building and construct an underground structure with its incorporation to the calculated depth, the construction of the walls and the bottom of the underground soo is ugenia, characterized in that the geotechnical barrier satisfied by the formation of cracks on the calculated depth of his termination on the path of wave propagation changes the stress-strain state of soil, in which is placed a flat pnevmochamber and inject compressed air to obtain a pressure corresponding to the initial stress-strain state of soil, and in the process of construction of underground structures when changing the stress-strain state of soil produce the pumping of compressed air to restore the initial pressure, and after completion of construction of underground structures in pnevmochamber serves hardening solution.



 

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