SU1268733A1 - Method of constructing tunnel lining in areas of undermining - Google Patents

Abstract

The invention relates to the field of construction when tunneling. The purpose of the invention is the elimination of crust formation and an increase in the operability of the lining under the conditions of uneven deformations of the soil mass. After the development for the next approach and shifting of the shield, the blocking rings of the lining are assembled. At the same time, a gap is left between the production contour and the lining, which is filled with a pliable material. The filling of the end gap is carried out simultaneously with the installation of each block ring in the design position by pressing in a compliant material. The magnitude of the end gap is chosen from the ratio, (L1-1.P1 / K XX FJ, where (Sj g is the size of the annular gap; E, is the deformation modulus of the compliant material; F is a single flat 3. Spare contact of the soil mass and the compliant material; having set (Livaya, taking into account the given compensation, the load on the tunnel lining; ut is the displacement of any point of the subsurface soil massif relative to the central axis of the tunnel diameter; K is the soil repulsion coefficient of the 1C massif. 4 ill. a: 00 4j oo

Description

one

The invention relates to the construction, in particular, to tunnels of shield sinking, and can be used in metro construction, as well as in the construction of communication and transport tunnels in difficult geological conditions.

 The purpose of the invention is the elimination of the formation and increase in the working capacity of the lining under the conditions of non-uniform deformations of the soil mass.

Figures 1-3 show the construction sequence of a tunnel lining in accordance with the proposed method, longitudinal sections; in fig. 4 — node I of the tunnel lining in FIG.

The method is carried out as follows.

After the development, a block ring 3 of lining 4 is assembled into the next setting and shifting of the shield 1 in the calibration shell 2, leaving an annular gap Sj between the trim 4 and the production contour 5. Then the press ring 6 is extended to the length of the blogger ring and the tail section formed shield and gauge sheath 2, the tamponage malleable material 7 is fed through the holes in the press wheel. After that, the block ring 3 is installed in the design position by the force of the panel jacks (conventionally shown by two arrows) At the same time, pressing 6 at the same time presses (conventionally shown by one arrow) compliant material 7 in the release-PSSH as the shield moves 1 annular gap, between the lining of the tunnel and the production contour 5. At the same time, separate jacks are used for pressing, in order to ensure the quality of the filling of the specified gap with a flexible iakstripal with the preservation of its pliable properties.

The size of the annular gap c) j between the production loop and the lining of the tunnel is equal to the thickness of the pliable layer sufficient to remove the load P caused by the movement dE of any point of the ground mass produced relative to the central axis of the tunnel diameter, up to the value of P set taking into account the specified load compensation on . tunnel lining, determined from conditions 68733 2

VIA joint deformation of a soil massif 8 and a pliable layer.

Let us write this condition for each layer on the contact of a two-layer system 5 a soil massif is a compliant layer. For a compliant layer:

Ep-,

(I)

R

5p

where A, 1 is actually absolute compression formation 10 compliant

layer, dp of the soil massif:

Р k F (ЛЕ-Дп), (2) where (dt p) is the absolute absolute proper: 5) deformation of compression of the soil massif.

By rewriting the relation (O relative to (Sj 5 and replacing it with inequality, we get

, l

(3)

Expressing from the relation (2) D and substituting it in (3), replacing P with P, we finally get the ratio to determine the gap required for reducing the load P to the value of P under concrete conditions of non-uniform deformations 30 of the soil mass produced:

 (f..j - b.t.JEL ,, (4)

Thus, the proposed method allows the construction of tunnel lining of a given compliance, eliminating the formation of rock and ensuring the inclusion of the lining in the joint work with the soil mass directly during its construction. In addition, the additional compression of the lining is achieved by pressing a pliable material into the finishing space. At the same time, precipitations of the earth's surface are eliminated, which is especially important in conditions of dense urban development.

Claims (1)

Invention Formula A method of constructing a tunnel lining in the territories being worked on, which includes sinking production, assembling block lining rings, with the formation of a ring end gap and. filling it with a malleable material, characterized in that, in order to prevent the formation and elimination of the lining in conditions of uneven deformations of the soil massif, the finishing gap is filled simultaneously with the installation of each block ring into the design position by pressing in a compliant material, while The internal clearance is determined from the ratio of the size of the annular gap; deformation modulus of a malleable material; unit contact area of the soil mass and pliable material; set for the given compensation load on the tunnel lining; moving any point of the ground mass produced in relation to the central axis of the tunnel diameter; coefficient of repulse, soil massif. f7 b s (pu, g.1 / WC} and, d.2, Uze / 71