RU2123558C1 - Method for erection of wall in ground - Google Patents

Abstract

FIELD: construction engineering. SUBSTANCE: this relates to erection of wall in water-saturated and unstable ground. Realization of method implies operations for digging trench and filling it with thixotropic solution for further erection of reinforced concrete wall in trench. Installed above dug out trench is load-hoisting and guiding equipment for erection of wall from separate units. Due to available guiding structure, joining of wall units is effected when they are continuously held and through their entire height. After lowering each unit in design position, brought into trench is inflatable flexible vessel, and performed by means of this vessel is compression of joints between wall units. Application of aforesaid method allows for erection of high-quality wall at improved productivity and lower labour expenses. EFFECT: higher efficiency. 2 dwg

Description

 The proposed technical solution relates to the field of construction and can be used, for example, in the construction of impervious or enclosing reinforced concrete structures using the "wall in soil" method.

 The wall-in-ground method is used, as a rule, when working in aquifers, loose and unstable soils and is based on the excavation of a trench with the simultaneous unfastening of its walls (either by erecting a temporary lining simultaneously with the development of the soil, or by developing the soil under the protection of a thixotropic solution) and the subsequent construction in the trench of a prefabricated wall of reinforced concrete blocks or of monolithic concrete.

 Each of the mentioned methods of sinking has its advantages and disadvantages and is selected depending on these specific conditions.

 The proposed method relates to the option of constructing a wall in the soil of precast concrete, immersed in a trench filled with a thixotropic solution.

 There is a method of constructing a precast concrete wall in the ground, including the development of a trench under the protection of a clay solution, the placement of wall panels in it and the sealing of joints between panels by installing opposite-pole electrodes on the facing ends of the panels and passing electric current through them (see, for example, .s. USSR N 718545, M. cl. E 02 D 5/20, 1978).

 The main disadvantage of this method is the uncontrollability of the process of joining wall panels and, therefore, low quality and high labor costs due to the need to hold the panels manually until they are installed in the design position.

 There is also a known method of constructing a wall in the ground, which includes digging a trench with the help of a soil-cultivating body under the protection of a thixotropic mortar and sequentially immersing wall reinforced concrete blocks into the trench filled with the mortar and docking them to each other by partially holding them in the guide structure in the form of a pipe (see, for example , V. Klimov. "Construction of underground structures using the" wall in soil "method. M., Stroyizdat, 1975, pp. 27 - 36) - prototype.

 The disadvantages of the prototype method include low quality, low productivity and insufficient labor safety associated with the need for labor-intensive and non-mechanized additional work to ensure a reliable joint between adjacent blocks, which often includes foreign inclusions, for example, in case of outfalls from the walls of the trench.

 The main objective of the proposed technical solution is to obtain a new method of constructing a wall in the ground, ensuring the manufacturability of the process, high productivity and labor safety, as well as high quality walls.

 The problem is achieved with the achievement of the above result is solved by the fact that in the method of constructing a wall in the soil, which includes digging a trench with the help of an excavating body under the protection of a thixotropic solution and sequentially immersing the wall blocks in the trench with docking them to each other by holding them in the guide structure, the latter is carried out continuously during the docking process and over the entire height of the block, and after each block is immersed in the design position, the inflated elastic container is lowered into the trench with the help produce preload said block in a direction opposite to the direction of penetration and focusing the container bottom and in the wall of the trench, the ground prior to each developing unit submersible wall in the direction of penetration by a value not less than the total block size marker and elastic capacity.

The essence of the claimed technical solution is illustrated below by an example of its specific performance, illustrated in the accompanying drawings, which depict:
FIG. 1 is a general view of the device along the axis of the trench, with which the proposed method can be implemented;
FIG. 2 is a top view of a portion of the trench and wall, as well as individual elements of the equipment used.

 According to the example described here, the construction of the wall is as follows.

 Using a soil-cultivating organ, for example, an excavator with a clamshell bucket (not shown in the drawings), a trench 1 is drilled while it is filled with a thixotropic solution 2, which in this case is an aqueous solution of bentonite clay. In this case, the soil is developed by sunset by an amount exceeding the overall size of the wall block of two single reinforced concrete blocks 3 in the direction of penetration.

 Above the trench 1, a frame 4 with adjustable outriggers and guide rails 5 is installed at the marks of the surveyor.

 From the storage area, a single wall block 3 is taken with a crane 6, to which a reverse 7 with wheels is attached via adjustable rods, and the block 3 is immersed in a trench with the wheels of the beam 7 on the guide rails 5 of the frame 4. They are also delivered with the second unit block 3. Thus , in the trench 1 open by the size of the entry, a wall block consisting of two unit blocks 3 appears. Moreover, as shown in FIG. 2, the blocks 3 are made in such a way that their front and rear end surfaces form a movable joint in the joint zone, limiting the lateral displacement of the blocks relative to each other and ensuring the relative vertical movement of the blocks. In this case, said surfaces are cylindrical, with the front cylindrical surface of each block being concave and the rear convex relative to the direction of the trench. In other words, the end surfaces of the blocks serve as part of the guiding elements providing strictly directional relative movement of adjacent blocks and the continuous retention of the blocks during the joint process and over their entire height.

 Next, an elastic inflated container 8 with pre-evacuated air is taken from the stored area and, using a crane 6, the latter is lowered into the space left in the trench in front of the submerged wall block. The mass of the elastic container must be greater than the mass of the thixotropic solution being displaced, and therefore, the container 8 is equipped with a central massive rod 9. The lower end of the rod 9 is pointed and serves as a stop in the bottom of the trench, which ensures that the submerged block is held along its entire height until the end of the docking process.

 After that, air is completed through the hose 10 into the elastic container 8, thereby compressing the submerged block in the direction opposite to the direction of penetration and with the emphasis of the container in the bottom and walls of the trench. In this case, the individual blocks are pressed against each other, being held in the guide structure, the elements of which are traverses 7 with wheels and rods, guide rails 5 of the frame 4, the end cylindrical surfaces of the blocks 3 and the supporting parts of the elastic container 8.

 In the fixed design position, the double wall block is filled with a quick-setting sinus II solution between the side surfaces of the block and the walls of the trench I.

 After a set of quick-setting cement mortar of sufficient strength, air is released from the elastic tank 8 and the last is removed from the trench while filling the vacant space with a thixotropic mortar through the hose 12.

 The blocks 3 finally fixed in the design position are freed from connections with the traverses 7 and the latter are removed, also in the frame 4 from the finished wall section.

 Further, the wall construction cycle described above is repeated.

 Thus, these features of the proposed method provide an undisclosed crimped joint between adjacent blocks in the process of their installation in the design position, which eliminates the possibility of getting into the joint of foreign inclusions that violate the integrity and quality of the wall as a whole.

 In addition, this method eliminates labor-intensive and non-mechanized work on cleaning the joint between the blocks, reducing productivity and safety.

Claims (1)

 A method of constructing a wall in the ground, including digging a trench under the protection of a thixotropic mortar and sequentially immersing wall blocks in the trench with docking them with each other by holding them in the guide structure, characterized in that each submerged wall block in the guide structure is held continuously during the process the joints and over its entire height, and after each unit is immersed in the design position, the inflated elastic container is lowered into the trench and with its help a preload is performed said block in the direction opposite to the direction of penetration and with the tank resting on the bottom and walls of the trench, while the soil is developed in front of each developed block of wall in the direction of penetration by an amount not less than the total overall size of the block and elastic capacity.

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