SU1432226A1 - Method of sinking a shaft lining into soil - Google Patents

Abstract

The invention relates to construction. The goal is to reduce the energy costs of crushing the lining in the ground in close proximity to the existing foundation. The crushing of the lining is carried out by jacks 13, which interact with the top of the lining and cantilever arms, 14 of the supporting structure 5. The jacks 13 create a force of no more than the vertical load on the soil under the structure 5. Simultaneously with the crushing of the lining, the leading void in the ground is formed to accommodate the lining by moving flexible cutting body 11. The support is made in the form of a shield 12 with a thickness not less than the width of the leading void. The creation of an upward force on the axis of the supporting structure 5, which approximates in magnitude to the load on the base 2 base, practically relieves the load on the soil from the foundation 2, thereby relieving the lateral pressure of the soil on the shield 12. 2 Il.

Description

// &

with

1C

tc to

05

FIG.

The invention relates to the field of construction, in particular, to methods of constructing structures buried in the ground with a predominant use when making trenches and pits for them in existing workshops (during their reconstruction and technical re-equipment) in close proximity and close to the foundations of frame columns. soles in soils filled with man-made inclusions, as well as in the presence of solid inclusions in the soil in the form of boulders, sections and layers of cemented rocks, etc.

The aim of the invention is to reduce the energy costs of pushing the support into the ground in close proximity to the sushi nest, its foundation.

FIG. 1 - column base of the workshop with installed fixtures and fur-. nami to crush the shield, general view; in fig. 2 is a view A-A in FIG. one.

For the device in the ground, trenches 1 in the immediate vicinity of the foundation 2 are torn around the foundation pit 3 to its sole 4.

Preloading of the foundation 2 is carried out. To do this, dust and snow (in winter) are cleaned from the cargo area of the supporting structure 5, bridge or suspended cranes are distilled into the adjacent sections of the workshop, and the column 5 is freed from heavy attachments.

A fragment of the pit 3 in the existing workshop can be made using grab equipment and workshop support and overhead cranes.

Next, from the bottom of the pit 3, the pits 6 are torn off in the ground with their earth walls attached, for example, wooden bars, planks, etc. At the same time, the walls 7 of the bores are fixed with vertical bars with the device vertical spruce 8, which is framed , for example, a steel corner profile. Plot hole 6 can also be carried out using a grab mounted on the workshop cranes and manually.

The distance from the edge of the foot of the foundation to the pits 6 is taken in such a way as to ensure safe angle 9 of the ground shear, the value of which depends on the value of the angle of internal friction, the specific cohesion of the soil and the value of the average pressure on the ground under the base of the foundation 2.

Taking into account that the soil under the base of the foundation is extremely compacted during the long-term operation of the workshop, and also that the width of the hole 6 may be the minimum necessary for descent into it working with the tool, i.e., about 70-80 cm, the value of the angle of internal friction, specific soil adhesion can be increased by 10–20%, which will allow the pits 6 to be as close as possible to the existing foundation.

Next, install the winch 10 with a flexible cutting body wound on their drums 11. The console part of the winch 10

if necessary, it can be loaded with a load (not shown) in the form of a concrete block or steel casting. The winches 10 are partially installed above the schurfy 6. Next, install the shield 12, jacks 13, cantilever levers 14 with emphasis in

distribution plate 15 and the yoke 16. The shield 12 can be made of steel sheet and reinforced with vertical ribs from the loss of local stability of the wall under load. Shield ribs

5 can be lengthened by 5-10 cm with the formation of a gap between them and act as guides during movement of the flexible cutting member 11. To reduce the friction of the rope surface on the front edges of the shield in the specified location can be installed

0 blocks 17 (at a distance of 5-10 cm from the bottom of the shield). The thickness of the shield is taken over the diameter of the flexible cutting member 11, which forms the leading void to accommodate the shield 12.

5 Cantilever arms 14 can be received, for example, from a wide-flat I-beam. Distribution plate can be reinforced or steel. The yoke 16 may be made of steel channel section and welded to the bare armature of the foundation 2.

The shield 12 may have a removable distribution beam 18, which simultaneously prevents the loss of stability of the compressed surface under load. The shield 12 is installed above the flexible cutting body 11

5 and a guide slot 8. A flexible cutting member 11 enters the blocks 17 and the slot 8. The cantilever levers 14 mate with the yoke 16 along the axis of the support structure 5 by welding, for example, a round steel bar to the upper arm of the cantilever levers 14 with the installation of horizontal stops movements on the bottom of the cage 16. Then proceed to the immersion in the ground shield 12. To do this, first include one of the electric friction winches

5 10, which begins to move the flexible cutting member 11 with a pull. At the same time, the soil particles are carried away by the flexible cutting body 11 through the slit 8 into the hole 6, and the flexible cutting body 11 curved in the vertical plane gradually takes up

The linear position and goes 5-10 cm deep into the ground. A slot of the same depth forms in the ground.

Next, turn off the winch and proceed to push the shield 12 into the gap formed in the ground. To do this, jacks 13 are actuated, which create equal and oppositely directed forces applied to shield 12 and the ends of the cantilever arms 14. Moving cantilever arms

14, upward, prevent the supporting reactions arising in this case at the place of their contact with the yoke 16, which causes the shield 12 to move downward, overcoming the forces of friction of the shield surface against the earth walls of the gap in the ground.

The force of resistance of the soil to indentation into the slot of the shield 12 can be calculated in advance.

The size of this force selects the jacks 13 and the ratio of the shoulders of the cantilever arms 14 with the expectation that the upward force along the axis of the column would approach the vertical load along the basement base, but not exceed it. For example, if the maximum indentation force of the flap 12 is 50 tf, and the load on the bottom of the foundation is 120 tf, then with a lever arm ratio of 2, the maximum possible force along the axis of the column reaches 100 tf, which is close to

the value of 120 tf.

The first step of pressing the shield is completed by moving the shield 12 by an amount of 5-10 cm, after which the jacks 13 are turned off, and the flexible traction device 11 is pressed by the lower end of the shield 12 to the bottom of the slot in the ground with its position in a vertical plane curved.

Then the cycles are repeated until the shield is submerged in the design position, i.e., it is reached by the lower end of the trench bottom.

The described cyclic process can be replaced by a continuous process, i.e. the crushing of the shield 12 can be carried out with the continuous operation of the winches 10. When the limiting stroke of the jacks is reached, they are installed under stands (not shown). If necessary, increase the shield 12 at a height remove the beam 18, increase the shield by electric welding and install the beam 18 on the top along with the expanded part of the shield.

The described operations have the peculiarity that the creation of an upward

the forces on the axis of the supporting structure, which approximates in magnitude to the load on the basement base, practically relieves the load on the soil from the foundation, and

This means that the lateral pressure of the soil on the shield is removed and the energy costs of crushing the shield into the soil are reduced.

Next, remove the listed devices and lead a fragment of soil under

trench 1. At the same time, as the shield is exposed, 12 install struts or struts with their support into the shield in a manner already known.

In the presence of man-made in the soil

inclusions, inclusions in the form of boulders of layers of cemented rocks in the slot 8 serves abrasive bulk material, such as sand. The moving flexible cutting member 11 carries the abrasive

sand in propyl, saturates it with abrasive and accelerates propyl durable inclusions in the soil.

Claims (1)

Invention Formula The method of immersing the support in the ground, including pushing the support jacks, interacting with the top support and cantilever arms of the supporting structure, characterized in that, in order to reduce the energy costs of pushing the support in the ground in close proximity to the existing foundation, simultaneously with the crushing of the support, they form leading void in the ground for lining moving flexible cutting body, and the crushing jacks create a force of no more than the value of the vertical load on the soil under the supporting structure, while the support is made in the form of a shield with a thickness not less than the width of the leading void. A :: LA FIG. 2 15