JP2532751B2 - METHOD FOR BUILDING A CONCRETE STRUCTURE TO COARSE MATERIAL FROM THE GROUND LEVEL AND EQUIPMENT FOR IMPLEMENTING THE SAME - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION The present invention provides for the use of a rotatable erosion head and a grout injection head with a drill bit of the kind as further detailed in the preamble of independent claim 1 below. It relates to a method of constructing a concrete structure from the ground level to a coarse material, where coarse material means a material such as sediment, clay or gravel. The invention also relates to a facility for implementing the method of the kind described above in the method.

The present invention relates to the construction of permanent structural elements without the need for any preliminary conventional excavation work or temporary safety measures.

In brief summary, most of the methods currently used to build permanent structural elements in coarse materials such as sediment, clay or gravel are relatively few of the methods introduced 40 or 50 years ago. It only constitutes progress. Current technology is also based on a large proportion of manual work, resulting in high overall costs, for example by excavating, boarding and forming one part at a time. Expensive temporary structures for injection, for example, soil reinforcements, and scoring sheet pile walls must be provided before permanent structures can be installed.

The advantage of the method according to the invention is that it drills holes into the rough material from the ground, either indoors or outdoors, to the level required to provide a water resistant and permanent structure regardless of soil type. This is due to the fact that they can. After the construction of the structure in the ground, the only wound that can be seen on the outside is the ordinary "pinprick", that is, 15 cm
It is a hole with a diameter of the order.

The method and the installation according to the invention can be used for a series of other conventional works, such as freezing, excavation, boarding, forming, and also soil stabilization work such as well drilling, soil compensation, and inconvenience compensation. Makes unnecessary. Also, a shortened construction period will be achieved.

According to the invention, the above mentioned matters are obtained with the aid of the characterizing parts of the independent claim 1 and the features stated in the subsequent claims, and also in the subsequent equipment claim 4. This is accomplished with the aid of equipment having the features of and the features as set forth in the following claims.

When a tunnel structure is built in the ground with the aid of currently known methods, the coarse material remaining inside the tunnel is excavated. This means that a concrete shell is provided, from which coarse material must be removed after hardening. It is practically impossible with current technology to build tunnels in coarse material without extensive drilling operations and operations to stabilize the coarse material.

The method and equipment according to the invention are also suitable for constructing tunnels directly under existing railroad tracks and roads without obstructing traffic on intersecting railroads and roadways. With current methods, these can only be solved by temporary bypass roads and lines, which are expensive equipment in their own right.

The invention is disclosed in more detail below with reference to the drawings.

FIG. 1 is a schematic front view of a facility for carrying out the method according to the invention, shown before drilling is complete and before erosion and grout injection is initiated, and FIG. 2 is a caterpillar drilling machine. Fig. 3 to Fig. 5 are schematic elevational views of the present equipment provided in Fig. 3 to show the start of erosion of the drill hole, the expansion of the boring hole due to the erosion, and the height of the boring hole. Figure 3 illustrates the principle of a three-step method, including its continuous expansion in the direction and simultaneous grout injection of the borehole with concrete respectively.

FIG. 1 shows the equipment in a state in which the hole has been dug into the ground before erosion of the drilled hole and before injecting grout of the borehole expanded by erosion.

This equipment consists of two units, an erosion unit 2 and a grout injection unit 3 for grouting concrete.
And

The erosion unit includes an erosion head 2a with a drill bit 2b at the bottom. An erosion nozzle 2c is provided above the drill bit 2b and includes a water nozzle surrounded by an air nozzle for ejecting a radial jet flow of water and air. Furthermore, the erosion nozzle comprises a guide tube 8 to which the above-mentioned components are mounted, through which a water and air conduit extends for delivery to said erosion nozzle 2c. The guide tube 8 is mounted in a bearing 8a so that it can be raised, lowered and rotated, and a rotating electric motor 8b is provided in the frame 6a. The guide tube 8 is connected at its uppermost end to a water and air supply conduit 10, 11 via a swivel device 10a, respectively.

The grout injection unit 3 including the grout injection head 3a and the drill bit 3b is rotatably and ascendably and descendably mounted in the bearing 9a, and the frame 6b is provided with a rotating electric motor 9b. At its uppermost end it is connected via a swivel device 11a to a concrete supply conduit.

The frames 6a, 6b together form an adjusting device 7 for mutual spacing between the frames 6a, 6b. The rack 6 is intended for adjustable attachment to a drilling machine, for example a caterpillar drilling machine, as shown in FIG. 2, with the aid of a device F ₁ which is known per se, and as shown in FIG. With the aid of a pressure cylinder, the installation can be raised and lowered and tilted in a manner known per se.
Thus, the erosion head 2a and the grout injection head 3a can be operated independently to descend, raise and rotate. The frames 6a, 6b can be moved back and forth with respect to each other in order to adjust the center distance C between the erosion head 2a and the grout injection head 3a. As shown in the drawing, FIG. 1, the adjusting device 7
Comprises an adjustable telescopic rod 7a connecting the frames 6a, 6b.

Collect and guide coarse material such as eroded earth, clay or gravel from boreholes in a controlled manner by mass and density gauges to calculate the volume of eroded or expanded space. To enable this, a collar 12 is provided around the guide tube 8. With the help of the adjustable spacing device 7a, the center distance between the erosion head 2a and the grout injection head 3a can be adjusted according to the projected diameter of the expanded bore hole 4a.

The grout injection unit 3 includes a stretchable grout injection tube 9.

In carrying out the method with the aid of the equipment described above, the erosion unit 2 and the grout injection unit 3 are dug down to rock or transportable soil with a predetermined center distance C between the units 2 and 3. Expanded borehole when drilled down to the depth of rock ground in the ground
The rock ground is cleaned using only the downwardly directed erosion nozzles 2d of the erosion head 2a so that the concrete injected into 4a makes good rock contact with the rock (erosion jet in Figure 3 Cleaning with 5b). When the rock surface is eroded, the erosion head 2a and the guide tube 8 are lifted by a lifting device (not shown). Pulling up is a constant rotation,
It occurs slowly during the simultaneous ejection of highly compressed water and air at high pressures of 100 to 1000 bar from the water and air nozzle 2c. The water jet surrounded by air destroys the particle structure, and the drill bit of the erosion head 2a.
The soil in the boring hole 4 drilled by 2b is destroyed. Thus, an expanded borehole having the desired diameter
4a is formed, the diameter of which can be measured with the aid of equipment known per se, but will not be described in detail here. In this way, a cylindrical eroded space is formed, which constitutes the expanded bore hole 4a. Due to the overpressure created by the high pressure jet 5a from the nozzle 2c, the material E which has flowed down is forced through the boring hole 4 and the collar 12 to the surface. At the same time, that is, when setting the space 4a, high-quality concrete D is pumped by the grout injection head 3a through the grout injection pipe 9 to fill the space 4a,
It is also the boring hole 4 of material E which has been destroyed by the flow.
Cause elimination through. The concrete D may be added with an additive that makes it water repellent so that the flow in the space 4a by the erosion jet 5a produces a minimum of binder that is washed out of the concrete D.

When the guide tube 8 having the erosion head 2a and the grout injection tube 9 having the grout injection head 3a are pulled up, in order to reduce harmful flow in the erosion space that may wash away the binder from the concrete D, If possible, grout injection head 3a, erosion jet nozzle 2c
If is active, it is advisable to position it at least 0.5m below it.

The boring hole 4 is eroded with the aid of air and water jets 5c while the erosion head 2a is being pulled up and then erosion is stopped. The grout of the space 4a with concrete D fills the space 4a so that it is filled with the boring hole 4.
Continued throughout the simultaneous pulling of grout injection tube 9 until checked with the aid of eroded material pushed up through. When the space 4a is completely filled, the substance
Replaced with squeezed cement binder from Cement D.

Thus, FIG. 3 shows an erosion head that is being dug down to a desired depth in soil A and is cleaning the rock ground with an erosion jet 5b directed downwards from the finish from the erosion head 2a.
2a and grout injection head 3a are shown. When the erosion jet 5b is terminated, the erosion beam 5a from the nozzle 2c begins to expand the boring hole 4 and thus the expanded boring hole 4a, and thus the desired diameter B and the desired diameter B as shown in FIG. Height H
The desired space is obtained as shown in FIG.

FIG. 4 shows the initial expansion of the boring hole 4 during the rotation and pulling up of the erosion head 2a, whereas the supply tube 9 with the grout injection head 3a is It rests in a peripheral position in the lower part.

FIG. 5 shows the next step, in which the erosion head 2a has been almost pulled up to the desired level H of the expanded borehole 4 and to fill the expanded borehole 4a. Concrete D is supplied through the supply pipe 9. This operation is continued until the expanded boring hole 4a is filled.

4 and 5 show an expanded borehole 4a with a substantially circular cross section and the desired diameter B, which results in a cylindrical structure of concrete D. Has occurred.

By rotating the erosion jet by the rotation of the erosion head 2a, that is, by rotating the air and water jets 5a, a concrete structure having a cross section corresponding to the angle of the rotation can be obtained.

By the full rotation of the erosion head 2a equipped with the simultaneous control device of the erosion pressure of the air / water jet 5, for example, a concrete structure having an oval cross section, for example, an oval pile, is formed according to the rotation angle of the rotating head 2a. Obtainable.

The method according to the invention can be carried out on all types of ground. The method is therefore applicable to clays, silt, sand and gravel, and most types of fillers, glaciers, and mud soil / peat.

In the case of sticky soils, if desired, the erosion and grout injection methods can be performed in two steps, as the temporary pulling force of the sticky soils prevents the eroded space from collapsing even when it is filled with water. It can also be implemented. There are several advantages to performing the erosion and grout injection method in two operations.

1. The grout injection is carried out in the same way as the usual molding of the underwater space (board enclosure), so that the local coarse material is prevented from mixing with the concrete.

2. The concrete in the return material passing through the boring hole 4 consisting of the eroded material and the water added from the erosion jet 5a is avoided. If the volume and density of the return material is continuously measured with a mass and density gauge 12 connected to the collar 12 of the borehole 4, it is then possible to calculate the volume of the eroded space 4a. The height H of the space 4a-possibly the length-even if the borehole 4 is inclined or horizontal-is always known, which means that the diameter is also always computable.

3. With the help of an acoustic probe that can be lowered into the space 4a
An accurate mapping of the size of space 4a is possible. The probe
By systematically rotating it as it is pulled up, it is possible to map its full width, usually the diameter B.

For example, coarse-grained material such as sand or lumps (larger than sand and smaller than rock) or frictional soil (this name is given because frictional forces are absorbed by intergranular friction in frictional soil). In this case, since the provided space 4a is substantially collapsed before the grout injection by the concrete D is completed, both operations, that is, erosion and grout injection must be performed in one operation. However, the space, that is, the expanded boring hole 4a, can be stabilized if a heavy stabilizing liquid such as bentonite is introduced into the space. However, the liquor tends to mix with the return material, i.e. the eroded soil and the running water, and therefore the width, i.e. the structure / pile width B,
Can only be measured with the aid of an acoustic probe or by measuring the volume of the concrete D molded inside the space 4a.

It was previously mentioned that the distance between the erosion head 2a and the grout injection head 3a can be measured by the telescopic rod 7a in the rack 6. Therefore, the grout injection head 3a and the erosion head 2a are dug down into the soil A, and the grout injection head 3a is placed around the eroded / expanded bore hole 4a as shown in FIGS. 4 and 5. However, it is possible to ensure that both heads maintain the desired mutual center distance. Therefore, the concrete D injected through the relatively thick supply pipe 9 fills the expanded borehole 4a from the location of the borewall, and thus any eroded material or water passing through the borehole 4 Discharge.

Claims (6)

(57) [Claims] 1. Use of a rotatable erosion head and a grout pouring head equipped with a drill bit that is lowered by drilling into the ground, if necessary, to harden the ground, and the use of earth, clay or gravel. A method of constructing a concrete structure on a rough material, such as below, at the ground level, allowing the rough material eroded by the erosion head to flow upward and outward through a borehole and simultaneously pulling up the erosion head. The drilled hole is expanded to the required width and height by erosion using an air / water jet, and the grout injection material is fed through the grout injection head at the same time to the expanded bore hole. Or a method comprising a subsequent grout injection, in which the erosion head (2a) and the drill bit with the drill bit (2b) The grout injection head (3a) with 3b) forms the components of the erosion unit (2) and the grout injection unit (3) respectively, and simultaneously and in parallel while maintaining the mutual center distance (C). Digging into the soil (A), after which the erosion head (2a) rotates and rises during the erosion of the wall of the borehole (4), as well as grout injection into the expanded borehole (4a) The grout pouring head (3a) simultaneously rises during the feeding of the grout pouring material, for example concrete (D), under pressure to remove the eroded coarse material (E) at the same time. The method, however, characterized in that it is located slightly below the erosion head (2a). 2. The method according to claim 1, wherein
Before the center distance between the erosion head (2a) and the grout injection head (3a) is then lowered into the soil (A) to the desired average radius of the expanded borehole (4a) obtained by erosion. The method characterized by being adjusted. 3. Method according to claim 1 and / or 2, characterized in that the grout pouring head (3a) has sufficient openings for it to pass concrete. Method. 4. A facility for carrying out the method according to claim 1, 2, and / or 3, which comprises a rack (7) for adjusting the mutual center distances (7). 6) having an erosion unit (2) and a grout injection unit (3) supported in the grout injection unit (3), the erosion unit (2)
Spaced apart from and equipped with a grout injection head, said rack being intended to be adjustably mounted to a drilling machine (F) with the aid of a device (F ₁ ) known per se, said erosion unit (2) and The equipment, characterized in that the erosion head (2a) and the grout injection head (3a) of the grout injection unit (3) are respectively provided so as to be lowered, raised and optionally rotated. 5. The equipment according to claim 4, wherein the rack (6) includes a guide pipe (8) of the erosion head (2a) and a grout injection pipe (9) of the grout injection head (3a).
Has two sets of frames (6a, 6b) with bearings (8a, 9a) for guiding and a rotating electric motor (8b, 9b), the tubes (8, 9) being as known per se. Rotatable parts (10a, 11a) for connecting water / air and concrete supply conduits (10, 11) respectively in the upper part of the
The two sets of frames (6a, 6b) are arranged to move toward each other or away from each other for adjusting the center distance between the erosion head (2a) and the grout injection head (3a). The facility, which is movable. 6. Equipment according to claim 5, characterized in that the frames (6a, 6b) are connected with the aid of an adjustable telescopic rod (7a).