JPH03217593A - Caisson type pile method and hanging tool used therefor - Google Patents

Abstract

PURPOSE:To prevent the exudation and outflow of back-filling grout, spring, underground water and earth by placing a grout tube equipped with an impregnate sleeve in spaces between a tail section of a vertical type shield excavator and lining material and between an upper bedrock of the tail section and lining material to grout. CONSTITUTION:A grout tube 6 provided with an impregnate sleeve 7 is horizontally hung by a suspended rope 9, and the grout tube 6 is provided across both spaces such as a space between a tail section 2 of a vertical type shield excavator 1 and lining material 3 and a space between an upper bedrock 10 of the tail section 2 and lining material 3. After that, the grout tube 6 is wound over the whole peripheral surface of the lining material 3 in the shape of a ring, and the impregnate sleeve 7 passing through a grout hole 4 is pulled out to the center 13 side of a vertical shaft. After a grout 11 is poured into the grout tube 6 from the impregnate sleeve 7, the space between the bedrock 10 and lining material 3 is filled with a back-filling grout 12. According to the constitution, the outflow of spring, etc., can be prevented.

Description

[Detailed Description of the Invention] "Industrial Application Field" The diameter of the deep foundation construction method, which is mainly used for landslide prevention work, has become larger year by year, and large-scale construction works with diameters of 6 m to 8 m and depths of 50 m to 100 m are being carried out. It is now under construction.

At the same time, as deep foundation construction methods become larger and deeper, in order to improve the safety, efficiency, and quality of construction, vertical type Shield tunneling machines are beginning to be adopted.

In general, this deep foundation construction method involves excavating the ground and using mass-produced products such as steel segments or concrete segments as a lining material for the ground within the constructed shaft, or directly constructing walls with concrete. There are two types of pouring methods.

The present invention is a construction method applied to the deep foundation construction method using the former method, and the present invention is a construction method that is applied to a deep foundation construction method using a vertical shield excavator, and a backing material that fills the voids of the ground excavated by a vertical shield excavator and the lining material used for lining the ground. The grout may leak into the incisal edge, or spring water from the ground may leak.
This invention relates to a construction method for preventing groundwater and earth from flowing into an incisal end and adversely affecting excavation work at the incisal end, and a hanging tool used in this construction method.

"Conventional Technology" In the conventional deep foundation construction method, a measure was taken to attach a tail packing to the inside of the tail portion of the lining material side of the vertical shield excavator.

``Problem to be solved by the invention'' In the conventional deep foundation construction method, a tail packing is attached to the tail surface of the lining material side of the vertical shield excavator, and the gasket is used to fill the void between the ground and the lining material. Backfill grout or spring water from the ground
Measures have been taken to prevent problems caused by groundwater and soil leaking or flowing out through the gaps between the tail and lining material, but the damage to the ground and the outside of the vertical shield excavator No measures were taken to prevent damage caused by leakage or outflow to the incisal edge through the voids;
This had a problem in that it had a negative effect on the execution of excavation work of the incisal end.

Another problem is that the tail packing used is quite expensive.

The present invention uses a grout tube instead of a tail packing, and seals the gap between the ground and lining material, preventing backfill grout, spring water, groundwater, and earth from leaking into the cut edge or flowing out. The purpose of the present invention is to provide a safe, efficient, high-quality, and inexpensive deep foundation construction method that prevents the troubles that occur, and to provide hanging tools used in the method.

"Means for Solving the Problems" In order to achieve the above object, the construction method of the present invention uses lining material 3.
This method uses a grout tube 6, a hanging tool 8, and a vertical shield excavator 1.

As the lining material 3, steel segments or concrete segments are generally used.

A plurality of grout holes 4 are horizontally bored in the lining material 3, and a grout hole sleeve 5 is attached to the grout hole 4.

The grout tube 6 is an annular one made of a high head nylon drainage hose, and the grout tube 6 is equipped with a plurality of injection sleeves 7.

A plurality of hanging tools 8 are attached to the grout tube 6.
It is mounted on the outer periphery of the grout tube 6 in parallel along the center line of the cylindrical grout tube 6.

A hole is provided in the hanging tool 8, a hanging rope 9 is passed through this hole, the grout tube 6 is suspended by the hanging rope 9, and the hanging rope 9 is drawn from the upper grout hole 4 to the center 13 side of the shaft. The length of the hanging rope 9 is adjusted and the hanging rope 9 is fixed so that the grout tube 6 is suspended horizontally over the entire circumference of the gap between the earth 10 and the lining material 3.

In addition, the hanging tool 8 is attached to the grout tube 6 so that the length between the hanging tools 8 is the same as the length between the injection sleeves 7, and a hanging rope 9 of the same size is attached to the grout tube 6.
Thread one by one through the hole of each hanging tool 8, and pull the hanging rope 9 through the adjacent upper grout hole 4 to the center 13 side of the shaft so that the remainder of each hanging rope 9 has the same size, and the grout tube 6 will be suspended horizontally, so it is easy to adopt this method.

As already mentioned above, a plurality of grout holes 4 are bored in the lining material 3, and the cross-sectional area of each grout hole 4 is determined by the size of the sleeve for injecting the injection material 11 or backfill grout 12. It has a cross-sectional area suitable for insertion into the grouting hole sleeve 5 and approximately the same cross-sectional area as the injection sleeve 7.

All grout holes 4 are fitted with threaded grout hole sleeves 5 for watertightness, and a pair of threaded watertight covers can be attached to or removed from the grout hole sleeves 5 from the center 13 side of the shaft. If the structure is possible, this watertight lid will be removed at the start of the main work.

At the start of work, remove the grout tube 6 and injection sleeve 7.
The inside of is hollow, and the grout tube 6 is wrapped around the outer periphery of the lining material 3, and the injection sleeve 7, which has passed through the lower grout hole 4, is pulled out toward the center 13 of the shaft.

At this stage, the grout tube 6 is as described above.
The grout tube 6 is easily installed in the gap between the lining material 3 and the tail part 2 of the vertical shield excavator 1 because only a small amount of air remains inside and the outer shape is flat and thin and does not take up much space. I can do it.

When the vertical shield tunneling machine 1 is propelled toward the incisal end 14, the tail portion 2 of the vertical shield tunneling machine 1 moves downward at the same time.

During this progressing process, as shown in FIG. The vertical shield excavator 1 is stopped when it is installed in the gap.

When the injection material 11 is injected into the grout tube 6 from a predetermined injection sleeve 7 and the remaining air in the grout tube 6 is removed from the other injection sleeves 7, the injection material 11 is evenly filled into the grout tube 6. Therefore, the gap between the earth 10 and the lining material 3 can be completely sealed.

After the injection material 11 in the grout tube 6 has hardened, all the hanging ropes 9 are removed from the upper grout hole 4, and then the backfill grout 12 is inserted into the ground 10 from the upper grout hole 4.
and the voids in the lining material 3, filling and sealing.

After the above-mentioned work is completed, the tip of the injection sleeve 7 is removed by cutting or other method, and all grout hole sleeves 5 are removed.
is closed with a pair of watertight lids to make the entire surface of the lining material 3 watertight, and the next step of excavating the ground begins.

Thereafter, the above-mentioned work cycle is repeated to excavate the ground.

"Function" The breaking strength of a grout tube is normally around 44 kg/am-cm, but the injection pressure used in this method is 5 kg/cm-cm or less, which is effective in terms of strength and yield strength. There is no anxiety at all.

In cases where the surface of the ground is extremely uneven, it is necessary to adjust the injection pressure of the grout tube depending on the conditions at the construction site.

In general, the shape of the ground is rough, and the soil quality can be hard or soft. If the ground is rough and hard, the injection pressure of the grout tube should be slightly weakened, and if it is soft, the injection pressure of the grout tube should be slightly increased. Therefore, the sealing effect can be enhanced.

Before work, prepare the injection material to be injected into the grout tube and the slope of the backfill grout to be used in the gaps between the ground and lining material.
You need to prepare.

Foamed mortar or the like is generally used as a material for injection material or backfill grout.

As a result of considering the condition of the ground, it may be necessary to quickly strengthen the backfill grout or the injection material in the grout tube, so prepare a quick setting agent and, if necessary, mix it with the quick setting agent. deal with.

"Example" Below, lining material 3, grout tube 6, hanging tool 8
- An example using a vertical shield excavator 1 etc. will be shown.

The lining material 3 of 1 ring (1 stage) has a diameter of 6 m and a height of 90
It is composed of 1.5 cm steel segments and is divided horizontally into 8 pieces for convenient transportation, lifting, and assembly.

In order to provide four grout holes 4 at equal intervals in the horizontal direction in one ring of lining material 3, grout holes 4 are drilled in every other lining material 3, and each grout hole 4 is provided with a grout hole sleeve. 5 is attached.

Each sheet of lining material 3 has the same specifications and dimensions, except for the presence or absence of grout holes 4 and grout hole sleeves 5.

The number of grout tubes 6 to be used differs depending on the degree of obstruction in which backfill grout, spring water, groundwater, and earth leak or flow out of the cut edge, but in this example, 5 rings (5 stages) of lining material 3 One is used for each.

Therefore, one work cycle means all the work necessary to line the five rings of lining material 3.

The grout tube 6 is manufactured as a high-head nylon drainage hose, and is annular with a normal pressure of 1 1 Kg/Cm-Cm, a burst pressure of 44Kg/Cm-Cm, and a diameter of 30cm. 6 is equipped with four injection sleeves 7 at equal intervals.

Eight hanging tools 8 are attached to the grout tube 6 on the outer periphery of the grout tube 16 in parallel and at regular intervals along the center line of the cylindrical grout tube 6.

One hole is provided in one hanging tool 8. A hanging lobe 9 is passed through each hole of the eight hanging tools, and the grout tube 6 is suspended by each hanging rope 9. is drawn into the center 13 side of the shaft from the adjacent upper grout hole 4, and the grout tube 6 connects to the ground 10 and the lining material 3.
Each hanging lobe 9 is fixed so as to be suspended horizontally over the entire circumference of the gap.

As already mentioned above, grout holes 4 are bored in the lining material 3, and the cross-sectional area of each grout hole 4 is such that a sleeve for injecting the injection material 11 or backfill grout 12 is inserted into the grout hole sleeve 5. The cross-sectional area is suitable for the injection sleeve 7, and the cross-sectional area is approximately the same as the cross-sectional area of each injection sleeve 7.

All grout holes 4 are fitted with threaded grout hole sleeves 5 for watertightness, and a pair of threaded watertight covers can be attached to or removed from the grout hole sleeves 5 from the center 13 side of the shaft. If the structure is possible, this watertight lid will be removed at the start of the main work.

Using the vertical shield excavator 1, excavate the ground 1 for the vertical shaft.
Start digging 4.

When excavating, the distance between the rock side of the friction force vine 15 and the outside of the steel plate of the vertical shield excavator 1: 15 mm to 20 mm, the thickness of the steel plate of the vertical shield excavator 1: 30 mm, and the vertical shield excavator 1 It is necessary to add a distance of 25 mm between the inside of the steel plate of machine 1 and the ground sample of lining material 3, and therefore a gap of approximately 70 mm to 75 mm will be created around the entire outer diameter of lining material 3. become.

At the start of work, remove the grout tube 6 and injection sleeve 7.
Since the inside of the grout tube 6 will be almost hollow,
is wrapped around the outer periphery of the lining material 3, and the injection sleeve 7, which has passed through the grout hole 4 at the lowest stage, is pulled out toward the center 13 of the shaft.

At this stage, the grout tube 6 is as described above.
The grout tube 6 is easily installed in the gap between the lining material 3 and the tail part 2 of the vertical shield excavator 1 because only a small amount of air remains inside and the outer shape is flat and thin and does not take up much space. I can do it.

When the vertical shield tunneling machine 1 is propelled toward the incisal end 14, the tail portion 2 of the vertical shield tunneling machine 1 moves downward at the same time.

During this progressing process, as shown in FIG. At the stage where it was installed in the gap and was divided into two parts,
The vertical shield excavator 1 is stopped.

In order to know this stop position, the correlation between the earth 10 and the vertical shield excavator 1 is marked on the vertical shield excavator 1 before the work.

The injection material 11 is injected into the grout tube 6 from one injection sleeve 7, and the remaining air in the grout tube 6 is removed from the other three injection sleeves 7.
After filling the injection material 11 and visually observing that the injection material 11 is leaking from the injection sleeve 7 other than the injection site, the tip of the injection sleeve 7 that is leaking is plugged.

In the same manner, the tips of all the injection sleeves 7 are closed, the injection pressure is measured, it is confirmed that the injection material 11 is completely filled, and the injection operation is stopped.

The distal end of the injection sleeve 7 into which the injection material 1l is injected is closed after the distal ends of the other injection sleeves 7 are all closed.

A uniform injection pressure is applied to the inside of the grout tube 6, so that the injection material 11 can be filled, and the gap between the earth 10 and the lining material 3 can be completely sealed.

At the same time, the backfilling grout 12 takes on the vertical weight of the lining material 3.

After the injection material 1l in the grout tube 6 has hardened, all the hanging ropes 9 are removed from the upper grout hole 4, and then the backfill grout 12 is inserted into the ground 10 from the upper grout hole 4.
and the voids in the lining material 3, filling and sealing.

After the above-mentioned work is completed, the tips of all the injection sleeves 7 are cut and removed, and all the grouting hole sleeves 5 are closed with a pair of watertight lids to make the entire surface of the 5-ring lining material 3 watertight. Then, the next stage of excavation of the ground begins.

Thereafter, the above-mentioned work cycle is repeated and the ground is excavated.

Before the work, the injection material 11 is injected into the grout tube 6.
Then, the material for the backfill grout 12 to be used in the gap between the earth 10 and the lining material 3 is prepared.

Foamed mortar is used as the material for the injection material 1l and the backfill grout 12.

"Effects of the Invention" Since the present invention is configured as described above,
It has the effects described below.

By adopting a vertical shield excavator, we were able to establish a construction method that is safe, efficient, and of high quality.

In this case, conventionally, back-filling grout is filled into the voids of the excavated ground and the lining material used to line the ground.
Spring water, groundwater, and sediment from the ground flow into the incisal edge, impeding the excavation work at the incisal edge, which has been a problem during construction. It is now possible to seal one spot per set of materials,
It was resolved.

High-head nylon drainage hoses used for grout tubes are not only commercially available and inexpensive, but also allow for easy manual work such as processing annular hoses, gluing injection sleeves, and gluing hanging tools. , highly reliable;
It's lightweight and excellent in all aspects.

The lining material is uniformly mass-produced in a factory, and there is almost no error in all dimensions, such as the external dimensions of the lining material and the diameter of the grout hole.As a result, construction can be carried out in a planned manner. The conventional problems have been solved, and the effect is great.

[Brief explanation of the drawings] Figure 1 is a general longitudinal sectional view of an example showing excavation work in the deep foundation construction method. Figure 2 is a general longitudinal sectional view of an example showing excavation work in the deep foundation construction method. Vertical shield tunneling machine tail section
Ground, bottom lining material, grout holes, grout hole sleeves, grout tubes, injection sleeves, hanging tools,
FIG. 2 is a partial vertical cross-sectional view of an embodiment showing the relationship among hanging lobes, injection material, backfill grout, etc.; Vertical shield tunneling machine Vertical shield tunneling machine tail section lining material Grout hole Grout hole sleeve Grout tube 7 ・ 8 ・ 9 ・ 10 ・ 1 1 ・ 12 ・ L3 ・ L4 ・ 15 ・ ・Gunting sleeve・Hanging tool・Hanging lobe, ground mass, injection material, backfilling graft, center of shaft, incisal end, friction force tip

Claims (1)

[Claims] 1. Grout tube equipped with injection sleeve (7) (
6), the gap between the tail part (2) of the vertical shield excavator (1) and the lining material (3), and the ground mass (10) located above the tail part (2) and the lining material ( 3), and install the grout tube (6) across both gaps of the lining material (3).
Wrap the lining material (3) in an annular manner over the entire outer circumference of the lining material (3).
) through the grouting hole (4) of the injection sleeve (7).
to the center (13) side of the shaft, and pour the injection material (11) from the injection sleeve (7) into the grout tube (6).
The vertical shield excavation machine ( Deep foundation construction method 2 using 1) is a backfilling grout (12) injected from the grout hole (4) of the lining material (3), which connects the ground (10) located at the top of the grout tube (6) and the lining material (3). The deep foundation construction method 3 according to claim 1, which fills the voids in the construction material (3), comprises a grout tube (6) suspended horizontally by a hanging rope (9), and according to claim 1 or claim 2. Hanging tool (8) attached to the grout tube (6) used for deep foundation construction method