KR100538316B1 - The apparatus and method of earth grouting using compressed air system for intermittent vibrated wave production - Google Patents

Abstract

The present invention efficiently adds a high concentration and high viscosity grouting liquid to a finely cracked portion of soil layer or rock by applying dynamic pressure to the grouting inlet using an air compressor and a grout pump. It is a technical problem to be achieved by the present invention to provide a new injection method that can be injected into the intermittent compressed air order, reinforcement grouting method and its apparatus (CIW grouting method).

Description

The apparatus and method of earth grouting using compressed air system for intermittent vibrated wave production}

TECHNICAL FIELD The present invention relates to a compressed air use order. A reinforcing grouting method, wherein a high concentration and high viscosity grouting liquid is applied to a grouting port by applying dynamic pressure to the grouting inlet by using dynamic pressure. The present invention relates to an order, reinforcing grouting method using intermittent compressed air, and a device for efficiently injecting the same.

Looking at another conventional grouting method, as follows.

(1) Chemical injection method

The injection method uses a relatively thin tube (called an injection tube) to apply various injection materials (called grouts) into the ground by using a relatively thin tube (called an injection tube) as if it is injected into the body using a needle. And it is one of the ground improvement methods to fill the gaps, cavities, cracks, etc. in the ground to increase the exponential and strength.

The target ground of the injection method as a countermeasure for soft ground is unresolved ground that is represented by alluvial deposits in urban civil engineering, volcanic eruptions in mountain tunnels, and aquifer weathered rock layers. Depending on the purpose of the injection, the condition of the ground, and the demand for the effect of injection, it is sufficient to improve the relatively weak layer mainly composed of split heat injection, but most of the accidents during the excavation are partially solid. Water is generated in the discontinuous portion of the soil, leading to loss of soil and overall collapse. Therefore, how to increase the continuity between the solidified bodies is important in the injection into the unsolidified ground, and it is a matter of design construction.

Since the injection method is simple, quick and the equipment is compact, it has many advantages that other methods cannot imitate. Therefore, it has been widely used for temporary construction in excavation in urban civil engineering and mountain construction, and has also left numerous achievements. There are many types and uses of the injection method. Therefore, classification is made according to the method of injection of the injection material into the ground or the injection material, and so on as shown in FIG.

Penetration injection is the mainstream of the chemical solution injection method, and the injection material that penetrates into the gap between the particles of the granules without scattering the skeleton of the granules is solidified at a predetermined time (called gel time) to solidify the ground. This is an injection type that is more than a chemical liquid injection, and is intended for permeable ground such as sand (sand) ground. The ground improvement mechanism by this infiltration is to push out and replace the water or air which the chemical liquid occupies between the granules with the chemical liquid. It is mechanically mixed with soil and solidified fire, or other soil improvement and improvement mechanisms that use earth to grind soil, and have the characteristics of using the interlocking between the granules of the original ground.

Infusion of a vein is an invasion of the injection material between the cracks or cracks existing in the ground, or a new injection pressure, which infiltrates the ground, thereby forming a vein. In rock injection, it is used to fill an injection material with an existing crack to increase watertightness. However, in general soft ground, improvement is made by pushing the injection material into the popping medium formed on the ground by excessive injection pressure or injection speed. In the field of rock engineering, partial heat injection for the purpose of hydraulic fracturing of the ground has been carried out before the extraction of crude oil and regional development, but in the case of ground injection, cement-based injection materials are used for the construction of soft clay ground. It is used for the purpose of suppression of settlement, etc.

Filling injection is injection that fills the ground with injection material. At this time, if the part to be filled in the ground already exists jointly, it is literally co-charging and filling injection when the grout is filled between the building and ground caused by ground subsidence. On the other hand, the filling injection method, which should be called the forced press type, has been introduced in recent years under the name of the compact grouting method. This method is to inject cavity into the ground and fill the part with injection material. Creating a cavity without splitting is achieved by injecting extremely non-flowable filler material into the ground at a relatively high pressure.

In this way, it is possible to form a lump of solidified material in a place almost as planned without having the injection material end up in the ground. As an injection material, it is a cement type small mortar of about 0-3 cm of slump, and the compounding consists of cement, soil, powder, and water. In this way, since the injection material is difficult to flow, the solidified body is cured into a mass or columnar phase, and the entire ground is raised. This property is actively used to correct the inequality of existing underground structures and buildings. It is also possible to underpin structures.

Substitution injection is a method of discharging the soil of the injection range by high-pressure injection, etc., and filling the injection material with the clay.

The injection methods currently used are mainly four types: single pipe rod injection, double pipe single phase injection, double pipe double phase injection and double pipe double parker injection. These are not different in the basic way of thinking, but are slightly different from the combination of the device and the injection material (see Fig. 7).

Currently, water glass-based chemical liquid (LW), SGR, urethane, etc. are used alone or in parallel as an injection method used in domestic construction sites. However, in developed countries, much improved and developed methods are being used, and artificial freezing method is used in the difficult construction section in parallel with the injection method. There is mortar or concrete injection method for restoring original buildings. The so-called compact grouting method, which injects a non-flowable material into a plurality of inlets, is the original restoration of a building that is commercially available in the United States and is uneven in Japan. In Korea, there is an example of a construction of a five-storey apartment building that is in the phase of demolition on the Pohang Super Soft Ground. Confined space To perform underground excavation work successfully under various adverse conditions such as complex underground works, adopt the appropriate construction method in consideration of construction scale, materiality, construction cost, construction period, soil condition, site construction conditions among various ground injection methods. And know exactly how to apply the chosen method.

Chemical injection means that the injection tube is inserted into the ground, and the chemical liquid is pumped and filled into the ground and the ground is solidified after a certain period of time. The soil is impregnated (order, index) or ground strength for the purpose. do. The current generalized chemicals are water glass chemicals, which are water glass only for the purpose of ordering and cement is used for the purpose of increasing the ground strength. Cement grouting, which has been applied to dam grouting and tunneling grouting, refers to a cement suspension pumped to solidify in the ground. Cement and water are hydrated to form a gel from sol, but the desired time varies depending on the temperature. It is a unit of several hours, and continuous feeding allows the place where the cement grout is set to be infinitely far away unless the injectable void is blocked. In this way, the injection method is a direct draft or ground improvement work, which can be carried out relatively easily and in small scale, with less pollution such as noise, vibration, and traffic difficulties, and it is shorter in air and can be constructed with other unavoidable methods. Have This method prevents the grounding of the earthwork of the earthwork, underpinning of adjacent buildings during earth excavation, and decreases the earth pressure of the earth walls during the excavation of the ground, and friction pile, tip support pile, and pier foundation. Is widely used in reinforcing bearing capacity, dam foundation index, shield tunnel excavation, large-scale subway construction, etc. to prevent ground collapse during tunnel excavation, and is recently used as a measure to reduce ground vibration. It is becoming a public law.

(2) Sintering method

The sintering method is intended to improve the engineering properties of the soil, such as increasing the strength of the soil and reducing the compressibility by boring a boring machine in the soft clay ground and heating the inside to sinter the surrounding soil. This process has long been known for its clay-based bricks, but the physical and chemical changes of the soil and its mechanical changes during the sintering process are complex. Thus, the principle of this method is known from old times, but it was extremely recent that it was actually developed as a ground improvement method. The development of this process is first of all I.M. Developed by Soviet technicians centered on Litvinov (1963), the current method in the Soviet Union is known to be comparable to other methods in its effectiveness and economics. Particularly, in Japan, the commercialization has been progressed on the national railway of Japan, and although there are not many embodiments, it is expected to be developed as an effective method for improving soft ground.

The improvement of the soft ground by the sintering method is to excavate the boring hole by digging effectively according to the vertical, horizontal and inclined condition of the ground, and the heating is performed by directly burning the fuel in the boring hole and heating it outside the hole. There is a method of heating the ground by injecting hot air into the hole.

The characteristic of the sintering method is that the increase in strength and compressibility of the soil after the treatment is larger than other soft ground improvement methods, but it requires an energy that is uneconomical. In addition, the success of this method overseas is mainly the case of unsaturated soils, and there are various problems with the ground improvement when the groundwater level is high and very soft. Examples of effective application of the sintering method include the following cases.

Reinforcement of roadbeds, roadbeds, stabilization of cut slopes, prevention of ground activities, increased bearing capacity of buildings, equipment, chimney foundations, prevention of settlements and recovery of structures subjected to uneven settlements (see Figure 8).

(3) Freezing method

The freezing method is to artificially change the pore water in the ground to ice to solidify the ground and to use the frozen ground as a temporary barrier wall and bearing wall under construction. Applicable soils are all soil layers, including sand layer, soft soil layer, and water layer. In 1862, the world's first freezing method was used to prevent the collapse of aquifers in the construction of vertical mine shafts in England. The example used for urban civil engineering seems to be the first in the world to build an extension of a 24 km underpass in Sweden in 1886. It is still used for vertical shaft construction and urban civil engineering in Germany, the United States, Canada and China.

The first freezing method was adopted in Japan in 1962, the construction of the bottom transverse water pipes in Osaka. Japan has made its own development under the disadvantages of higher ground temperature and poor ground condition compared to other countries. In the beginning of the development, it was often used for the tunnel bottom construction, but from the 1970s, the increase of the shield construction increased the application of the freezing method for the protection of the oscillation part, the reaching part, the sharp curve part, and the underground joint connection part of the shield. It occupies most of construction records. As the construction work of urban tunnels has been stiffened and deepened in Daegu, it is noticeable that the application of the tunnel to the high water pressure in the soil ground is aimed at perfect water barrier.

Continuous supply of a cryogenic liquid below freezing point into a steel pipe around 10cm in diameter called a freeze tube embedded in the ground to be frozen freezes the surrounding ground from the surface of the tube and grows concentrically as shown in Figure 9. When the freezing tubes are buried at intervals, the pillars of the frozen ground grow in the shape of the rings around the respective tubes, and finally the neighboring frozen pillars merge with each other to form a series of frozen walls (see Fig. 9).

According to the shape of the excavation, the freezing tube is embedded in the ground or the vertical shaft or the like to complete the frozen wall as illustrated in FIG. The shape of frozen ground can be freely formed according to the construction contents such as conical shape, abacus shape, horseshoe shape or their complex type as long as the freezing tube can be embedded.

The freezing method is divided into two methods shown in FIG. 11 according to the difference in the cryogenic liquid supplied to the freezing tube. The brine method cools brine (calcium chloride solution: freezing point -55 ℃ at specific gravity 1.286) to -25 ~ -35 ℃ by refrigeration cycle consisting of compressor, condenser, cooler, etc. Cool down. The liquid nitrogen method flows liquid nitrogen (boiling point -196 ° C) directly into the freezing tube to cool the ground mainly by the heat of vaporization. Most of the construction method and the brine per destination freeze cooler 100 horsepower toryang Japan is about 400 ~ 700m ^3. Appliances other than cooling towers are united and housed in machine rooms with soundproof walls installed on site. The 100-horsepower unit is about 2m x 4m x 2m ^H. The target freezing soil is less than 200m ³ , and the liquid nitrogen method is used only for short-term small works.

The freezing method, which is a ground improvement by heat, has the following characteristics. The biggest advantage is that the dynamic strength of the soil is so large that the strength of the soil increases by nearly 100 times as it freezes, so that it can be used as a bearing wall against water pressure. Moreover, since the bond strength (bonding force) of steel materials, concrete, etc. is also large, it can be used as a lining wall bearing wall continuous with another member. Another advantage is the uniform thickness of the frozen ground wall even in uneven ground to take advantage of the property of flowing from high to low heat. In addition, since no chemicals are used to harden the ground, there is no contamination of the ground during construction and even after completion of the construction.

On the other hand, the disadvantage is that depending on the soil, the volume expands when frozen, and conversely contracts when thawed, affecting existing structures nearby. And measures for mitigating the flow rate. It may be regarded as a drawback when compared with other construction methods that a certain period of time is required to create a frozen ground wall to use the ground heat conduction.

(4) Electric freezing method

At the same time, the electropenetration phenomenon occurs by energization, and electrolytic ions or colloidal substances originally or artificially introduced in the gap water start electrophoresis at each pole in response to the sign of the charge. They react with other substances that have been artificially introduced in the first place or naturally occur in the soil, causing precipitation freezing. The electric freezing method is the application of this mechanism, and there are two representative methods, an aluminum electrode method and an electric injection method.

Aluminum electrode method

In the case of using aluminum as the electrode material to be inserted into the ground, in addition to dehydration, electrolytic solidification occurs to precipitate and solidify aluminum electrolyzed from the pole material into the intergranular gap. The principle of solidification is not clear, but firstly expected is the formation of a localized solidification layer caused by the difference in partial dehydration rate with the increase in overall strength based on electropenetrating dehydration, and the formation of aluminum hydroxide by dissolution of electrode aluminum. In addition to precipitation, soil changes due to ion exchange between aluminum ions and clay particle surfaces can be cited. The following outlines the mechanism of ②.

Soil colloid adsorbs Yin and Yang ions and water, and Na ⁺ . K ^+, Ca ^{2 +,} cations such as Al ^{+ 3} are moved toward the anode, and emitting the H ₂ gas to deposit the metal, and from there, to generate a NaOH, KOH and the like. Therefore, the vicinity of the cathode becomes an alkaline zone. The tojung of _{^{SO 4 2 -, Cl -,}} CO 3 2 - anion, such as is and moving toward the anode, and, O _2, release the Cl ₂ gas, eh the like _{H 2 SO 4, H 2 CO} 3 vicinity acid It's up to you. Using aluminum as the electrode material of the acidic zone of the anode side, aluminum is SO ₄ ^2, which ionized by dissolution, and ^there-by the reaction with, Al ^{3 +,} H ^+, SO ₄ ^{2 -,} Al ₂ (SO ₄ ) ₃ coexists. In the cathode side, an alkaline zone Al ^{3 +} is present in the form of Al (OH) _3, by reaction with ^{NaOH Na +, Al 3 +,} OH - are dissolved in co-existence of state ^-, AlO _2.

In one of these note the intermediate portion, the acidic side Al ^{3 +} of the OH ^- reacts with Al (OH) precipitates. _3, and the alkaline side of AlO ₂ ^- is also Al (OH) by reaction with H ⁺ and H ₂ O Precipitates ₃ . These become crystalline Al (OH) ₃ due to physical causes such as heating and dehydration, and then change to crystalline bauxite and alumina.

These substances do not dissolve in water and are chemically stable. As described above, it can be seen that the formation position changes depending on the pH of the pore water. In the case of electro-infiltration and dehydration only, the increased soil strength is softened when water is absorbed again. However, in the case of the above method, the treated soil is extremely impermeable. It doesn't cause slaking. Therefore, this method is often used to improve the foundation ground and pile bearing capacity.

Electric injection method

Instead of eluting the electrode itself, a method of electrically solidifying the ground by artificially replenishing various curable liquids near the electrodes and injecting them into the soil electrophoretically or electrophoretically to achieve solidification of the ground. Its characteristics are that it can be applied to fine grain ground which can not be performed by ordinary mechanical injection, and that the injection material can be guided in any direction.

In this case, the soil moving mechanism of the material is roughly divided into the following two.

-It is induced as a liquid by the dehydration movement of the pore water by electrofiltration.

-Electrophoretic movement in the direction of the counter electrode due to the polarity of the nonelectrolyte material and the polarity of the electrolyte ions.

Depending on the nature of the materials used, either or both of them are caused simultaneously.

The most representative example of this process is water glass injection. The water penetration into the cathode water glass (NaHSO ₃₎ while a liquid or SiO ₃ ^{2 -} introduced in the direction of the positive electrode in the form of, and this is the tojung Ca ^{2 +,} Mg ^{2 +} and reactions, and to generate the silica gel Precipitation solidification. In addition, as an active freezing method, there is also a method in which electrolytic polymerization is achieved by using water glass and calcium chloride. Inserting the CaCl ₂ in the positive electrode Ca ^{+ 2.} Dissociates to Ca ²⁺ is Cl, and migration to the cathode, while the NaHSO ₃ inserted in the negative electrode is Na ^+, SO ₃ ^{2 -} to dissociation by, SO ₃ ^2- is soil from moving to the anode, between the ions of the above positive electrode In association with CaSiO ₃ to precipitate hardening occurs.

The present invention was derived to solve the above problems, by applying dynamic pressure to the grouting inlet using the hepatic compressed air, high concentration, high viscosity grouting solution to the finely cracked areas of the soil layer or rock It is a technical object of the present invention to provide a degree, a reinforcing grouting method, and a device using intermittent compressed air, which is a new injection method that enables to efficiently inject the same.

The present invention is very efficient because the system is completed only by attaching a simple hepatic compressed air injection device to the existing grouting system device. The following four characteristics of this process can be mentioned.

1. More grout material can be injected in a short time: Pulsation effect by hepatic compressed air allows more grout material to be injected in a short time compared to the conventional injection method, which can shorten the air. Do.

2. It is possible to inject to the minute cracks of the soil layer or rock: by the pulsating effect of the hepatic compressed air, it is possible to inject even more minute cracks than the cracks which can be injected by the conventional method.

3. It is also possible to re-inject the cracked part where the gap phenomenon occurs.

: Excitation of particles of grouting material due to pulsation phenomenon contaminates the grouting cavity and prevents crack gaps, so it can be injected into a place where it is difficult to inject any more grouting material or re-injected into a site where almost no grouting material is injected. .

4. Simple and easy to use injection system

: This method is very efficient because the system is completed by simply attaching a simple hepatic compressed air injection device to the existing grouting system device, and it does not require much space and requires little additional cost, thereby reducing the construction period and maximizing the construction effect. Can be written.

In order to achieve the above object, the present invention, the order and ground reinforcement is carried out the ground wall during the construction of the ground digging work and ground reinforcement grouting during the soft ground improvement construction cracks of the surrounding building due to groundwater loss and ground subsidence due to groundwater leakage Its purpose is to increase the water walls and ground strength by preventing the construction of concrete, and to increase the level of construction. The purpose is to install the water supply and sewage system such as temporary facilities, building new construction, subway construction, communication construction construction, power construction construction, car collection pipe, sewer pipe, etc. Securing bearing capacity and order at the same time, and securing the order and ground reinforcement at the same time when embankment order reinforcement work, dike existing structure and drainage door are installed, and when using the soft ground order and ground reinforcement simultaneously, installing the vertical landfill wall and permanently Installation of barrier wall (inorganic ground injection material), seawater inflow order and ground reinforcement Breakwater foundation reinforcement (when acuteness is required).

The present invention is the cause of leakage is unclear and the degree of leakage and sporadic leakage of water leaks and ground subsidence suppression or prevention and soft ground. Repair reinforcement method. When groundwater leaks into the structure, the grouting material is drilled and injected into the soil layer or soft rock layer for ordering and reinforcement purposes. It is a method that can maximize grouting reliability for the target ground by allowing it to penetrate into the cracked ground layer and achieve the purpose of the index simultaneously with the ground reinforcement.

The present invention uses intermittent compressed air in a construction section where a large amount of cracks or cracks are present in the ground to be grouted and there are many fine cracks or cracks. The grouting technique is so that the grouting material is completely filled.

The present invention injects the compressed air of high pressure into the grout injection hole drilled together with the grouting material in intermittent continuous operation before injecting the grouting material pressurized through the grouting pump into the grout injection hole, so that the injection material is more quickly and efficiently. It is a method to reach cracks and cracks.

This is to use the principle of increasing the penetration efficiency of the injection material by physically imparting a change in the pulsating wave type to the grouting injection material.

The present invention (see Fig. 1) is a grout mixer (Mixer) for mixing the grout injection material and the grout pump (Grout Pump) for applying pressure to the grout injection material and the compressed air produced in the air compressor (Air Compressor) and The grout injector, which is connected to the mixing air and grout mixing device, and the grouting injection pipe to facilitate the injection of grout injection material and the discharge of compressed air in the grout ball, the pressure and flow rate of the grout injection material transferred from the grout pump There is a return politics that detects and transfers grout injection material to the grout mixer when it is transferred to an excessive pressure.It is connected to the central control box and the central control box that control them electronically and automatically. Notes that let you programmatically process It consists of a computer.

The flow rate pressure detecting and conveying apparatus shown in FIG. 2 is provided with a flow rate and pressure detecting apparatus adjacent to the grout pump to minimize the repulsive pressure applied to the grout pump when the grout injection material mixed with the compressed air is transferred to the grout inlet. In the event that there is a risk of excessive pressure on the grout pump, shut off the solenoid valve B and open the solenoid valve A to return the grout filler material to the grout mixer. In the grouting injection process, the solenoid valve A is blocked and the solenoid valve B is opened so that the grout injection material is transferred to the compressed air + grout injection material mixing device.

The apparatus for mixing air and grout injection material shown in FIG. 3 causes the compressed air generated by the air compressor to be intermittently opened and closed in a continuous operation using the solenoid valve C to generate shock waves and pulsation waves in the injection pattern of the grout injection material. This allows the grout injection material to reach the cracks and cracks quickly and efficiently.

The grout injection device shown in FIG. 4 opens the solenoid valve D and blocks the solenoid valve E to be injected into the injection hole when the grout injection material mixed with compressed air having a shock wave and a pulsation wave reaches the grouting injection hole, and then temporarily After closing the solenoid valve D and opening the solenoid valve E, the compressed air trapped in the grouting injection hole is discharged quickly through the air pipe. This series of construction processes were programmed, inputted to the notebook computer, processed and delivered to the central control box so that the grouting injection work could be done continuously and automatically.

Hereinafter, the present invention will be described in detail with reference to the following Examples.

Example

1st process

After the grout injection material was introduced into the stirrer 4 and sufficiently stirred by the mixer 5, the grout pump 6 was operated to start supplying grout to the grout supply pipe 61,

2nd process

By the signal of the central control box 1 connected to the pressure detecting device 7-1 and the control cable 12 installed on one side of the grout supply pipe 61, if the pressure is overloaded, branched to the grout supply pipe 61 The solenoid valve 22 of the recovery pipe 71 is opened, and a part of grout is recovered to the stirrer 4 through the recovery pipe 71, and if it is normal, the solenoid valve 21 provided in the grout supply pipe 61 is opened to open air and Transferred to the grout mixing apparatus 20,

3rd process

The air and grout mixing device 20 is a device for mixing compressed air into the grout, the compressed air through the air pipe 11 by the operation of the air compressor 10 to the central control box (1) control cable ( By the operation of the solenoid valve 23 connected to 12), the air pipe 11 branched to the grout supply pipe 61 is adjusted while intermittently opening and shutting is performed continuously to generate shock waves and pulsating waves. It is injected into the grout mixing pipe 201 provided to mix the compressed air and the grout to be transferred to the grout injection device 100

4th process

When the solenoid valve 31 connected to the control cable 12 is opened to the central control box 1 installed at one end of the grout mixing pipe 201 to supply grout mixed with the compressed air introduced therein, the grout mixing pipe 201 The grout which is the end of the grout injection pipe 401 through the grout injection pipe 401 connected to the grout mixing pipe 201 is closed, the solenoid valve 32 provided on one side of the air discharge pipe 50 branched to Inlet is formed in the ground to compress and grout the ground,

The solenoid valve 23 connected to the control cable 12 on one side of the air pipe 11 and the central control box 1 connected to the air compressor 10 is blocked, and the solenoid valve provided in the air discharge pipe 50 ( 32) is opened to quickly discharge unnecessary saturated compressed air to the outside through the air pipe,

When the solenoid valve 23 connected to the control cable 12 is connected to one side of the air pipe 11 connected to the air compressor 10 and the central control box 1, the compressed air and grout are mixed to grout the ground again. By repeating the above operation by intermittently opening and closing the intermittent operation in a continuous operation to generate shock waves and pulsating waves of compressed air and grout mixed injection material quickly and efficiently to the minute cracks and cracks of the ground This series of construction procedures were programmed to reach the grout injection material, which was then input to the notebook computer, processed, and transferred to the central control box to allow continuous and automatic grout injection.

Hereinafter, the present invention will be described in detail with reference to the accompanying drawings.

1 is an overall view of an order and reinforcement grouting apparatus using intermittent compressed air of the present invention, FIG. 2 is a detailed view of the flow rate, pressure detection and conveying apparatus of the present invention, FIG. Fig. 5 is a detailed view of the grout injection device of the present invention, Fig. 5 is a detailed view of the shock pulsation wave grouting operation of the present invention. , Grout stirrer (4), grout mixer (5), grout pump (6), flow rate, pressure detection and conveying device (7), flow rate, pressure detecting device (7-1), grout conveying device (7-2) Compressor 10, air pipe 11, control cable 12, compressed air and grout mixing device 20, solenoid valves 21, 22, 23, 31, 32, control valve device 30, Connecting device 40, air discharge pipe 50, deleted portion grout supply pipe 61, grout recovery pipe 71, grout injection device 100, gras Agent mixing tube 201, the grout injection pipe 401, the Soil: A, grout filling part: it can be seen that shows the B.

1 to 5, the intermittent compressed air reinforcement and order grouting device includes a central control box 1 connected to a notebook computer 2, the central control box 1, and a control cable. The flow rate, pressure detection and conveying apparatus 7, the air and grout mixing apparatus 20 and the control valve 30 connected by 12, and the flow rate, pressure detection and conveying apparatus 7, A grout agitator 4 having a grout mixer 5 therein, a grouting pump 6 connected to the bottom of the grout agitator 4, and connected to the grouting pump 6, The grout supply pipe 61 provided with the flow pressure detection and conveying apparatus 7 installed at one side, the compressed air and grout mixing apparatus 20 connected by the grout supply pipe 61, and the air compressor installed at the other side. 10, and an air pipe (1) to the air compressor (10) 1) the compressed air and grout mixing device 20 connected by, the grout mixing pipe 201 connected to the compressed air and grout mixing device 20, and the end of the grout mixing pipe 201 It is a structure composed of a grout injection device (100).

As shown in FIG. 2, the flow rate, pressure detecting and conveying device 7 is spaced apart by a grout supply pipe 61 between the flow rate and pressure detecting device 7-1 and the grout conveying device 7-2. Are connected,

The recovery pipe 71 is provided as a branch pipe in the grout supply pipe 61 into which the grout flows, and is provided at the solenoid valve 22 installed at the middle one side of the recovery pipe 71 and at the outlet side of the grout supply pipe 61. It is composed of the provided solenoid valve 21, the solenoid valve (21, 22) and the flow rate and pressure detection device (7-1) is connected to the control cable 12 connected to the central control box (1),

The air and grouting mixing device 20 is connected to an air pipe 11 branched to one side of the grout supply pipe 61 to which the grout is supplied, and the grout mixing device pipe 201 mixed with compressed air and grout, and the air The solenoid valve 23 provided on the middle side of the pipe 11 and the solenoid valve 23 are connected to the control box 12 to the central control box 1, the upper end of the air pipe 11 Is connected to the air compressor 10, the grout mixing pipe 201 is a structure connected to the grout injection device 100,

As shown in FIG. 5, the grout injection device 100 includes a control valve device 30 provided at an end of the air and grout mixing device pipe 201 and an upper portion of the control valve device 30. Connected to the air discharge pipe 50 and the lower portion of the control valve 30 is connected to the connection device 40 is a structure consisting of a grout injection pipe 401 for injecting grout.

The control valve 30 is a solenoid valve 31 provided at one end of the grout mixing pipe 201 and the solenoid valve 32 provided at one side of the air discharge pipe 50 branched to the grout mixing pipe 201. And, the grout injection pipe 401 connected to the bottom of the grout mixing pipe 201,

The solenoid valves 31 and 32 are connected to the control cable 12 connected to the central control box 1.

The present invention as described above is able to shorten the air due to the pulsation effect by the hepatic compressed air, so that more grout material can be injected in a short time compared to the conventional injection method, and the existing pulsation effect by the hepatic compressed air It is possible to inject even finer cracks than the injectable cracks and to excite the grouting particles by intermittent (pulsation) phenomenon, so that the grouting hole is contaminated and the cracks are clogged, making it difficult to inject any more grouting materials. It can be injected into a place or re-injected into a place where almost no grouting material is injected. It is very efficient because the system is completed by simply attaching a simple hepatic compressed air injection device to the existing grouting system device. Reduced construction time without requiring additional cost And that it is an advantage that you can talk to maximize the effect of the construction.

1 is an overall view of the degree, reinforcement grouting device using the intermittent compressed air of the present invention

Figure 2 is a detailed view of the flow rate, pressure detection and conveying apparatus of the present invention

3 is a detailed view of the air and grouting mixing apparatus of the present invention

4 is a detailed view of the grout injection device of the present invention

Figure 5 is a detailed operation of the shock pulsating wave grouting of the present invention

6 to 11 conventional order, reinforcing grouting method, device picture

<Description of the Drawings>

Central control box (1), notebook computer (2), grout stirrer (4), grout mixer (5), grout pump (6), flow rate, input detection and grout conveying device (7), flow pressure detection device (7-) 1), grout conveying device 7-2, air compressor 10, air pipe 11, control cable 12, compressed air and grout mixing device 20, solenoid valves 21, 22, 23, 31, 32, control valve device 30, connecting device 40, air discharge pipe 50, grout inlet 60, grout supply pipe 61, grout recovery pipe 71, grout injection device 100, Grout mixing pipe 201, grout injection pipe 401, ground: A, grout filling site: B.

Claims (5)

In an order and reinforcement grouting device using intermittent compressed air, a flow rate and pressure detection connected by a central control box 1 connected to a notebook computer 2 and the central control box 1 and a control cable 12 is performed. And a conveying apparatus (7), a compressed air and grout mixing apparatus (20), and a control valve apparatus (30), and a recovery pipe (71) by the flow rate, pressure detection and conveying apparatus (7), and a grout mixer therein. A grout stirrer 4 provided with a grout, a grouting pump 6 connected to the lower part of the grout stirrer 4, and a flow pressure detection and conveying apparatus connected to the grouting pump 6 and installed on one side of the grouting pump 6; Grout supply pipe (61) provided with, Compressed air and grout mixing device (20) connected by the grout supply pipe (61), Air compressor (10) installed on the other side and the air compressor Compression holes connected to the air shaft 11 by the air shaft 11 And a grout mixing device 20, a grout mixing pipe 201 connected to the compressed air and grout mixing device 20, and a grout injection device 100 connected to an end of the grout mixing pipe 201. Order, reinforced grouting device using intermittent compressed air, characterized in that configured by. The flow rate and pressure detecting and conveying apparatus 7 is connected to the flow rate and pressure detecting apparatus 7-1 and the grout conveying apparatus 7-2 at regular intervals by a grout supply pipe 61. , The recovery pipe 71 is provided as a branch pipe in the grout supply pipe 61 into which the grout flows, and is provided at the solenoid valve 22 installed at the middle one side of the recovery pipe 71 and at the outlet side of the grout supply pipe 61. The solenoid valve 21 is provided, and the solenoid valves 21 and 22 and the flow rate and pressure detection device 7-1 are connected to the control cable 12 connected to the central control box 1. Order, reinforced grouting device using intermittent compressed air. The grout mixing pipe 201 of claim 1, wherein the air and grouting mixing device 20 is connected to an air pipe 11 branched to one side of the grout supply pipe 61 through which grout is supplied, so that compressed air and grout are mixed. And, the solenoid valve 23 provided on the middle side of the air pipe 11, and the solenoid valve 23 is connected to the control box 12 to the central control box (1), the air pipe (11) The upper end of the air compressor is connected to the 10, the grout mixing pipe 201 is a degree, reinforced grouting device using intermittent compressed air, characterized in that the structure is connected to the grout injection device (100). According to claim 1, The grout injection device 100 is a control valve device 30 provided at the end of the grout mixing pipe 201, and the air discharge pipe 50 connected to the upper portion of the control valve device 30 and Is connected to the lower portion of the control valve 30 by the connecting device 40 is a structure consisting of a grout injection pipe 401 for injecting grout, The control valve device 30 is provided on one side of the solenoid valve 31 provided at one end of the air and grout mixing device pipe 201 and the air discharge pipe 50 branched to the air and grout mixing device pipe 201. A solenoid valve 32 provided with a grout injection pipe 401 connected to the air and grout mixing device pipe 201 at a lower portion thereof; The solenoid valves 31 and 32 are ordered and reinforced grouting apparatus using intermittent compressed air, characterized in that the structure is connected to the control cable 12 connected to the central control box (1). In the order and reinforcement grouting method using intermittent compressed air, 1st process After the grout injection material was introduced into the grout stirrer 4 and sufficiently stirred by the grout mixer 5, the grout pump 6 was operated to start supplying grout to the grout supply pipe 61, 2nd process By the signal of the central control box 1 connected to the pressure detecting device 7-1 and the control cable 12 installed on one side of the grout supply pipe 61, if the pressure is overloaded, branched to the grout supply pipe 61 The solenoid valve 22 of the recovery pipe 71 opens, and a part of grout is recovered to the grout stirrer 4 through the recovery pipe 71, and the solenoid valve 21 installed in the grout supply pipe 61 is opened to open air. And is transferred to the grout mixing apparatus 20, 3rd process The air and grout mixing device 20 is a device for mixing compressed air into the grout, the compressed air through the air pipe 11 by the operation of the air compressor 10 to the central control box (1) control cable ( By the operation of the solenoid valve 23 connected to 12), the air pipe 11 branched to the grout supply pipe 61 is adjusted while intermittently opening and shutting is performed continuously to generate shock waves and pulsating waves. It is injected into the grout mixing apparatus pipe 201 provided to mix the compressed air and the grout to be transferred to the grout injection device 100, 4th process When the solenoid valve 31 connected to the control cable 12 is opened to the central control box 1 installed at one end of the grout mixing pipe 201 to supply grout mixed with the compressed air introduced therein, the grout mixing pipe 201 The grout which is the end of the grout injection pipe 401 through the grout injection pipe 401 connected to the grout mixing pipe 201 is closed, the solenoid valve 32 provided on one side of the air discharge pipe 50 branched to Injection hole 60 is formed on the ground to compress and grout the ground, The solenoid valve 23 connected to the control cable 12 on one side of the air pipe 11 and the central control box 1 connected to the air compressor 10 is blocked, and the solenoid valve provided in the air discharge pipe 50 ( 32) is opened to quickly discharge unnecessary saturated compressed air to the outside through the air pipe, When the solenoid valve 23 connected to the control cable 12 is connected to one side of the air pipe 11 connected to the air compressor 10 and the central control box 1, the compressed air and grout are mixed to grout the ground again. By repeating the above operation by intermittently opening and closing the intermittent operation in a continuous operation to generate shock waves and pulsating waves of compressed air and grout mixed injection material quickly and efficiently to the minute cracks and cracks of the ground This series of construction processes are programmed so that the grout injection material is reached, inputted to the notebook computer, processed and delivered to the central control box so that the grout injection operation can be carried out continuously and automatically. Degree, reinforcement grouting method.