KR101735261B1 - Automated grouting method based on algorithm using drilling and grouting with simultaneous soil exploration - Google Patents

Abstract

The present invention relates to an algorithm-based automated grouting method using perforation and simultaneous ground inspection. The algorithm-based and automated grouting method can unify a process by executing an inspection and a perforation operation at the same time, determining the conditions of inspection and grouting for all injection holes, using a scientific and engineered algorithm-based grouting mechanism to execute an optimal and real-time grouting operation and automating a series of injection and stopping processes to maximize the degree of ground waterproofing and reinforcement effects, thereby minimizing the cost of grouting while enabling the optimal performance. According to the present invention, the algorithm-based automated grouting method using perforation and simultaneous ground inspection includes the steps: a first step of sensing the speed, energy and reaction force of perforation in each depth of injection holes while perforating the injection target ground foundation by using a perforation apparatus, checking the injection target ground foundation in each depth through comparison of the sensing data and the reference data stored in a database and determining grouting conditions which include optimal injection conditions for the checked ground foundation state; a second step of calculating the real-time estimated injection amount in the injection holes by using the algorithm based on the optimal injection conditions of the grouting conditions determined in the first step and grouting in a manner of synchronizing the calculated and estimated injection amount as an actually measured injection amount while sensing the current grouting state; and a third step of automatically controlling an injection stop operation based on the current grouting state sensed through an automated grouting system on a real-time basis while the grouting operation is executed inside of the injection holes in the second step.

Description

TECHNICAL FIELD [0001] The present invention relates to an automatic grouting method based on drilling and simultaneous ground exploration,

More particularly, the present invention relates to a grouting method for grounding and reinforcement, and more particularly, it relates to a grouting method for grounding and reinforcement, (Spherical infiltration model) in the case of the soil layer in the grouting injection process and in the real time optimum condition (the injection amount in the case of the rock layer) based on the algorithm of the 2D and 1D models (two-dimensional model and one- - Automated control of grouting with real injection grooving injection) - Real time grouting - Automatic injection stopping - 5 kinds of injection stop items (design injection amount, injection pressure, injection speed, injection time, target penetration radius) to determine the priority of the Client and the contractor based upon the routing and automatic injection stop injecting (For example, the material 1-4000, the material 2-7000, and the material 3-9000) can be appropriately selected for the purpose. In addition, in order to maximize the infiltration compaction effect, the permeable and compaction type grout material is selectively And an algorithm-based automated grouting method using simultaneous ground exploration.

Generally, boring and grouting is a method of boring (puncturing) a raw ground for order or reinforcement in civil engineering or construction work, and injecting grout material into a gap, a gap or a gap in the hole by using a boring hole , Road tunnels construction, subway construction, high-speed railway construction, various mountain tunnels construction, dam construction, disaster hazard reservoir basement and repair and reinforcement of bank, repair and reinforcement of seawalls, large scale soft ground treatment, Widely used.

In such a grouting, first, an injection hole having a plurality of injection ports passed stepwise in four directions at predetermined intervals in a state where the injection holes are drilled in a vulnerable ground where voids, gaps or gaps are developed, and an injection packer is installed After that, grout material is injected into cracks, gaps or gaps through the cracks to cement them.

On the other hand, because the ground is diverse and the grouting conditions are different for each ground, the pre-grounding process before grouting is required for grouting for each ground.

In other words, the grounding degree and reinforcement process by grouting are preground investigations. Grouting holes are drilled and grouting is performed by injection of grout material. As such, it is necessary to carry out the pre-grounding process separately so that the workability is not good. Particularly, However, since the grouting condition is determined on the basis of the sampling survey, the optimum grouting for all the injection holes can not be achieved.

In addition, grouting grout grouting is not a scientific and technological method, but simply injecting is carried out by experience. As a result of excessive injection pressure, problems such as ground crushing, ground elevation, lateral flow, And in the opposite case, due to underpressure, an incomplete portion of the injection region is generated, so that the effect of degree and reinforcement of the ground can not be expected.

Korean Patent No. 10-1589298

SUMMARY OF THE INVENTION The present invention has been made to solve the above-mentioned problems, and it is an object of the present invention to provide a method and apparatus for simultaneously solving the process by simultaneously exploring and drilling processes, determining grouting conditions simultaneously with all injection holes, To optimize the order and reinforcement effect of the ground by automating a series of processes of injection and suspension and to realize the best performance while minimizing the cost of grouting and finally the drilling and simultaneous ground exploration Based grouting method using an algorithm-based automatic grouting method.

An algorithm-based automated grouting method using perforation and simultaneous ground exploration according to the present invention is a method of automatically boring a soil to be implanted through a perforator, sensing perforation speed, perforation energy and perforation reaction force by depth of an injection hole, Determining a grouting condition including an optimum injection condition suitable for the identified ground condition by comparing the reference data of the stored database with each other by depth; A real time predicted injection amount is calculated by an algorithm in the injection hole based on the optimum injection condition of the grouting condition determined in the first step, and the calculated predicted injection amount is grouted to the actual injection amount, ; And a third step of automatically controlling the injection stop based on the current grouting state sensed in real time through the automated grouting system while grouting the inside of the injection hole through the second step.

According to the algorithm-based automated grouting method using the perforation and simultaneous ground survey according to the present invention, it is possible to determine the optimum grouting conditions for the ground and depth by exploring the ground at the same time as drilling of the injection hole, It is effective to determine the optimal grouting conditions for the ground by exploring the ground for all the injection holes and to enable effective grounding and reinforcement through real-time optimization grouting by scientific and engineering algorithm. It is effective to shorten the construction period and to reduce the construction cost as compared with the case of performing and classifying grouting.

In addition, a series of processes such as boring, exploration and algorithm-based grouting (injection, suspension) are automated, which enables rapid response to changes in the ground, thereby maximizing the ground reinforcement effect and improving the reliability of the ground reinforcement technique.

1 is a process diagram of an algorithm-based automated grouting method using perforation and simultaneous ground survey according to the present invention.
FIG. 2 is an underground mapping view for grouting of a geotechnical exploration material according to the present invention. FIG.
3 is a view showing the composition of a grout material according to the present invention according to the present invention.
4 is a view showing an example of geotechnical exploration data during drilling according to the present invention.
5 is an exemplary view of a construction report according to the present invention;
6 is a graph showing the uniaxial compression strength of the ground according to the piercing speed.
7 is a graph showing the elastic modulus of the ground according to the puncture speed.
8 is a drawing of a soil layer (3D) spherical infiltration model.
9 is a drawing of a rock layer (1D) injection model.
10 is a diagram of a rock layer (2D) injection model;
Figure 11 shows a method and an implementation of an algorithm grouting implementation.
12 is a diagram showing an anomaly analysis method when X-shaped grouting is implemented.
Figure 13 shows a method and an implementation for automatic stopping of injection.

In the following description of the present invention, detailed description of known functions and configurations incorporated herein will be omitted when it may make the subject matter of the present invention rather unclear. The following terms are defined in consideration of the functions of the present invention, and these may be changed according to the intention of the user, the operator, or the like. Therefore, the definition should be based on the contents throughout this specification.

An algorithm-based automated grouting method using perforation and simultaneous ground exploration according to the present invention is as follows (see FIG. 1).

1. Perforation and simultaneous exploration.

In order to reinforce the ground by grouting, an injection hole is drilled in the ground. The drilling equipment is the same as the existing drilling equipment. However, the sensor module is applied to confirm the characteristics of the ground.

The sensor module senses various data required for determination of the grouting condition. The sensor module preferably senses the perforation speed, perforation energy, and puncture reaction force, measures a perforation speed, a perforation pressure gauge that senses perforation energy, A rotary pressure gauge is constructed. In addition, because there will be a change of strata by depth, a depth system is constructed to confirm the characteristics of the ground by depth. The present invention is not limited to the above-described sensors, and it is possible to take only some of the above-described sensors under the premise of achieving the object, as well as other sensors to be applied.

In addition, the sensing of the sensing module is performed in depth, but a timer may be provided for a period of time, and a clock for notation of a predetermined (year / month / day, time) may be provided.

Also, the database is used together to determine the optimum grouting condition based on the sensing value by the sensing module. The database is divided into various types of ground such as soil layer, limestone layer, sandstone layer, dolomite layer, etc. Also, the grouting condition for each ground is determined through the preliminary investigation of these grounds and this grouting condition is stored as reference data do.

The ground is punctured by using the perforating equipment having the above-described structure, and the ground data is sensed through the sensing module during the drilling operation.

The sensing by the sensing module can be variously performed according to the depth (interval), the cycle, etc. For example, according to the sensing per depth, the data is sensed with a period of 30 cm, for example.

2. Determine underground mapping and grouting conditions.

Through the exploration process, the sensing data of the perforation speed, the puncture energy and the puncture reaction force are acquired. The automatic grouting management system compares the sensing data with the reference data stored in the database and determines the ground based on all the injection holes and determines the ground Determine the appropriate grouting conditions.

As the exploration progresses in depth, the determination of the ground is also made in depth.

Grouting conditions are stored in each database in the database, and exploration, ground determination and grouting conditions are simultaneously performed.

The grouting condition may be an optimal injection condition.

The optimum injection conditions include injection pressure, injection rate, injection amount, injection material (powder degree, mixing ratio, etc.). The amount of injection is determined through the algorithm described below.

In addition, the grouting condition acquired through the exploration process may include a limit infusion condition together with the optimum infusion condition described above.

The limit injection conditions may include a maximum injection pressure, a maximum injection rate, a maximum injection amount, and the like.

The conditions of exploration and grouting are displayed on the monitor and stored in the memory.

The present invention is capable of both vertical perforation, horizontal perforation and perforated perforation.

Grouting is performed in accordance with the injection of the grout material to a plurality of injection holes. The grouting can be performed immediately after the injection hole is punched and before the piercing of the other injection holes, or after all (or many) The injection can be performed simultaneously. In the latter case, there may be two or more injection holes determined to be on the same ground through the exploration, and there is an underground mapping process to inject two or more injection holes of the same ground condition together. The underground mapping process is to bundle two or more injection holes of the same ground condition into one injection line.

For example, as shown in FIG. 2 (FIG. 2 shows a pattern of an injection hole when drilling for tunnel construction), a plurality of injection holes are formed in accordance with the degree of softness using ground survey data during perforation in each hole, III. ≪ / RTI > The I region has a high degree of weathering, the II region has a moderate weakness zone, and the III zone has a relatively low degree of softness. The grouting injection method corresponding to the injection hole of each region is shown in Table 1 below.

As can be seen from Table 1, the optimum injection material and W / C are determined for each injection hole according to the degree of softness.

The method of underground mapping using the ground survey results during drilling, that is, the method of binding the injection holes, is to use the perforation speed. The uniaxial compressive strength and elastic modulus of the ground can be calculated by using the piercing speed. Fig. 6 shows the relationship between the uniaxial compressive strength of the ground and the piercing speed. Fig. 7 shows the relationship between the elastic modulus of the ground and the piercing speed.

The weakness classification used for the underground mapping in the next step is divided into the I to III regions and the weakness and weathering degree of the ground based on the puncture speed.

Through such a method, each injection hole is divided into weak zones, and injection holes of the same weak zone are bundled under the same injection conditions.

Meanwhile, according to the present invention, grounding is performed at the same time as boring, and grouting conditions are determined as a group of perforation holes according to the degree of softness through underground mapping based on the exploration information obtained through the exploration process. However, it is possible to determine and determine the pre- and post-injection effects by measuring the maximum injection pressure, minimum injection pressure, and permeability coefficient of the ground in addition to the grouting conditions determined in the underground mapping, The test procedure (injection test; water (water) injection test) must be performed before.

In the drilling process, when drilling of the design depth is completed by using the drilling equipment, the drilling equipment is pulled out from the injection hole to the ground, and then the ground around the injection hole is tested. Tests are conducted differently depending on the soil and rock grounds.

Limestone test is applied in the soil layer, and Lugeon test is applied in the rock bed. Since the ground is confirmed through the exploration process, it is possible to select the limit casting test and the casting test.

Through these tests, the limit injection conditions (limit injection pressure or limit injection pressure and limit injection amount) can be confirmed.

Based on the test result, the limit injection condition, injection control and injection stop are performed.

If the limit injection conditions are determined together with the grouting conditions on the basis of the exploration, the limit injection conditions obtained through the test are compared with the limit injection conditions obtained in the grouting condition determination process. If these values are different, grouting obtained in the grouting condition determination process The value of the condition is corrected to the value determined in the test process, and the subsequent process is carried out based on the corrected value.

3. Grouting.

The configuration for grouting consists of grout material, grouting means and algorithm-based automatic grouting system (AGS).

The grout material is composed of ultrafine composite silica cement (cement, pozzolanic ultrafine composite silica), a high solubility material (hydrate solid solution, complete solid solution, delayed solid solution) and a dispersant.

The ultrafine composite type silica cement is prepared by mixing at least one pozzolanic ultrafine composite silica selected from diatomaceous earth, slag, volcanic ash, fly ash and rice husk having a powder degree of 3,500 to 9,000 cm2 / g or more and a powder degree of 8,000 cm2 / 100 parts by weight of ultrafine composite type composite silica cement having a particle size of 3 to 5 탆 and a rapid solidifying agent having a standard gel time of 5 to 15 seconds and a complete solution having a standard gel time of 40 to 90 seconds and a standard gel time of 300 to 420 seconds 1 to 5 parts by weight of at least one of delayed coagulants and 1 to 3 parts by weight of at least one dispersing agent selected from the group consisting of naphthalene, polycarboxylic acid, melamine and aminosulfonic acid.

Cement is a white gray ultrafine powder and has a true specific gravity of 3.0 ± 0.1 and a Blaine specific surface area of about 3,500 ~ 9,000㎠ / g, which is superior to ordinary cement and superior in permeability to fine pores.

The pozzolanic ultra-fine particulate composite silica is a mixture of at least one of diatomaceous earth, slag, volcanic ash, fly ash and rice husk having a powder degree of 8,000 to 9,000 cm 2 / g. When two or more species are mixed, It is freely adjustable.

When the pozzolanic silica is mixed with the cement-based catalyst, the hydration type cement admixture comprises 1 to 20% by weight of the pozzolanic silica, 1 to 6% by weight of the cement-based catalyst, and 75 to 98% by weight of the high-strength cement.

The standard type fastening agent is composed of 20 to 35% by weight of the pozzolanic silica and 1 to 6% of the cement-based catalyst and 60 to 78% by weight of the high-strength powdered cement.

The delayed type fastening material is composed of 40 to 60% by weight of pozzolanic silica and 40 to 60% by weight of powdered cement.

The dispersing agent is one or more of naphthalene-based, polycarboxylic-based, melamine-based and aminosulfonic-based and is mixed with 1 to 3 parts by weight based on 100 parts by weight of ultrafine composite-type silica cement.

In general, as the cement particles, the undifferentiated solid particles tend to agglomerate with each other in order to reduce the surface energy rather than the wetting action of the three-dimensional surface when they are in contact with water, so that the fluidity is lowered. A charging layer called a diffusion electric double layer is formed and an electric mutual repulsive force is generated between particles having a potential of the charging layer, thereby greatly increasing the fluidity of the cement.

The hardening material and the dispersing agent are used in the same manner as the particle size of the ultra fine particle composite silica cement.

The grout material having such a composition is variously configured according to the degree of powder (see FIG. 3). For example, the material 1-4000, the material 2-7000, and the material 3-9000 are classified. ~ 4,000 ㎠ / g. It is used for infiltration from ground such as sand mixed with gravel and refraction in clay soil. The material 2-7000 has a powder viscosity of 6,500 ~ 7,000 ㎠ / g, -9000 is used for infiltration in silty sandy soil as well as fine-grained rock layer with a powder degree of 7,500 ~ 9,000 ㎠ / g.

The grout material is divided into a general grout material and an infiltration compaction type grout material according to a grouting method.

The above-mentioned grout material is the same as the above-mentioned general grout material.

The infiltration compaction type grout material is a mixture of 95 to 99 wt% of the general grout material and 1 to 5 wt% of the swelling agent. If less than 1 wt% of the swelling agent is mixed, the infiltration compaction effect is weak. When the swelling agent is mixed more than 5 wt% The strength is weak.

The swelling agent is a calcium sulfate aluminate (CSA) type swelling agent composed of 40 to 50 wt% of CaO, 20 to 30 wt% of Al2O3, and 25 to 30 wt% of SO3.

The grouting automatic management system includes a grout re-supply unit, a grout pump that supplies grout material from the grout material supply unit, a sensor (pressure gauge, flow meter) that senses the pressure and flow rate of the grout material fed through the grout pump, A controller for adjusting the pressure and flow rate of the grout material fed through the grout pump, and a computer for communicating with the controller to display and store the injection pressure and the injection amount in real time.

The grout re-supply unit stores a grout grout material manufactured by one or a plurality of mixing methods used in the past.

The grout pump is connected to the grout material supply unit by one or more supply pipes, and pumped by varying the discharge pressure of the grout material supplied through the supply pipe under the control of the computer. Here, the grout pump can change the discharge pressure by changing the RPM of the motor by inserting the motor into the existing structure.

A valve, a pressure gauge, and a flow meter are equipped to control the injection pressure and the injection flow rate of the grout material.

The valve is controlled on / off or opening according to the control of the computer to control the flow rate of the grout material.

The pressure gauge checks the pressure of the grout material supplied from the grout pump through the grout material supply unit (or the discharge pressure discharged through the grouting unit), converts the pressure value into a digital value, and outputs the digital value.

The flowmeter checks the flow rate of the grout material supplied from the grout pump through the grout material supply unit, converts the flow rate value into a digital value, and outputs the digital value.

The controller is connected to the grout pump, the flow meter, the pressure gauge and the valve to display the flow rate and pressure values of the flow meter and the pressure gauge, and displays the flow rate value and the pressure value and the discharge pressure value of the grout pump through wired / And switches the valve according to the switching signal of the valve transmitted from the computer. Here, the controller has a general PLC panel configuration, and may include a power supply module, a digital input / output module, an analog input module, a CPU module, a wired / wireless modem, a wired / wireless network card,

The computer (notebook computer) has a configuration of a normal notebook computer, and an automatic injection management program is installed, and grouting is performed in real time through a flow value and a pressure value transmitted from the controller through wired / wireless communication through the automatic management program The flow rate value and the pressure value are stored at the same time as the situation is displayed, and when the flow rate value of the flow meter and the pressure gauge, the pressure value and the discharge pressure value of the grout pump are set by the user, these values are compared And outputs a switching signal for controlling the valve. That is, the grout pump, the valve, and the like are controlled so that the optimal injection conditions determined through the exploration process and the present injection conditions are the same.

The automatic injection management program comprises a customized grouting designing part, a real time injection managing part, a graph display part, a ground injection state displaying part, and a data storing part (database).

The custom grouting design part determines the optimal injection condition and the limit injection condition by comparing the ground data (on-site geological condition) obtained in the course of the drilling and the data previously stored in the database.

The real-time injection management unit sets the discharge pressure value of the grout pump so as to correspond to the optimum injection condition and the limit infusion condition set by the customized grouting design unit, graphically displays the grouting progress state in real time, The flow rate of the flow meter and the pressure gauge, the pressure value of the flow meter and the pressure gauge, and the discharge pressure value of the grout pump are compared. Based on the comparison result, it is determined that the valve has the optimum injection condition determined from the customized grouting design part, The pressure or the flow rate is adjusted by switching the valve to operate in the condition or by outputting the control signal by the grout pump and varying the discharge pressure value thereof. At this time, the real-time injection management unit may control the pressure and the flow rate by simultaneously controlling the valve and the grout pump.

The graph display unit accumulates and displays the injection pressure, the injection flow rate, and the cumulative flow rate, which are checked in the real-time injection management unit, in units of minutes or units of time and displays them in a graph.

The ground injection status display unit displays the injected amount and the injection pressure by the difference of the shade.

The data storage unit displays the injection pressure, injection flow rate, cumulative flow rate to be checked in the real-time injection management unit in minutes or in units of time, classifies them by year / date / time / Is connected to a printer (not shown) and outputted as a sheet.

Through the above equipment, algorithm grouting is performed in the injection hole in the following order and automatic injection stop is determined.

3-1. The main input values for the algorithm grouting.

The algorithm is based on the injection pressure, the viscosity and the yield strength of the material according to the mixing ratio, which are detected in real time for injection by grouting. Other necessary data are automatically set in advance in the program.

3-2. Algorithm grouting is used to make the injection.

The injected pressures detected and the viscous and yield strength expressions of the injected material are input (automatically / manually enabled) to calculate the predicted injected amount by the real-time algorithm. At the same time, the actual injected amount is calculated to be equal to the predicted injected amount Quantity is applied in co-ordination.

In addition, when the difference between the predicted dose and the actual dose continues (the difference between the actual dose and the actual dose is more than ± 15% for more than 5 minutes), the material can be changed through an automatically operated silo, mixer, Real-time co-injection is performed using a hardening material whose composition ratio is adjusted and gel time is adjusted (see FIG. 11).

3-3. Algorithm Detection and prevention of occlusion and loss phenomenon in grouting.

Algorithm grouting is the best way to achieve ideal grouting. The most ideal grouting shows an X-grouting injection pattern.

As can be seen from FIG. 12, the section indicating the occlusion phenomenon is a case where the injection pressure is relatively increased greatly and the actual injected amount is decreased compared to the predicted injection amount, which is a difference. In this case, the countermeasure is to adjust the material to the worst case (W / C 1 or more), and the gel time is used as long-gel time (30 seconds ~ 60 seconds).

In addition, the interval that indicates the loss phenomenon is the case where the injection pressure is decreased and the actual injected amount is increased compared to the predicted injection amount, and the difference occurs. In this case, as a countermeasure, the gel time should be adjusted to short-gel time (5 seconds to 20 seconds) by adjusting the dissymmetric (W / C 1 or less) of the material and using the hardener.

3-4. Five Priority-based Auto Injection Suspensions

During grouting, if the current injection condition is sensed from the automated grouting system even if one of the five preset injection stop conditions is met, the automatic notification window and its current status will be notified to the field manager by a text message. If it matches the first rank, stop grouting.

The 5th order stopping criterion is based on the design amount standard (design amount per each step), injection pressure standard (injection pressure based on each institution), injection speed standard (injection speed per each organ), injection time standard (predicted injection time value) (Cumulative penetration length value), and it can be set in accordance with the criteria of setting for each ground before injection. In addition, the five criteria can be changed according to the kind of the ground, characteristics of the site and various demands. 5 The method of inputting the ranking is as shown in Table 3 below.

Item (priority can be changed) Criterion and Application Method Application example Design injection amount Stopped when reaching design injection amount by each step 00 kg / step Injection pressure 1) Three farms in Korea
2) 4 criteria of unexplored countries
3) US three engineer standards 00 kg / cm2, lasting 00 min Injection rate 1) Three farms in Korea
2) 4 criteria of unexplored countries
3) US three engineer standards 00 L / min Under 00 minutes Injection time Stop when the actual time reaches the predicted time by the predicted injection time formula 00 min Target penetration distance In the case of the soil layer, the cumulative penetration distance is stopped when the target penetration distance is reached. 00 m

Further, the present invention automatically generates a report (see FIG. 5) for confirming the condition of the grouting construction. The construction report provides various construction data such as injection day, injection status, P ~ p ~ t chart, test and construction data. In addition, CCTV and Smart Phone can be used to remotely monitor the situation of the site, and AGS main screen can be remotely managed.

Hereinafter, an algorithm for predicting the injection amount used in the algorithm-based automated grouting injection method according to the present invention will be described.

The predicted dose calculation algorithm is divided into soil layer (3D) and rock layer (1D, 2D). 3D (3-D) generally refers to the infiltration flow of material in the soil layer, and also refers to the state of joints in the case of soft rocks, where joints tend to be more complex and occur in cancers with high porosity (see FIG. 8). In a 2D (2D) flow, the joints are mostly the same as the numbers and are a complicated distribution around the area, such as a disc disc (see FIG. 9). On the other hand, 1D (one-dimensional) flow restricts flow to more or less parallel lines (see FIG. 10).

1. An algorithm for estimating the amount of injection in the soil layer (3D).

The predicted injection amount calculation algorithm in the soil layer (3D) utilizes the correlation between the viscosity change and the dynamic gradient using the spherical penetration model as shown in FIG.

In order to predict the amount of grouting in multi-dimensional ground such as soil layer (3D), a new proposal formula that can predict the injection amount in real time is shown in the following equation (1-1).

식(1-1)
3D:

(1-1)

here,

:

시간 동안의 주입량,

: 전체주입량,

: 초기 천공시 구근의 반지름,

: i시간 동안 증가되는 구근의 반지름,

: i시간 동안 변하는 지반의 공극률,

: i시간에서의 측정간격시간,

: 그라우트재의 단위중량,

: 지반의 고유투수계수를 의미한다.In equation (1-1)

:

The amount of time,

: Total dose,

: The radius of the bulb during initial puncture,

: the radius of the bulb increased for i hours,

: the porosity of the ground which varies over time i,

: measurement interval time in i time,

: Unit weight of grout material,

Means the inherent permeability coefficient of the soil.

는 일정하다고 가정하였으며 왜냐하면 현장에서 측정되는 데이터는 거의 1초단위로 측정되기 때문이다.In the above formula (1-1)

Is assumed to be constant because the data measured in the field is measured in approximately one second.

In the equation (1-1), the diopter gradient is data that varies with time, so it is improved as shown in the following equation (1-2).

식(1-2)

Equation (1-2)

: 동수경사,

: i시간에서의 주입압,

: i시간 동안 증가되는 구근의 반지름,

: 지하수의 압력을 의미한다. In equation (1-2)

: Water slope,

: injection pressure at time i,

: the radius of the bulb increased for i hours,

: Groundwater pressure.

는 그라우트재의 시간에 따른 점도 변화를 나타낸 것이다. 이는 실내시험에서 측정된 점도값으로부터 표 4와 같은 시간에 따른 점도함수(

)를 구하여 실시간 주입량예측을 위해 사용하였다.
In the formula (1-1), the viscosity change

Shows the viscosity change with time of the grout material. From the viscosity values measured in the room test, the viscosity function according to the time as shown in Table 4

) Were used to predict real - time dose.

W / C 2.0 1.0 0.8

)Viscosity function
(

) 0.0055 * e ^ 0.00042t 0.015 * e ^ 0.00042t 0.095 * e ^ 0.00042t

2. Algorithm for Estimation of Predicted Injection Amounts in Rock Layer (1D, 2D).

(1D) injection model of FIG. 9 is used in the case of 1D of the calculation of the predicted injection amount in the rock layers 1D and 2D, and the correlation of the one-dimensional main body and the grout flow is expressed by the following equations (2-1) Can be defined as (2-2).

식(2-1)

Equation (2-1)

: 주입체적,

: 침투길이,

: 절리의 폭,

:절리의 두께,

: 상대적 침투길이,

: 최대침투길이,

: 주입압력,

: 재료의 초기 항복강도를 의미한다.In equation (2-1)

: Mainstream,

: Penetration length,

: Width of joint,

: Thickness of joint,

: Relative penetration length,

: Maximum penetration length,

: Injection pressure,

: The initial yield strength of the material.

It can be calculated to apply to several joints as summarized in Eq. (2-2) using Eq. (2-1).

식(2-2)

(2-2)

: 전체 주입체적,

: 상대적 침투길이,

: 주입압력,

: 재료의 초기 항복강도,

: 절리의 폭,

:절리의 두께를 의미한다.In equation (2-2)

: Whole state three-dimensional,

: Relative penetration length,

: Injection pressure,

: Initial yield strength of the material,

: Width of joint,

: It means the thickness of the joint.

The formula for calculating the predicted flow of 1D using equation (2-2) is shown in the following equation (2-3).

식(2-3)

Equation (2-3)

: 전체 주입량,

:주입체적의 미분값,

: 상대적침투길이의 미분값,

: 그라우팅 시간,

: 재료의 초기 항복강도,

: 주입압력,

: 재료의 초기 항복강도,

: 절리의 폭,

: 절리의 두께를 의미한다.In equation (2-3)

: Total dose,

: The differential value of the main three-dimensional body,

: Derivative value of relative penetration length,

: Grouting time,

: Initial yield strength of the material,

: Injection pressure,

: Initial yield strength of the material,

: Width of joint,

: It means the thickness of the joint.

In the case of 2D, the volume injected into the circular joints according to the interval "b" can be expressed by the following equation (2-4), and FIG. 10 is a model diagram of the rock layer (2D) injection model.

식(2-4)

Equation (2-4)

: 주입체적,

: 침투길이,

: 절리의 두께,

: 상대적 침투길이,

: 최대침투길이,

: 주입압력,

: 재료의 초기 항복강도를 의미한다.In equation (2-4)

: Mainstream,

: Penetration length,

: Thickness of joint,

: Relative penetration length,

: Maximum penetration length,

: Injection pressure,

: The initial yield strength of the material.

Equation (2-5) shows the formula for calculating the principal component of several joints using Equation (2-4).

식(2-5)

(2-5)

: 전체 주입체적,

: 상대적 침투길이,

: 주입압력,

: 재료의 초기 항복강도,

: 절리의 두께를 의미한다.In equation (2-5)

: Whole state three-dimensional,

: Relative penetration length,

: Injection pressure,

: Initial yield strength of the material,

: It means the thickness of the joint.

Equation (2-5) shows that the method of calculating the predicted flow rate of 2D using the equation for obtaining the total principal body volume is as shown in Equation (2-6).

식(2-6)

(2-6)

: 전체 주입량,

: 전체주입체적의 미분값,

: 상대적 침투길이,

: 상대적침투길이의 미분값,

: 그라우팅 시간,

: 주입압력,

: 재료의 초기 항복강도,

: 절리의 두께를 의미한다.In Equation (2-6)

: Total dose,

: Derivative value of the entire main body,

: Relative penetration length,

: Derivative value of relative penetration length,

: Grouting time,

: Injection pressure,

: Initial yield strength of the material,

: It means the thickness of the joint.

In order to predict the amount of grouting in the ground such as the rock layer (1D, 2D), a new proposal formula that can predict the injection amount in real time is as shown in equation (2-7) for 1D and equation (2-8) for 2D.

식(2-7)1D:

Equation (2-7)

:

시간 동안의 주입량,

: 전체주입체적의 미분값,

: 상대적침투길이의 미분값,

: 그라우팅 시간,

: 주입압력,

: 재료의 초기 항복강도,

: 절리의 폭,

: 절리의 두께를 의미한다.
In equation (2-7)

:

The amount of time,

: Derivative value of the entire main body,

: Derivative value of relative penetration length,

: Grouting time,

: Injection pressure,

: Initial yield strength of the material,

: Width of joint,

: It means the thickness of the joint.

식(2-8)2D:

Equation (2-8)

:

시간 동안의 주입량,

: 전체주입체적의 미분값,

: 상대적침투길이의 미분값,

: 그라우팅 시간,

: 주입압력,

: 재료의 초기 항복강도,

: 절리의 두께를 의미한다.
In equation (2-8)

:

The amount of time,

: Derivative value of the entire main body,

: Derivative value of relative penetration length,

: Grouting time,

: Injection pressure,

: Initial yield strength of the material,

: It means the thickness of the joint.

W / C 2.0 1.0 0.8

)Yield strength formula
(

) 0.295 * e ^ 0.00039t 1.49 * e ^ 0.00038 t 10.2 * e ^ 0.00037 t

는 일정하다고 가정하였으며 왜냐하면 현장에서 측정되는 데이터는 거의 1초단위로 측정되기 때문이다. 식(2-7) 및 식(2-8)에서 재료의 항복강도의 변화를 나타내는

는 그라우트재의 시간에 따른 항복강도 변화를 나타낸 것이다. 이는 실내시험에서 측정된 항복강도 값으로부터 표 5와 같은 시간에 따른 항복강도 함수(

)를 구하여 실시간 주입량예측을 위해 사용하고자 한다.
In the new proposal equation

Is assumed to be constant because the data measured in the field is measured in approximately one second. (2-7) and (2-8) show the change in the yield strength of the material.

Shows the change in yield strength with time of the grout material. From the yield strength values measured in the room test, the yield strength function

) And to use it for real-time injection dose prediction.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is to be understood that the invention is not limited to the disclosed exemplary embodiments. It is to be understood, however, that the invention is not to be limited to the specific forms thereof, which are to be considered as being limited to the specific embodiments, but on the contrary, the intention is to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the invention as defined by the appended claims. .

Claims (8)

The perforation speed, perforation energy, and puncture reaction force are perceived by the depth of the injection hole while perforating the ground through the perforation device, and the ground to be injected is checked in depth by comparing the sensed sensing data with the reference data of the pre- A first step of determining a grouting condition including an optimum injection condition suitable for the identified ground condition;
A real-time predicted injection amount for the inside of the injection hole is calculated by an algorithm based on the optimal injection condition of the grouting condition determined in the first step, and the calculated predicted injection amount is grooved to the actual injection amount and the current grouting state is sensed Step 2;
And a third step of automatically controlling the injection stop based on the current grouting state sensed in real time through the automated grouting system while grouting the inside of the injection hole through the second step,
In the first step, the grout material is classified according to the degree of powder, and the grout material having a powder degree of 3,500-4,000 cm2 / g is determined in the sandy ground and the clayey soil mixed with the gravel. In the sandy soil, 7,000 ㎠ / g, and the grout material having a powder degree of 7,500 to 9,000 ㎠ / g is determined in the rock layer and the silt silt having a fine joint. The algorithm-based automated grouting using the perforation and simultaneous ground exploration Way. The method according to claim 1, wherein the ground is divided into different zones based on the ground condition identified in the first step, and the divided ground areas are mapped underground, wherein an algorithm-based automated grouting method using perforation and simultaneous ground survey . The method according to claim 1, further comprising: performing algorithm-based automated grouting using perforation and simultaneous ground survey to set the injection conditions for each injection hole grouped according to the degree of softness by ground mapping the ground area based on the ground condition identified in the first step Way. The method according to any one of claims 1 to 3, wherein the second step uses an algorithm of a two-dimensional or one-dimensional model in the case of the rock layer and the predicted injection amount in the case of the soil layer using the algorithm of the three- The grouting is performed while matching the predicted injection amount,
The third step is automatically performed when the current grouting state sensed in real time in the automated grouting system matches the 5th priority-based automatic injection stop condition based on design amount reference, injection pressure reference, injection speed reference, injection time reference, Wherein the stopping of the injection is controlled. delete [4] The method according to claim 4, wherein in the second step, the predicted injection amount of the soil layer (3D)

, here,

Based on the above formula,
In the above formula

:

The amount of time,

: Total dose,

: The radius of the bulb during initial puncture,

: the radius of the bulb increased for i hours,

: the porosity of the ground which varies over time i,

: measurement interval time in i time,

: Unit weight of grout material,

: An algorithm-based automated grouting method using perforation and simultaneous ground survey, characterized by the inherent permeability coefficient of the ground. [4] The method of claim 4, wherein the second step is to estimate the predicted implantation amount of the rock layers (1D, 2D)

Is determined on the basis of the above formula, and in the above formula

:

The amount of time,

: Derivative value of the entire main body,

: Derivative value of relative penetration length,

: Grouting time,

: Injection pressure,

: Initial yield strength of the material,

: Width of joint,

: The thickness of the joint,
In the rock layer (2D) injection model

Is determined on the basis of the above formula,

:

The amount of time,

: Derivative value of the entire main body,

: Derivative value of relative penetration length,

: Grouting time,

: Injection pressure,

: Initial yield strength of the material,

: An algorithm-based automated grouting method using perforation and simultaneous ground exploration, characterized by a joint thickness. [3] The method of claim 1, wherein the second step is to adjust the amount of material occlusion when the injection pressure is increased to a relatively large value while the actual injected amount decreases with respect to the predicted injection amount, and the gel time is set to 30 to 60 seconds ,
And the gel time is set to be within 5 seconds to 20 seconds in the case of using the hardened material by adjusting the material's dissymmetry in case of a loss phenomenon in which the actual injection amount is increased compared to the predicted injection amount while the injection pressure is lowered. An algorithm - based automated grouting method.

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