KR20090130515A - Foundation fixed anchor system and the soft foundation anchor construction technique for which this was used - Google Patents

Abstract

PURPOSE: A ground fixed anchor system and a soft ground anchor construction method using the same are provided to increase the strength and frictional force by perpendicularly applying the pressure to a wall of a perforated hole. CONSTITUTION: A ground fixed anchor system(S) is composed of an anchor structure(100), a grouting pump(200), a pressure control unit(300), an injection pipe(140), an exhaust pipe(150), and a fiber anchoring reinforcing material. The anchor structure comprises an inner body, a strain steel wire, and a fastening hole. The inner body includes at least one inner body. The strain steel wire is wound on the front end of the inner body. The fastening hole mutually fixes the inner body and the strain steel wire. The injection pipe and the exhaust pipe are installed at the predetermined location of the inner body. The fiber anchoring reinforcing material covers the inner body, the strain steel wire, the injection pipe, and the exhaust pipe. The grouting pump is connected to the injection pipe of the anchor structure. The pressure control unit is connected to the exhaust pipe of the anchor structure.

Description

Foundation anchored anchor system and the soft foundation anchor construction technique for which this was used}

The present invention relates to a ground anchoring anchor system and a method for constructing a soft ground anchor structure using the same, and in particular, it can be applied to soft ground such as silt layer, clay layer, high permeability sand gravel layer, and landfill layer to ensure constructability, economy and stability. Earth anchor technique.

Strut and Earth Anchor methods are generally widely used in the excavation work for the basic construction of building and civil engineering at home and abroad.

In the case of non-small construction site, the support method is disadvantageous compared with the earth anchor method, which is inferior in constructability and economic feasibility, and the construction period is long, resulting in interference with other processes such as construction work.

For this reason, in recent years, there is a tendency to select the earth anchor method rather than the support method for the excavation work.

However, when the earth anchor method is applied to silt and clay layers, loose sandy soils, and landfill layers, the friction strength expected due to weak ground strength due to soft ground disturbance during drilling, difficulty in grouting construction by groundwater and hydraulic pressure, and loss of grouting fluid through gaps, etc. There is a problem that the number of earth anchors and the length of the fixing structure is increased due to the failure.

In particular, when large-scale excavation work is carried out in the soft ground, methods to overcome the shortcomings of the earth anchor method are being developed at home and abroad.

In Korea, the three sides of the country are the sea, and rivers and rivers are developed, and they are often exposed to soft ground.

In recent years, development through coastal reclamation is often carried out, such as the Songdo, Cheongna districts, and the Sihwa Lake basin in the Incheon and West Coast regions, and the Busan New Port and Noksan National Industrial Complex are representative of the south coast.

In addition to these coastal landfills, soft grounds that are distributed on land adjacent to the west and south coasts are rapidly developing.

The characteristics of such a landfill and soft ground are very loose, with an N value of 10 or less, and an unundrained shear strength (Su) of about 3.0 tf / m ² .

In addition, the groundwater level in the soft ground is high, the arching effect is not exhibited during drilling, and thus the empty wall is often collapsed or relaxed.

In the buried and gravel deposit layers with large voids, the grouting liquid is lost directly into the strata and the fixing structure is not completely formed. Therefore, local destruction can be started at the weak part of the fixing structure. This can lead to collapse accidents.

In soft ground such as clay and silt layers, tensile cracking frequently occurs in the soft ground due to the secondary pressurization, and excessive grouting liquid is required to fill voids caused by the tensile cracking, leading to uneconomic construction.

In addition, in the soft ground, the strength of the soft ground itself is small and loose, so that the ground expands during the second pressurization and contraction occurs due to the pressure release when the casing is removed, so that sufficient friction between the grouting liquid and the ground is difficult to be exerted.

Therefore, it is urgently needed to develop an earth anchor method that can be applied to soft ground such as soft silt, clay layer, large permeable sand gravel, stone layer and landfill layer.

In Korea, the development area of coastal landfills and soft ground is increasing rapidly.

In this regard, there is an urgent need for anchors that can be constructed on soft grounds in terms of efficient use of land, construction, economics and stability.

Therefore, the marketability through technology development is 74 trillion won in construction work based on the 2007 construction white paper.

In addition, coastal reclamation sites in Dubai, the Middle East, United Arab Emirates, are developing rapidly, and are expected to continue for several decades. In addition, Thailand and Vietnam, where the soft ground has developed due to its geographical characteristics, are also developing high-rise buildings and new towns by domestic construction companies.

Accordingly, the present invention has been made to solve the problems described above, to increase the strength and frictional force by increasing the strength and frictional force by applying a pressure perpendicular to the wall of the drilled hole to develop an anchor structure that can be used in soft ground The purpose of the present invention is to provide a ground anchoring anchor system and a method for constructing a soft ground anchor structure using the same.

The ground anchoring anchor system according to the present invention for achieving the above object is to at least one or more load bearing body, a tension wire having a constant length and wound around the tip of the load body, and to fix the load and the tension wire to each other; A binding hole provided in the lower body, an injection tube and an outlet tube installed in a longitudinal direction at a predetermined position of the lower body, and a binding port fixed to the inner body so as to fix the inner body, the injection tube and the discharge tube to each other; An anchor structure composed of a fiber fixing reinforcement made of fibers to surround the lower body, the tension wire, the injection pipe, and the discharge pipe; A grouting pump connected to the injection pipe of the anchor structure and supplying a high pressure grouting liquid; It is connected to the discharge pipe of the anchor structure, characterized in that composed of a pressure control unit for adjusting the pressure of the grouting solution so that the fiber fixing reinforcement is not ruptured by the high pressure grouting liquid injection pressure.

In addition, the soft ground anchor structure construction method using the ground anchoring anchor system according to the present invention for achieving the above object comprises the steps of perforating the target soft ground using a casing and excavation equipment to form a punching hole; Firstly injecting grouting liquid into the casing inserted into the drilling hole; Inserting the anchor structure of the ground anchoring anchor system into the boring hole filled with the grouting liquid; After drawing the front end of the casing inserted into the drilling hole by the length of the fixing support portion of the anchor structure, install a pressure cap on the drawn casing, and injecting grouting liquid by pressure through the pressure cap between the inside of the hole and the anchor structure Removing the casing step by step while filling the; Injecting the grouting solution at high pressure through the injection tube of the anchor structure to expand the fiber fixing reinforcement of the anchor structure to closely adhere the fiber fixing reinforcement to the perforation hole, and then check the discharge of the grouting liquid through the discharge pipe of the anchor structure. Thereafter, closing the shutoff valve of the pressure gauge to block the discharge of the grouting liquid; Reinjecting the grouting solution into the fiber fixing reinforcement material adhered to the hole at low pressure, and then expanding the fiber fixing reinforcing material and curing the grouting solution; Tensioning the entire tension wire by repeating a process of tensioning the tension wire of the anchor structure to give a predetermined amount of tension; The tensioned tension wire is fixed to the anchorage in order to be fixed, characterized in that it consists of the step of arranging the tension wire and the injection pipe and the discharge pipe.

As described above, the ground anchoring anchor system and the method for constructing a soft ground anchor structure using the same have the following effects.

First, in terms of economics, the present invention is to reduce the construction cost by reducing the total amount of anchor installation than the conventional anchor method by improving the fixing structure to exhibit the maximum pull-out resistance in the soft ground.

To this end, anchors were developed by covering the fixing structure in a bag with a fiber-fixed reinforcing reinforcement that is flexible and can withstand pressures of 3 to 5 kg / cm ² .

This is an anchor construction method by inserting the anchor into the drilling hole and injecting the grouting liquid at a constant pressure inside the fiber fixing reinforcement.

When grouting inside the fiber anchoring reinforcement, the fiber anchoring reinforcement expands and pushes out the external grouting solution of the anchoring anchor structure to compress the surrounding ground, thereby expanding the attachment area with the ground, resulting in a large pullout resistance. .

Therefore, when developing such soft ground anchors, the cost of materials and city parks are slightly increased compared to conventional anchors, but the total construction cost is reduced because the length of the fixing structure and the total number of constructions are reduced.

Second, in terms of constructability, even if the present invention is advantageous in terms of economics or stability, there will be a problem in field application if the constructability is poor.

Therefore, in developing the present invention, a method of injecting, discharging pipe, and grouting liquid discharge pressure used to construct a fixing anchor structure reinforced with fiber fixing reinforcement materials will be clearly presented. It is a construction method that can get maximum effect while reducing as much as possible.

Third, in securing the construction quality, the present invention when the high-pressure grouting in the fiber fixing reinforcement is expanded fiber fixing reinforcement to push the external grouting solution to anchor anchor structure to compress the surrounding ground and at the same time the ground of the drilled hole Because it will be in close contact with the product, quality control should be carried out to bring about a large increase in pull resistance.

In order to carry out such quality control, a special pressure gauge for measuring grouting liquid pressure at the outlet of the discharge pipe as well as the injection pressure is intended to develop the quality control technology of the fixing support using the discharge pressure discharged from the fiber fixing reinforcement.

In addition, when developing a fixing anchor structure reinforced with fiber anchoring reinforcement material, the design and construction should be made in a different way from the conventional anchors.

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

1 is a schematic view showing a ground anchoring anchor system according to the present invention, Figure 2 is an exemplary view showing a fiber anchoring reinforcement of the ground anchoring anchor system according to the present invention, Figure 3 is a cross-sectional view taken along line AA of FIG. 4 is a cross-sectional view taken along the line BB of Figure 2, Figure 5 is an exemplary view showing a loading body of the ground anchoring anchor system according to the present invention, Figure 6 is enlarged the injection pipe installation position of the ground anchoring anchor system according to the present invention 7 is an enlarged view illustrating the discharge pipe installation position of the ground anchoring anchor system according to the present invention, and FIG. 8 is an enlarged detail view of a pressurized cap portion of the ground anchoring anchor system according to the present invention. 9 is a detailed view showing the pressure control unit of the ground anchoring anchor system according to the present invention.

As shown in these figures, the ground anchoring anchor system according to the present invention is at least one or more of the lower body 110, the tension wire 120 having a constant length and wound around the tip of the lower body 110, and Binding port 130 is installed on the lower body 110 to secure the lower body 110 and the tension wire 120, and the injection tube is installed in the longitudinal direction at a predetermined position of the lower body 110 ( 140 and the discharge pipe 150, the binding hole 130 is fixed to the lower body 110 to be fixed to the lower body 110 and the injection tube 140 and the discharge pipe 150 and the lower body ( An anchor structure 100 composed of a fiber fixing reinforcement member 160 made of fibers to surround the tension wire 120 and the injection pipe 140 and the discharge pipe 150; A grouting pump 200 connected to the injection pipe 140 of the anchor structure 100 and supplying a high-pressure grouting solution G; Is connected to the discharge pipe 150 of the anchor structure 100, the pressure control unit 300 for adjusting the pressure of the grouting solution (G) so that the fiber fixing reinforcement 160 is not burst by the high pressure grouting solution (G) injection pressure It consists of

That is, the ground anchoring anchor system (S) according to the present invention is the anchor structure 100 and the grouting pump 200 and the pressure control unit 300 to ensure that the anchor structure 100 is properly anchored in the soft fixing range (170) It is a system that is organically combined.

Here, the anchor structure 100 is wound around the tip of one or more of the load bearing body 110 to the respective tension steel 120, the binding body 130 and the tension steel 120 binding sphere 130 Fixed to each other, so that the tension steel wire 120 extends to a certain length, and the injection pipe 140 and the discharge pipe 150 are disposed at a predetermined position in the fixing portion of the anchor structure 100, and these and the load-bearing body After fixing the 110 to the binding holes 130, the tension tube 120 and the inlet tube 110 is fixed to each of the lower body 110 and the lower body 110 arranged at regular intervals. The fiber fixing reinforcement member 160 of the bag-shaped fiber fixing reinforcement member (140) and the discharge pipe 150 is made of fiber, the tension wire 120, the injection tube 140 and the discharge pipe 150 It is to be fixed tightly and tightly.

In addition, the fiber fixing stiffener 160 was developed to improve the pull resistance and prevent the loss of grouting solution (G), to wrap the lower body 110 in a bag shape, the material is elastic and 3 ~ 5kg The moisture contained in the grouting solution G pressurized and filled in the fiber fixing reinforcement 160 by using a fiber material that can withstand pressure of about / cm ² is partially dehydrated to the outside of the fiber fixing reinforcing material 160. As the water cement ratio (w / c) is lowered, the strength of the grouting liquid (G) of the anchor structure 100 is to be increased and promoted.

In addition, the injection tube 140 serves to pressurize the grouting solution G at a high pressure into the fiber fixing reinforcement 160 so that the inside of the fiber fixing reinforcement 160 is tightly filled, and the perforation hole 420. 15 to 16 mm in diameter so that the tip portion, which is the inlet of the injection tube 140, is placed on the upper portion of the lower body 110 installed at the end, the n-th from the first lower body 110 inside the fiber fixing reinforcement 160 In the injection pipe 140 installed up to the lower body 110 to form a plurality of ejection holes 142 perforated bidirectional holes at intervals of 0.5 ~ 1.0m to ensure uniform pressure grouting inside the fiber fixing reinforcement 160 when pressed do.

In addition, the discharge pipe 150 has a diameter of 15 to 16mm to check whether the inside of the fiber fixing reinforcement 160 is tightly filled when the grouting solution (G) is pressurized at a high pressure inside the fiber fixing reinforcement (160). As the pipe, the filled grouting liquid G is injected to apply a predetermined pressure to the pressure gauge 340 of the pressure control part 300 installed in the discharge pipe 150 so that the anchor structure 100 is expanded.

On the other hand, the pressure control unit 300 has a T-type elbow 310 is connected to one side to the discharge pipe 150; A shutoff valve 320 connected to the other side of the T-shaped elbow 310; A pressure sensor 330 connected to an upper portion of the T-shaped elbow 310; Consists of a pressure gauge 340 connected to the upper end of the pressure sensor 330.

The pressure control unit 300 is installed in the discharge pipe 150, it was possible to measure the pressure of the grouting solution (G) so that the fiber fixing reinforcement 160 is not ruptured by the high pressure grouting liquid (G) injection pressure, By controlling the discharge pressure serves to form the optimum anchor structure 100.

In addition, the pressure cap 430 developed to effectively fill the grouting liquid G between the drilling hole 420 and the anchor structure 100 by high pressure injection of the grouting liquid G is installed at the head of the casing 410. .

Hereinafter, the construction of the soft ground anchor structure using the ground anchoring anchor system according to the present invention having the configuration as described above.

10a to 10g is a process diagram showing the construction process of the soft ground anchor structure using the ground anchoring anchor system according to the present invention.

As shown in these drawings, the construction method of the soft ground anchor structure using the ground anchoring anchor system according to the present invention is drilled by using the casing 410 and excavation equipment at regular intervals to the target soft ground 400 Forming 420; Injecting grouting liquid (G) into the casing 410 inserted into the drilling hole 420 firstly; Inserting the anchor structure (100) of the ground anchoring anchor system (S) into the drilling hole (420) filled with the grouting liquid (G); After drawing the front end portion of the casing 410 inserted into the drilling hole 420 by the length of the fixing support portion of the anchor structure 100, a pressure cap 430 is installed on the drawn casing 410, the pressure cap ( Injecting the grouting solution (G) by pressure through the 430 to remove the casing 410 step by step while filling between the inside of the drilling hole 420 and the anchor structure 100; The grouting solution (G) is injected at high pressure through the injection pipe 140 of the anchor structure 100 to expand the fiber fixing reinforcement 160 of the anchor structure 100 to fix the fiber fixing reinforcement 160. After close contact with the 170, after confirming the discharge of the grouting liquid (G) through the discharge pipe 150 of the anchor structure 100, the blocking valve 320 of the pressure gauge 340 by closing the grouting liquid (G) Blocking the discharge of c); Re-injecting the grouting solution (G) into the fiber fixing reinforcement member (160) in close contact with the drilling hole (420) at low pressure, and expanding the fiber fixing reinforcement member (160) to cure the grouting solution (G); Tensioning the entire tension wire (120) by repeating a process of tensioning the tension wire (120) of the anchor structure (100) to give a predetermined amount of tension; The tensioned tension wire 120 is sequentially fixed to the anchorage 440, and comprises the step of arranging the tension wire 120, the injection pipe 140 and the discharge pipe 150.

Here, the ground anchoring anchor system (S) is at least one or more of the lower body 110, the tension wire 120 having a constant length and wound around the tip of the lower body 110, and the lower body 110 And the binding port 130 is installed on the lower body 110 to secure the tension wire 120 and the injection tube 140 and the discharge pipe 150 is installed in a longitudinal direction at a predetermined position of the lower body 110. ), A binding port 130 fixed to the lower body 110 so as to fix the lower body 110, the injection pipe 140 and the discharge pipe 150, and the lower body 110 and the tension wire ( An anchor structure 100 composed of a fiber fixing reinforcement member 160 made of fibers to enclose a 120 and an injection pipe 140 and an outlet pipe 150; A grouting pump 200 connected to the injection pipe 140 of the anchor structure 100 and supplying a high-pressure grouting solution G; It is connected to the discharge pipe 150 of the anchor structure 100, and the fiber fixing reinforcement 160 is scheduled to a pressure range suitable for the construction environment of the anchor structure 100 so as not to be ruptured by the high pressure grouting liquid (G) injection pressure , The pressure control unit 300 for adjusting the pressure of the grouting liquid (G).

In particular, the fiber fixing reinforcement 160 is made in a bag shape as a whole, can withstand 3 ~ 5kg / cm ² pressure, is composed of a fiber material having a water permeability.

In addition, the pressure control unit 300 has a T-shaped elbow 310 is connected to one side to the discharge pipe 150; A shutoff valve 320 connected to the other side of the T-shaped elbow 310; A pressure sensor 330 connected to an upper portion of the T-shaped elbow 310; The pressure gauge 340 is connected to the upper end of the pressure sensor 330 is installed, the grouting liquid (G) injected into the anchor structure 100 through the injection pipe 140 is inside the anchor structure 100 After filling all flows into the discharge pipe 150, by acting pressure on the pressure gauge 340 by opening and closing the shut-off valve 320 of the pressure control unit 300, the anchor structure 100 inside the fiber fixing reinforcement 160 Adjust the prescheduled pressure appropriate to the construction environment.

In addition, the injection tube 140 is installed on the upper portion of the lower body 110 installed at the end of the drilling hole 420, made of a tube of 14 ~ 16mm in diameter, 0.5 to 1.0m interval in the injection tube 140 A plurality of ejection holes 142 bored in both directions is formed, it is configured to uniformly grout the pressure when the fiber fixing reinforcement 160 inside.

In addition, the discharge pipe 150 is disposed at a position of 0.5 ~ 1.0m inward from the inlet fiber fixing reinforcement 160.

In addition, the pressure range suitable for the construction environment of the anchor structure 100 controls the discharge side pressure gauge 340, and sets the injection pressure in the range of 0.5 to 4 kg / cm 2 to a total stress of 6 to 30 tf / m 2.

That is, the method for constructing a soft ground anchor structure using the ground anchoring anchor system according to the present invention was developed as an alternative to the conventional general anchoring method, and the anchor structure 100 includes one or more front ends of each of the load bearing bodies 110. While winding in the tension wire 120, while fixing the interlocking body 110 and the tension wire 120 to the binding port 130, so that the extension of the tension wire 120 to a certain length, each load body Arrangement of the injection pipe 140 and the discharge pipe 150 in a predetermined position on the 110, and fixing them and the lower body 110 with the binding port 130, and then each load body arranged at regular intervals The bag of the fiber fixing reinforcing material 160 of the bag-shaped fiber fixing reinforcement member 110 and the tension steel wire 120 fixed to the lower body 110 and the injection pipe 140 and the discharge pipe 150 installed in the lower body 110 is made of fibers. While being included inside the upper portion of the bag-shaped fiber fixing reinforcing material 160, tension steel wire 120, injection pipe It is an assembly that is tightly bound and fixed to the 140 and the discharge pipe 150.

Here, the fiber fixing reinforcement 160 is made to wrap the lower body 110 in a bag shape, the material is water permeable, elastic fiber can withstand about 3 ~ 5kg / cm ² pressure Moisture contained in the grouting solution (G) pressurized and charged in the interior of the fiber fixing reinforcement 160 using a material of the water dehydrated to the outside of the fiber fixing reinforcing material 160, the water cement ratio (w / c) is lowered Since the first gelled in the portion combined with the fixing stiffener 160 is synergistic to the internal grout pressing force to increase the strength and strength of the grouting solution (G) of the anchor structure (100).

In addition, the fiber fixing reinforcement 160 is 160mm in diameter, the thickness can adjust the length of the reinforcing material used according to the length of the anchor structure 100 to about 0.5mm, when injecting grouting liquid (G) at high pressure Two layers of sewing shall be made to avoid the loss of grouting fluid (G) from the knot.

And, when the grouting solution (G) is injected into the fiber fixing stiffener 160 using the injection pipe 140 located on the upper portion of the first lower body 110 installed at the end of the drilling hole 420 (Fiber fixing stiffener ( 160 is expanded to apply a pressure in a direction perpendicular to the grouting liquid and the soft fixing range 170 of the external anchor structure 100 reinforced with fiber fixing reinforcement (160).

This phenomenon consolidates the weak fixation range 170 of the surroundings, leading to an increase in strength.

In addition, the increase in strength increases the frictional force between the soft anchoring range 170 and the anchor structure 100 to increase the pullout resistance of the anchor structure 100.

Therefore, the fiber fixing reinforcement 160 may be referred to as the core technology of the present invention together with the pressure control unit 300.

In addition, the pressure control unit 300 installed in the discharge pipe 150 has been developed to measure the pressure of the grouting solution (G) so that the fiber fixing reinforcement 160 is not ruptured by the high pressure grouting liquid (G) injection pressure, discharge By adjusting the pressure serves to form the bulb of the optimum anchor structure (100).

The pressure control unit 300 has been specially manufactured because it should measure the pressure of the grouting liquid (G) present in the earth particles, it is installed in the discharge pipe 150.

Therefore, the grouting liquid G injected into the anchor structure 100 through the injection tube 140 fills the inside of the anchor structure 100 and flows out to the discharge pipe 150.

At this time, when closing the shut-off valve 320 of the pressure control unit 300, a pressure acts on the pressure gauge 340, by adjusting the pressure inside the fiber fixing stiffener 160 to the optimum anchor structure 100 Form.

In addition, the injection pipe 140 serves to pressurize the grouting solution (G) to the inside of the fiber fixing reinforcement 160 at high pressure to fill the fiber fixing reinforcement 160 tightly, and to drill holes 420. 14) A diameter of 14 to 16 mm was developed so that the distal end portion of the inlet of the injection tube 140 is disposed on the upper portion of the first inner body 110 installed at the end.

In addition, a plurality of ejection holes 142 formed by punching bi-directional holes at 0.5 to 1.0 m intervals are pressurized in a pipe installed from the first inner body 110 to the inner body 110 in the fiber fixing reinforcement member 160 at intervals of 0.5 to 1.0 m. When the fiber fixing reinforcing material 160 is uniformly pressurized grouting injection tube 140.

In addition, the discharge pipe 150 has a diameter of 14 to 16 mm to check whether the fiber fixing reinforcement 160 is tightly filled when the grouting solution G is pressurized at a high pressure inside the fiber fixing reinforcement 160. As the pipe, when the grouting liquid G is ejected to the discharge pipe 150 at the same pressure as the injection pressure, the pressure of the grouting liquid G is increased while opening and closing the shutoff valve 320 of the pressure control part 300. Adjust.

In addition, the discharge pipe 150 is disposed in the position of 0.5 ~ 1.0m from the inlet of the bag-shaped inlet of the fiber fixing reinforcement 160, the outlet of the discharge pipe 150 is mounted on the pressure control unit 300.

Hereinafter, a method of determining the proper injection pressure will be described.

The bursting pressure of the fiber anchoring reinforcement 160 is determined by the hydraulic pressure and strength characteristics of the perforated ground, the strength of the ground is affected by the drilling method and the effective stress.

In addition, we tried to derive the correlation between N value, hydraulic pressure and bursting pressure of fiber fixing reinforcement material 160, indicating the strength of the ground. However, as mentioned above, the N value range of the test ground was very narrow (between 5 and 7). It was hard to do.

In general, the strength of the soft ground increases with the depth (effective stress) and because the hydraulic pressure will also affect the expansion of the fiber anchoring reinforcement 160, the fiber anchoring reinforcement (160) using the total stress that includes both effective stress and water pressure ) It is reasonable to predict the burst pressure, and in the present invention, the graph for predicting the burst pressure of the fiber fixing reinforcement member 160 using the present invention is presented.

After measuring the rupture pressure of the fiber anchoring reinforcement 160, this data was presented according to the total stress and the following graph for the injection pressure management was presented.

In addition, in the present invention, the following graph was derived by performing an optimum injection pressure (management pressure) confirmation test to propose a management pressure.

Injection pressure control chart

In order to obtain the optimum injection pressure, pressurization was carried out by changing the pressure below the bursting pressure at the same total stress.

As a result of the test, when the pressure from the bursting pressure of the fiber fixing reinforcement 160 to about one third of the bursting pressure was used as the injection pressure, the design drawing force could be secured.

Therefore, it is judged that the anchor quality can be secured by using the pressure of ZONE-2 in the previous table. The characteristics of each control chart area are as follows.

ZONE-1: Low injection pressure range → Since the bulb diameter of the anchorage that can secure the design drawing force below the proper injection pressure cannot be secured, anchor should be used by injection pressure above ZONE-1.

ZONE-2: Control pressure range → Means the pressure from the minimum of 0.6㎏ / ㎠ to the anchorage pressure line within the fiber fixing reinforcement member 160 to secure the optimum anchorage diameter. box. In addition, the lower limit of the management pressure zone (ZONE-2) indicated by the dotted line in the previous control chart was determined to be about one third of the upper limit based on the field construction experience.

ZONE-3: Pressure zone of rupture caution → The pressure zone in which the fiber fixing stiffener may rupture should be controlled below this range when injected.

ZONE-4: Burst pressure area → If the injection pressure is within this area, the fiber fixing reinforcement may rupture and fixation body of uniform diameter may not be formed, and cement milk may be lost to ground voids in gravel and stone layers. Be careful because there is.

Ground anchoring anchor system according to the present invention made of a configuration and construction as described above and soft ground anchor structure construction method using the same is the soft ground through the expansion of the fiber fixing reinforcement material 160 to serve as a fixture of the anchor structure (100) Since the fixing force is exerted by using the friction force between the 400 and the grouting liquid (G), there is an effect of minimizing the occurrence of tensile cracking of the ground that occurs during pressurization for fixing in the general underground anchor.

In addition, since it is a closed-type injection grouting by the fiber fixing stiffener 160, it is possible to minimize the loss of the grouting solution (G) in the large voids, so that economical construction is possible, and there is no loss of injection material. Since the friction force is increased by the expansion of the fiber anchoring reinforcement 160, there is an effect that can ensure a certain fixing force than the general pressure injection grouting.

1 is a schematic view showing a ground anchoring anchor system according to the present invention,

Figure 2 is an exemplary view showing a fiber anchoring reinforcement of the ground anchoring anchor system according to the present invention,

3 is a cross-sectional view taken along the line A-A of FIG.

4 is a cross-sectional view taken along the line B-B of FIG.

5 is an exemplary view showing a load bearing body of the ground anchoring anchor system according to the present invention;

6 is an enlarged detailed view showing an injection pipe installation position of the ground anchoring anchor system according to the present invention;

Figure 7 is an exemplary view showing an enlarged discharge pipe installation position of the ground anchoring anchor system according to the present invention,

Figure 8 is an enlarged detailed view showing the pressure cap portion of the ground anchoring anchor system according to the present invention,

9 is a detailed view showing a pressure control part of the ground anchoring anchor system according to the present invention;

10a to 10g is a process diagram showing the construction process of the soft ground anchor structure using the ground anchoring anchor system according to the present invention.

Explanation of symbols on the main parts of the drawing

100: anchor structure 110: load bearing body

120: tension line 120-1: first tension line

120-2: second tension wire 130: binding holes

140: injection pipe 142: blowout

150: discharge pipe 160: fiber fixing reinforcement

170: fixing range 200: grouting pump

300: pressure control unit 310: T-type elbow

320: shut-off valve 330: pressure sensor

340: pressure gauge 400: soft ground

410: casing 420: drilling hole

430: pressure cap 440: anchorage

450: pressure plate G: grouting liquid

S: Ground anchoring anchor system

Claims (12)

At least one or more inner body 110, the tension wire 120 having a constant length and wound around the tip of the lower body 110, and the inner body 110 and the tension wire 120 to be fixed to each other Binding port 130 is installed in the lower body 110, the injection tube 140 and the discharge pipe 150 is installed in the longitudinal direction at a predetermined position of the lower body 110, the lower body 110 and the injection Binding port 130 is fixed to the lower body 110 to be fixed to the tube 140 and the discharge pipe 150, the inner body 110 and the tension wire 120 and the injection pipe 140 and the discharge pipe ( Anchor structure 100 consisting of a fiber fixing reinforcement 160 made of fibers to surround the 150; A grouting pump 200 connected to the injection pipe 140 of the anchor structure 100 and supplying a high-pressure grouting solution G; Is connected to the discharge pipe 150 of the anchor structure 100, the pressure control unit 300 for adjusting the pressure of the grouting solution (G) so that the fiber fixing reinforcement 160 is not burst by the high pressure grouting solution (G) injection pressure Ground anchoring anchor system, characterized in that consisting of. The method of claim 1, The injection pipe 140 is installed on the upper portion of the lower body 110 installed at the end of the drilling hole 420, made of a tube of 14 ~ 16mm in diameter, the injection pipe 140 in both directions at 0.5 ~ 1.0m intervals Ground anchoring anchor system, characterized in that a plurality of blowout holes 142 formed by. The method of claim 1, The discharge pipe 150 is ground anchoring anchor system, characterized in that disposed in the position of 0.5 ~ 1.0m from the inlet to the fiber fixing reinforcement 160. The method of claim 1, The fiber anchoring reinforcement 160 is made of a bag shape as a whole, ground anchoring anchor system, characterized in that composed of a fiber material that can withstand 3 ~ 5kg / cm ² pressure. The method of claim 1, The pressure control unit 300 is a T-shaped elbow 310 is connected to one side to the discharge pipe 150; A shutoff valve 320 connected to the other side of the T-shaped elbow 310; A pressure sensor 330 connected to an upper portion of the T-shaped elbow 310; Ground anchoring anchor system, characterized in that consisting of a pressure gauge 340 is connected to the upper end of the pressure sensor (330). Forming a punching hole 420 by drilling the target soft ground 400 using a casing 410 and an excavation device at regular intervals; Injecting grouting liquid (G) into the casing 410 inserted into the drilling hole 420 firstly; Inserting the anchor structure (100) of the ground anchoring anchor system (S) into the drilling hole (420) filled with the grouting liquid (G); After drawing the front end portion of the casing 410 inserted into the drilling hole 420 by the length of the fixing support portion of the anchor structure 100, a pressure cap 430 is installed on the drawn casing 410, the pressure cap ( Injecting the grouting solution (G) by pressure through the 430 to remove the casing 410 step by step while filling between the inside of the drilling hole 420 and the anchor structure 100; The grouting solution (G) is injected at high pressure through the injection pipe 140 of the anchor structure 100 to expand the fiber anchoring material 160 of the anchor structure 100 to drill the fiber anchoring material 160. After close contact with the 420, after confirming the discharge of the grouting liquid (G) through the discharge pipe 150 of the anchor structure 100, the closing valve 320 of the pressure gauge 340 by closing the grouting liquid (G) Blocking the discharge of c); Re-injecting the grouting solution (G) into the fiber fixing reinforcement member (160) in close contact with the drilling hole (420) at low pressure, and expanding the fiber fixing reinforcement member (160) to cure the grouting solution (G); Tensioning the entire tension wire (120) by repeating a process of tensioning the tension wire (120) of the anchor structure (100) to give a predetermined amount of tension; Ground tension anchor system, characterized in that consisting of the step of fixing the tensioned tension wire 120 to the anchorage 440 sequentially, and cleans the tension wire 120 and the injection pipe 140 and the discharge pipe 150 And soft ground anchor structure construction method using the same. The method of claim 6, The ground anchoring anchor system (S) is at least one or more of the lower body 110, the tension wire 120 having a constant length and wound around the tip of the lower body 110, and the lower body 110 and tension The binding port 130 is installed on the lower body 110 to secure the steel wire 120, the injection pipe 140 and the discharge pipe 150 is installed in the longitudinal direction at a predetermined position of the lower body 110 and The binding port 130 is fixedly installed on the lower body 110 to fix the lower body 110 and the injection pipe 140 and the discharge pipe 150, and the lower body 110 and the tension wire 120 And anchor structure 100 consisting of a fiber fixing reinforcement 160 made of fibers to surround the injection pipe 140 and the discharge pipe 150; A grouting pump 200 connected to the injection pipe 140 of the anchor structure 100 and supplying a high-pressure grouting solution G; It is connected to the discharge pipe 150 of the anchor structure 100, and the fiber fixing reinforcement 160 is scheduled to a pressure range suitable for the construction environment of the anchor structure 100 so as not to be ruptured by the high pressure grouting liquid (G) injection pressure , The construction method of the soft ground anchor structure using a ground anchoring anchor system, characterized in that consisting of a pressure control unit 300 for adjusting the pressure of the grouting liquid (G). The method of claim 7, wherein The fiber anchoring reinforcement 160 is made in a bag shape as a whole, and has a permeability and construction of a soft ground anchor structure using a ground anchoring anchor system, characterized in that composed of a fiber material that can withstand 3 ~ 5kg / cm ² pressure Way. The method of claim 7, wherein The pressure control unit 300 is a T-shaped elbow 310 is connected to one side to the discharge pipe 150; A shutoff valve 320 connected to the other side of the T-shaped elbow 310; A pressure sensor 330 connected to an upper portion of the T-shaped elbow 310; Consists of a pressure gauge 340 is connected to the top of the pressure sensor 330, the grouting liquid (G) injected into the anchor structure 100 through the injection pipe 140 is the inside of the anchor structure 100 After filling all, it flows out to the discharge pipe 150 and acts on the pressure gauge 340 by opening and closing the shutoff valve 320 of the pressure control unit 300, the anchor structure 100 inside the fiber fixing reinforcement 160 A method of constructing a soft ground anchor structure using a ground anchoring anchor system, characterized in that the pressure is properly adjusted to the construction environment. The method of claim 7, wherein The injection pipe 140 is installed on the upper portion of the lower body 110 installed at the end of the drilling hole 420, made of a tube of 14 ~ 16mm in diameter, the injection pipe 140 in both directions at 0.5 ~ 1.0m intervals The construction method of the soft ground anchor structure using a ground anchoring anchor system, characterized in that a plurality of blowout holes 142 are formed to be uniformly pressurized grouting in the fiber fixing reinforcement 160 when pressed. The method of claim 7, wherein The discharge pipe 150 is a soft ground anchor structure construction method using a ground anchoring anchor system, characterized in that disposed in the position of 0.5 ~ 1.0m from the inlet to the fiber fixing reinforcement 160. The method of claim 7, wherein The pressure range suitable for the construction environment of the anchor structure 100 controls the discharge side pressure gauge 340, characterized in that the injection pressure is set in the range of 0.5 ~ 4kg / ㎠ injection pressure in the range of 6 ~ 30tf / ㎡ total stress Construction method of soft ground anchor structure using ground fixing anchor system.

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