KR101286306B1 - A cavern pillar structure using girders and prestressed panels - Google Patents

Abstract

PURPOSE: A pillar support structure using a girder support member and a pressurization panel is provided to supply a stable pillar unit by using the existing ground in a construction condition in which a pillar unit is narrowly formed. CONSTITUTION: A pillar support structure using a girder support member (160) and a pressurization panel (130) comprises a lining layer (110b), a tie rod (120), the pressurization panel, a dowel bar (140), and the girder support member. The lining layer is constructed on an excavation surface (10) of a parallel tunnel. The tie rod is constructed in a pillar unit (P) between the parallel tunnels so that prestress is applied. The pressurization panel is anchored on both ends of the tie rod in an inner circumference of the pillar unit. One end of the dowel bar is inserted into the lining layer, and the other end of the dowel bar is inserted into the excavation surface of the parallel tunnel. The girder support member is installed in the lining layer and is constructed on the upper part of the pillar unit by penetrating the pillar unit.

Description

A Cavern Pillar Structure using Girders and Prestressed Panels}

The present invention relates to a reinforcing structure for the pillar portion, which will be described in more detail. The structure of the lining layer, the lateral girder retaining, etc., improve the support performance against the vertical stress, and apply the prestress in both sides of the pillar portion. Improved resistance to stress, but the introduction of prestress by the pressure panel can effectively double the resistance to lateral stress. It relates to a structure that can provide wealth.

In general, low toffee soil conditions such as shafts, soft soil conditions such as crushing zones, conditions in which large load loads act directly, such as the lower part of bridge foundations, and underground facilities or existing underground spaces are located adjacent to underground spaces. Excavation of underground spaces results in collapse or excessive displacement of underground spaces. Prior ground surveys determine the location and linearity of underground spaces beyond these unfavorable ground conditions, but inevitably, it is necessary to construct underground space excavations for the formation of tunnels in unfavorable grounds. Is generated. Therefore, underground space reinforcement method must be parallel when planning underground space to overcome these problems.

 When establishing the ground reinforcement plan for underground spaces, comprehensive analysis and selection of construction methods should be made in consideration of the reinforcement purpose, the ground conditions of the site, and the construction environment. In addition, the ground reinforcement method applied in the excavation of the underground space should be decided whether it is a temporary stability method for construction or a reinforcement method that should be stabilized for the lifetime of the underground structure, and the NATM method that tries to make the best use of the strength of the ground. In such cases, the latter shall be carefully considered.

On the other hand, when constructing a cavity underground in the city center, it is necessary to construct several tunnels (cavities) by placing pillars in the contact area rather than constructing one tunnel (cavity), which is a large section. Due to this narrow relationship, the pillars must be narrowly formed, and since such narrow pillars are inevitably structurally weak, stability studies are being conducted.

In the case of constructing several cavities such as tunnels in the underground area of the city, pre-prepared precast members are installed as pilars after excavation of one cavities, or construction of such pillars by concrete in the field. The two arch method or the three arch method for reinforcing the ground has been mainly constructed.

However, as these large cavities are excavated at once, the ground instability will increase accordingly, and construction of pillars by a separate precast member or concrete has to be done, which makes construction troublesome.

Therefore, the present invention was devised to solve the problems caused by the prior art, and when constructing several cavities such as parallel tunnels in the basement, it is advantageous in terms of construction economy by using the ground as a pillar part, and thus the pillar part formed firmly. The purpose of the present invention is to provide a pillar support structure in which a stable pillar portion can be provided by reinforcement.

The pillar support structure using the girder support and the pressure panel of the present invention to achieve the above object is a lining layer configured on the parallel tunnel excavation surface; A tie rod configured in the pillar portion between the parallel tunnels and to which prestress is applied; A pressure panel fixed to both ends of the tie rod at an inner circumference of the pillar part; One end is inserted into the lining layer, the other end is a dowel bar is inserted into the parallel tunnel drilling surface; characterized in that it comprises a.

In addition, the pillar support structure using the girder support and the pressure panel of the present invention is configured so that the girder support embedded in the lining layer penetrates the pillar part at the upper end of the pillar part when the side of the lining layer is composed of a smooth surface. It is characterized by improving the support performance against the vertical stress.

In addition, the pillar support structure using the girder support and the pressure panel of the present invention is to form a side shape of the lining layer in an arc shape to improve the support performance against the vertical stress to act as a lining layer of the arch-shaped lining layer It is characterized in that to perform.

According to the above configuration, even if the existing ground is used as a pillar part in an underground space such as a city, the structure of the lining layer in the pillar part, the components for relaxing vertical stresses such as girders, and the prestress introduced into the pillar part There is an advantage that can provide a stable pillar portion based on the configuration to improve the resistance to lateral stress.

In addition, the present invention uses a pressure panel when the pre-stress is introduced into the pillar portion, by forming a panel layer by assembling the pressure panel to pressurize the entire pillar portion to double the lateral resistance, as well as the structure of the lining layer In addition, there is an advantage in that a mechanism for releasing the stress is provided along with the girders.

In addition, there is an advantage in terms of stability and construction economy of the ground because it is possible to excavate the cavity in each small scale without having to excavate a large number of cavities.

1 is a schematic view in which a parallel tunnel and a pillar part are formed;
2 is a perspective view showing an embodiment of the present invention,
Figure 3 is an exploded perspective view of the embodiment of the present invention shown in Figure 2,
4 is a perspective view showing a different embodiment of the present invention,
Figure 5a is an exploded perspective view showing a first embodiment in another embodiment of the present invention shown in Figure 4,
5B is an exploded perspective view showing a second embodiment in another embodiment of the present invention shown in FIG. 4;
6A and 6B are diagrams illustrating a state of use of an embodiment of a pressure panel as one configuration of the present invention, and FIG. 7 is a perspective view illustrating another embodiment of the pressure panel illustrated in FIG. 6B.

Hereinafter, preferred embodiments of the present invention will be described with reference to the drawings.

1 is a schematic view of a parallel tunnel and a pillar formed, FIG. 2 is a cutaway perspective view showing an embodiment of the present invention, FIG. 3 is an exploded perspective view of the embodiment of the present invention shown in FIG. 2, and FIG. 4 is another embodiment of the present invention. FIG. 5A is an exploded perspective view showing another embodiment of the present invention shown in FIG. 4, and FIG. 5B is an exploded perspective view showing another embodiment of the present invention shown in FIG. 4. 6A and 6B are exploded perspective views illustrating a second embodiment, and a state diagram showing an embodiment of a pressure panel as one configuration of the present invention, and FIG. 7 is a perspective view showing another embodiment of the pressure panel shown in FIG. 6B. to be.

The pillar support structure using the girder support and the pressure panel of the present invention is a structure for reinforcing the pillar portion (P) forming a weak part by stress concentration, stress relaxation, etc. in a relatively narrow construction space such as a downtown area. In order to enhance the support performance in the vertical direction and the lateral direction by configuring the lining layer 110, tie rod 120, pressure panel 130, the dial bar 140, etc. to reinforce it while using as a part (P) It is related with the pillar reinforcement structure.

First, the present invention relates to a structure for reinforcing pillar portions P between parallel tunnels T. In FIG. 1, a parallel tunnel (S) is illustrated in FIG. T) shows an example configured in the lower portion of the composite underground space (S), but is not limited to this, in the site where the pillar portion (P) is formed between the tunnel and the tunnel while the parallel tunnel is configured The present invention can be applied for the reinforcement of). In addition, in some cases, the ground can be reinforced by the pre-reinforcement structure (1) in the lower portion of the composite underground space (S) optionally if necessary before excavating the parallel tunnel (T).

Meanwhile, as shown in FIG. 2, the shot tunnel layer 20 may be configured on the parallel tunnel excavation surface 10, and the support performance against the lateral stress in the pillar portion P is improved based on the structure of the shotcrete layer 20. do. The shotcrete layer 20 may be configured in one or two orders, and may be configured by inserting a mesh layer therebetween.

In addition, in the present invention, the tie rod 120, the pressing panel 130 is presented in a configuration for reinforcing the pillar portion (P) in the transverse direction. Since the tie rod 120 to which the prestress is applied in the lateral direction from the pillar part P is fixed by the pressing panel 130, the pillar part P is reinforced with the lateral stress.

An example in which the tie rod 120 and the pressure panel 130 are installed in the pillar portion P will be described below.

First, the preceding tunnel is excavated among the parallel tunnels (T). Next, the pillar portion P is drilled (not shown). The length of the perforation should be adjusted so that the end of the perforation is exposed to the side of the trailing tunnel during the excavation of the trailing tunnel later. In other words, it must be in communication with the preceding tunnel by drilling through the following tunnel construction. The perforation is to be connected to the preceding tunnel and the trailing tunnel in the transverse direction, and should be constructed in the transverse direction, the number of which depends on the vertical and transverse stress affecting the pillar portion (P), and thus selectively do.

And then inserting the tie rods 120 into the perforations. The tie rod 120 may be presented with various examples, but an example consisting of a plurality of tension members in the center of the deformed reinforcing bar and its periphery may be presented. The tension member is to reinforce the transverse stress by applying prestress after grouting, which will be described below, and the tension member may be used in various materials such as PC strands. Although not shown in the drawing, the tie rod 120 is provided with a gap retaining hole and a grout nozzle to hold the deformed steel and the tension member between the bores by the gap retaining hole, and grout may be injected by the grout nozzle. Make sure

In addition, capping the end of the tie rod 120 may be included. This is to hold the deformed reinforcing bar and the tension member at the perforated end by the cap, so that the cap is exposed to the inside of the trailing tunnel when the trailing tunnel is excavated, and then the cap is removed (cut) to apply prestress to the tip of the tie rod 120. Afterwards to allow the process to be fixed by the pressing panel 130 inside the trailing tunnel.

Then, the tie rod 120 has a step of grouting the inserted hole. This step includes the step of grouting after sealing by using the packing at the beginning of the perforation. The packing is configured to prevent the filling grout from leaking to the outside, and is especially for pressurizing the inner circumferential surface of the perforation by grouting. By applying pressure grouting to the perforations as described above, the resistance to vertical stress can be improved. When pressure grouting is performed, the tie rod 120 should be fixed to the inside of the preceding tunnel. This fixing is completed by fixing the tension member by the pressure panel 130 inside the preceding tunnel.

The next step is to dig a trailing tunnel. In this case, the trailing tunnel is excavated side by side in the transverse direction to form a pillar portion (P) using the ground as it is between the preceding tunnel and the trailing tunnel, the trailing tunnel on the side facing the pillar portion (P) Excavate to expose the ends of the perforations. That is to excavate so that the cap fixed by the grouting to the end of the perforation is exposed. By drilling the trailing tunnel in this way the parallel tunnel (T) by the drilling is to be in communication (actually the communication portion is filled by grouting). After digging the trailing tunnel like this, the cap should be removed (cut) to expose the end of the deformed steel and the tension member to the inside of the trailing tunnel. To this end, the cap is not shown in the drawings, but the inner end of the deformed reinforcing bar and the tension member to be embedded, and to be settled by the fastener from the outside of the cap, and then remove the fastener to remove the cap when removing (cap) the cap The ends of the deformed rebar and the tension member may be exposed to the inside of the trailing tunnel.

Next, the tie rod 120 is prestressed and fixed in the trailing tunnel. After excavating the trailing tunnel in a state where the cap is exposed, the pre-stress is applied to the tension member exposed to the inner side of the trailing tunnel by removing (cutting) the cap, and fixing is performed by using the pressure panel 130. As the prestress is introduced into the pillar portion P, the compressive force acts in the pillar portion P in both directions, thereby reinforcing the formation of the weak portion by the stress relaxation in the narrow pillar portion P. FIG.

Meanwhile, in the present invention, two embodiments are provided according to the shape of the parallel tunnel drilling surface 10 and the lining layer 110.

First, the first embodiment is shown in FIGS. 2 and 3. In the present embodiment, the lining layer 110b formed on the parallel tunnel excavation surface 10, the tie rod 130 between the parallel tunnel T and the pre-stress, the tie rod 130 is applied, and the pillar portion ( P) a pressing panel 130 fixed to both ends of the tie rod 130 at an inner circumference, one end of which is inserted into the lining layer 110b, and the other end of which is inserted into the parallel tunnel T drilling surface 10. It is characterized by being configured to include a dial bar 140.

As shown in FIGS. 2 and 3, the lining layer 110b is formed of a smooth surface, which is a construction in which the lining layer 110a shown in FIG. It is to present a lining layer (110b) is composed of a smooth surface side due to the hassle of the phase.

Particularly, in the present embodiment, the girder support 160 embedded in the lining layer 110b is further formed while penetrating the upper end of the pillar part P, and the pillar part P is based on the configuration of the girder support 160. The girders 160 are preferentially received at the upper end of the pillar portion P, and the girders 160 distribute the vertical load to the lining layer 110b, thereby acting on the pillar portions P. It is to alleviate the vertical load. That is, the girder holding member 160 has a plurality of lateral portions at the upper end of the pillar portion P, and serves as a support for the vertical load and transfers the same to the lining layer 110b.

3 illustrates an example in which the panel layer 150 is formed using the pressure panel 130a. Meanwhile, although not shown in the drawings, the pressing panel 130b may be selectively used in the present embodiment. Description of the pressing panel (130a, b) will be described in detail below.

Next, a second embodiment is shown in FIG. 4. Also in this embodiment, the lining layer (110a) formed in the parallel tunnel excavation surface 10, the tie rod 130 is configured in the pillar portion (P) between the parallel tunnel (T), the prestress is applied, the pillar portion (P) the pressure panel 130 is fixed to both ends of the tie rod 130 at the inner circumference, one end is inserted into the lining layer (110a), the other end is inserted into the parallel tunnel (T) drilling surface 10 It is characterized by being configured to include a dial bar 140.

In particular, in the present embodiment, the lining layer 110a has an arch shape as shown in FIG. 4, and based on the shape, the lining layer 110a has an arc shape of the lining layer 110a with respect to a vertical load due to tunnel excavation. The geometric load-relieving action is to be performed, and this action is to relieve the vertical stress in the pillar portion (P). That is, the girders 160 in the first embodiment shown in FIG. 2 and FIG. 3 support the vertical load, whereas in the present embodiment, the arched lining layer 110a supports the vertical load. Will be done.

Meanwhile, in the present invention, two embodiments are provided based on the shape and structure of the pressure panel 130. As mentioned above, both the first embodiment shown in FIG. 2 and the second embodiment shown in FIG. Although applicable, the following describes two embodiments of the pressing panel 130 based on the second embodiment of FIG. 4.

5A illustrates that the plate-shaped pressure panel 130a is fixed to the tie rod 120. The plate-shaped pressing panel 130a is to allow the panel layer 150 to be configured between the lining layer 110a and the parallel tunnel drilling surface 10 (shotcrete layer 20). Thus, by forming a plate-shaped pressure panel 130a to form a panel layer 150 is to be able to transmit the compressive force to the entire pillar portion (P). That is, the resistance to the lateral stress of the pillar portion P can be doubled.

The plate-shaped pressing panel 130a also has two embodiments as shown in FIG. 6A and 6B in the present invention.

The pressing panel 130a-1 shown in FIG. 6a is configured such that the groove rim 131a-1 or the protruding edge 132a-1 is formed at the end thereof. That is, protruding edges 132a-1 are formed at both ends of the pressing panel 130a-1 on which the tie rods 120 are fixed, and groove borders are formed on the pressing panel 130a-1 on which the dial bar 140 is fixed. Pre-stress is introduced to the tie rod 120 so that the 131a-1 is configured, and the dial bar 140 adjacent to the protruding edge 132a-1 in the pressure panel 130a-1 on which the tie rod 120 is fixed is provided. By pressing the groove rim 131a-1 of the pressing panel 130a-1 is fixed, the entire pressing panel 130a-1 is to press the pillar portion (P). That is, the entire panel layer 150 presses the pillar portion P, thereby exerting an effect of introducing prestress into the whole by partial prestressing. In the present embodiment, the pressing panel 130a-1 is configured such that the groove border 131a-1 or the protruding border 132a-1 is formed at the end thereof, but the material of the pressing panel 130a-1 is preferably concrete.

Meanwhile, the pressure panel 130a-2 shown in FIG. 6B is configured to have the overlapping edge 131a-2 at the end thereof. That is, the overlapping edge 131a-2 of the pressure panel 130a-2 on which the tie rod 120 is fixed is positioned on the overlapping edge 131a-2 of the pressure panel 130a-2 on which the dial bar 140 is fixed. Prestress is introduced to the tie rod 120 by contacting the pressing panel 130a-2 in the pressure panel 130a-2 on which the tie rod 120 is fixed, so that the dial bar 140 adjacent to the overlapping edge 131a-2 is fixed. By pressing the overlapping edge 131a-2 of 130a-2, the entire pressing panel 130a-2 presses the pillar portion P. That is, even in this case, the entire panel layer 150 presses the pillar portion P, thereby exerting an effect of introducing prestress into the whole by partial prestressing. The pressure panel 130a-2 of this embodiment does not limit the material, but it is reasonable to use an iron plate or the like.

In addition, as shown in FIG. 7, the pressing panel 130a-2 may allow the ridge 132a-2 to be formed between the overlapping edges 131a-2.

Pressing panel 130a-2 of the present embodiment is to make the material itself made of an elastic material such as steel, carbon fiber so that the tension force is applied to the tie rod 120 based on the restoring force of its own elasticity, such restoring force As long as it works, allow constant tension to be applied. That is, although not shown in the figure from the outside of the pressure panel 130a-2, the pressure panel 130a-2 is subjected to a compressive force by the pressure of the bolt by tightening a bolt or the like. By controlling the amount of tightening by the bolt in this way the amount of compression force is added to the pressure panel 130a-2 is controlled, the compression force is added to the pressure panel 130a-2 is added to the pillar portion (P) It is proportional to the magnitude of the compressive force. In addition, the bolt may be used to fix the tie rod 120 to the pressure panel 130a-2 while giving tension to the tie rod 120 as mentioned above, the PC steel wire to the tie rod 120 In the case of using a hydraulic tensioner, the tension is applied first, and after tension, the tension is settled as a CON for acupressure. In this case, the bolt can act as a CON for acupressure. do.

Meanwhile, as described above, the tie rod 120 is fastened to the pressure panel 130a-2 by tightening the bolt in a pre-stressed state. In this case, the tie rod 120 is introduced into the tie rod 120. Compressive force will act on the pillar portion P, and in addition, the ridge 132a-2 receives the compressive force by tightening the bolt, and the compressive force will be added to the pillar portion P as much. As the compressive force is added to the pillar portion P, the reinforcement efficiency is increased. In particular, the prestress loss is supplemented to the preload stress introduced into the tie rod 120. As long as the elastic resilience of 2) exists, it is possible to compensate for the continuous prestress loss. In this case, when the panel layer 150 is formed, the tie rod 120 applies the pressure panel 130a-2 shown in FIG. 7, and the dowel 140 has the pressure panel 130a-2 shown in FIG. 6B. On the other hand, the embodiment shown in Figure 5b is to allow the bar-shaped pressure panel (130b) is fixed to the tie rod (120). The bar-shaped pressure panel 130b is also configured between the lining layer 110a and the parallel tunnel drilling surface 10 (shotcrete layer 20), and is configured in plural in the lateral direction. The pressing panel 130b also applies a compressive force as a dot in the pillar portion P, but rather compresses the compressive force in a horizontal and vertical direction together with the vertical support 170 to be described below. In the case of the present embodiment may be applied to a harder rock layer than Figure 5a can be applied to hard rock layer. The pressing panel 130b is configured in a bar shape as shown in Figure 5b, it is reasonable to configure the "c" shape to improve the rigidity against bending.

Meanwhile, when the plate-shaped pressing panel 130a is applied as shown in FIG. 5A, the tie rod 120 and the dial bar 140 are fixed to the pressing panel 130a alternately in the vertical direction. In this case, the dowel bar 140 is configured to penetrate and be fixed to the pillar part P, the pressing panel 130a (the panel layer 150), and the lining layers 110a and b so as to enable integral movement so that the vertical load is applied. By transferring the panel layer 150, lining layers (110a, b) is that the effect of stress relaxation is doubled.

In addition, when the bar-shaped pressure panel 130b is applied as shown in FIG. 5b, the dial bar 140 is not shown separately from the pressure panel 130b but is fixed by configuring a fixing plate. This is valid.

The dowel bar 140 has one end portion inserted into the parallel tunnel excavation surface 10 and the other end portion inserted into the lining layer 110 so that the pillar portion P and the lining layer 110 can be integrally operated. To do that. That is, the load transferred to the pillar part P based on the integral behavior is transferred to the lining layer 110 to function as another load relaxation mechanism.

Meanwhile, between the parallel tunnel excavation surface 10 and the lining layer 110, a vertical support member 170 is formed between the pressure panel 130 to firmly hold the pressure panel 130 while relaxing the stress of the pillar portion P. It is to prevent deformation due to.

In FIG. 3 and FIG. 5A, the vertical support member 170 is formed to form a predetermined gap, and the pressing panel 130a is assembled between the vertical support members 170, so that the panel layer 150 is formed by the vertical support members 170. While maintaining a solid shape is configured between the parallel tunnel drilling surface 10 and the lining layers (110a, 110b) to prevent deformation, such as pillar portion (P). In addition, the vertical support member 170 serves to distribute the vertical load to improve the strength of the structure.

In addition, in FIG. 5B, the vertical support member 170 is formed to have a predetermined gap, and the pressing panel 130b is assembled between the vertical support members 170, and in this case, the pillar portion P may be vertical support member 170. And by the grid structure formed by the pressure panel 130b to prevent deformation and the like in the pillar portion (P), and also serves to distribute the vertical load to improve the strength of the structure.

The vertical support member 170 is suitable to ensure the assembly strength by inserting the side ends of the pressure panel (130a, 130b) in the groove 171 formed on both sides by using the "H" type steel.

The above description has been described as an example by the embodiment of the present invention, but is not limited to the above-described embodiment and those skilled in the art will appreciate that various changes and modifications can be made without departing from the spirit of the present invention. . Accordingly, the technical scope of the present invention should not be limited to the details described in the specification, but should be defined by the claims.

110: lining layer 120: tie rod
130: pressure panel 140: dowel bar
150: panel layer 160: girders
170: vertical support material

Claims (9)

A lining layer formed on the parallel tunnel drilling surface;
A tie rod configured in the pillar portion between the parallel tunnels and to which prestress is applied;
A pressure panel fixed to both ends of the tie rod at an inner circumference of the pillar part;
One end is inserted into the lining layer, the other end is inserted into the parallel tunnel excavation surface;
The lining layer has a side surface is composed of a smooth surface, the pillar portion is passed through the pillar portion is composed of girders that are inherent in the lining layer,
The pressing panel is formed in a plate shape of an elastic material so that the panel layer is formed between the lining layer and the parallel tunnel excavation surface, but the pressing panel is formed by overlapping edges at the ends thereof to overlap the overlapping edges between adjacent pressing panels. To be assembled to form a panel layer, the pressing panel is a pillar support structure using a girder support and the pressure panel, characterized in that the ridge between the overlapping border is configured.
delete delete delete delete delete delete delete The method of claim 1,
A pillar support structure using a girder support and a pressure panel, between the parallel tunnel excavation surface and lining layer, a vertical support material is configured between the pressure panels.

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