KR20080098777A - Prestressed Tunnel Steel Gait Butt - Google Patents

Abstract

The present invention is to provide a tunneling cavern inverted structure that can easily excavate the upper / lower ground by the extension control means consisting of a hydraulic jack for adjusting the degree of extension by applying a compressive force during the excavation work of the tunnel, Technical configuration, Gangjibo 160 which is installed spaced at a predetermined interval along the longitudinal direction of the drilling tunnel surface; Gangbott 160 is fastened to the predetermined height in the horizontal direction from the both ends of the end 170; And stretch adjusting means 180 provided between the cainvert 170 to adjust the prestress through length adjustment.

Description

STEEL INVERT CONNECTION STRUCTURE FOR TUNNEL CAPABLE OF CONTROLLING A PRESTRESS}

1 is a schematic front cross-sectional view showing a state in which the cavern is installed in accordance with the present invention before the lower ground is excavated,

Figure 2 is a schematic cross-sectional view showing a state in which the elongation control means is provided in the area connected to the stiffener and Gainvert according to the present invention,

Figure 3 is an enlarged view of the A-portion provided with a stretch control means in Figure 2,

Figure 4 is a schematic cross-sectional view showing a state in which the elongation control means is provided in the central portion of the geunvert 170 according to the present invention,

Figure 5 is an enlarged view of the B-section provided with the elongation control means in Figure 4,

Figure 6 is a schematic cross-sectional view showing a steel beam installation structure of the upper ground is excavated state in accordance with the present invention,

7 is a schematic perspective view showing a state in which the stiffeners spaced at predetermined intervals according to the present invention are connected to each other through the connecting reinforcement (J),

8 is a front sectional view showing a state in which the lower ground is excavated in a state in which the caustic inverted release according to the present invention;

9 is a graph showing the displacement in the case that the cavern is not installed on the horizontal ground,

10 is a graph showing the displacement when the shockcrete inverter is installed on the horizontal ground,

FIG. 11 is a graph showing displacements when the cainverter according to the present invention is installed on a horizontal ground (when not prestressed by a hydraulic jack);

Figure 12 is a graph showing the displacement (in case of prestressing by the hydraulic jack) when the cavern in accordance with the present invention is installed on a horizontal ground,

Figure 13 is a graph showing the displacement when the inverted is not installed on the inclined ground,

14 is a graph showing the displacement when the shockcrete cavern is installed on the inclined ground,

FIG. 15 is a graph showing displacements when the cainverter according to the present invention is installed on an inclined ground (when not prestressed by a hydraulic jack);

Fig. 16 is a graph showing displacement when the cainverter according to the present invention is installed on an inclined ground (when prestressing is performed by a hydraulic jack).

** Explanation of symbols for the main parts of the drawings **

100: tunnel,

110: Shockcrete,

120: soil,

130: lock bolt,

140: excavation pressure,

150: uniform earth pressure,

160: Kang Ji Bo,

170: Cainbert,

172: anti sinking beam,

180: height adjusting means (hydraulic jack),

182: hydraulic cylinder,

185: nut,

J: Connection reinforcement material,

E1: upper ground,

E2: lower ground.

The present invention relates to a tunnel for caulting the tunnel, and more particularly, in the tunnel excavation work by applying a compressive force in advance to adjust the degree of elongation to facilitate the excavation of the upper and lower ground while easily supporting the loose load of the tunnel It is about molten steel Cainvert.

In general, a tunnel refers to a tunnel in which a hole is formed in a mountain, a basement, or a cutlery for the purpose of transportation, water transportation, etc., and a construction method using concrete or blasting is mainly used to excavate land.

This blasting method has developed a NATM (New Austrian Tunneling Method) method that makes the most of the characteristics of the rock. Among them, the upper and lower ground excavation methods simultaneously excavate the upper and lower grounds or at intervals of time. Excavating the upper ground first, and then proceed to excavate the lower ground.

This method, in the case of tunnel excavation by the conventional excavation method in the ground composed of weathered rock in weathered soil, must wait several hours because the soil is filled and cured on Gainvert (shockcrete), and the curing equipment is completed only after curing is completed. I could go up and delay the air.

In addition, when excavating the lower ground of the tunnel, it was difficult to dismantle the cured Cainvert and waste shock concrete has to be disposed of waste, there was a difficult problem causing an increase in construction costs.

The present invention has been made to solve the above problems, has the following object.

First, the expansion control means is provided between the anti-settling beam and the gaenvert or in the middle of the gaitvert to adjust the degree of extension.

Second, after digging the upper ground by entering the excavation equipment by filling the soil flatly without curing process on the downwardly formed Cain Butte, the lower ground can be easily excavated by releasing the assembled Cainvert when excavating the lower ground The purpose is to ensure the reliability of the air.

Third, by employing a reusable Gainverte to minimize the occurrence of waste shock concrete, it is possible to drastically reduce the cost.

Other objects, specific advantages and novel features of the invention will become more apparent from the following detailed description and the preferred embodiments described in conjunction with the accompanying drawings.

An object of the present invention as described above, Gangjibo 160 that is installed spaced at a predetermined interval along the longitudinal direction of the excavation tunnel surface;

Gangbott 160 is fastened to the predetermined height in the horizontal direction from the both ends of the end 170; And

It is achieved by the steel inverter for adjustable tunnel pre-stress, characterized in that it comprises a; stretch adjustment means 180 is provided between the inverted 170 to adjust the prestress through the length adjustment.

In addition, the steel beams 160 may be connected to each other by a connecting reinforcing material (J) that is horizontally installed in the longitudinal direction.

In addition, the connecting reinforcing material (J) may be connected to the connecting portion of the Gain Butt 170 and the rigid jibo (160).

In addition, the Gain Butte 170 may have a curved shape in the direction of gravity.

In addition, the elongation control means 180 may be a hydraulic cylinder 182 or a screw jack that can be expanded or contracted to increase or decrease the distance between the inverted 170.

In addition, the hydraulic cylinder 182 may further include a nut 185 that can be fixed by a screw bite.

In addition, when the excavation tunnel is a horizontal ground, the extension control unit 180 may be located at the center of the cainvert 170, and, when the excavation tunnel is inclined ground, the excavation pressure 140 acts It may be provided at the edge of the butt 170.

Gangjibo 160 may be cured shock.

( Example  Configuration)

The invention will now be described in detail with reference to the accompanying drawings, in which preferred embodiments are shown.

Figure 1 is a schematic front sectional view showing a state in which the cavern in accordance with the present invention is installed before the lower ground is excavated. As shown in Figure 1, the construction site of the tunnel 100 is roughly divided into the upper ground (E1) and the lower ground (E2), and excavation is carried out using the drilling equipment for the upper ground (E1) of the semi-circular cross section If there is a rock, etc., the blasting work is to be carried out by loading gunpowder. At this time, the excavation equipment is to work on the lower ground (E2).

In order to reinforce the excavation cross section of the upper ground (E1) while the excavation work of the tunnel 100, the steel beam 160 is installed at regular intervals. The rigid beams 160 are mutually connected and supported by a connecting reinforcing material (J) to be described later. The steel beam 160 is manufactured by the H beam, and cures the shockcrete on its surface. At this time, the specification and the installation interval is determined in consideration of the characteristics of the ground, the purpose of use, the construction method, etc. so that the steel support 160 exhibits the support function. The steel beam 160 is selected and provided with a minimum of joints and a large ductility, and good construction properties such as bending and welding.

As an alternative, the cross section of the steel beam 160 may use I-shaped steel or U-shaped steel, etc. in addition to the H-shaped steel to facilitate the casting of the shock concrete 110 to be described later and to be easily integrated with the shock concrete 110.

Then, after the installation of the rigid beam 160, filling the bent portion of the excavated upper ground (E1) is constructed by spraying the shock concrete 110 to transfer the ground pressure to the rigid ground beam (160). As a result, it is possible to stabilize the excavation surface severely curved and to flatten the waterproof base surface so that proper waterproofing operation can be performed. The shockcrete 110 is fixed to the ground by an adhesive force and is connected to the lock bolt 130 inserted into and fixed in the hole drilled to the ground through the shockcrete 110 to prevent the ground from loosening.

Thereafter, when continuously excavating the upper ground (E1), by supporting the steel beams 160 at both ends of the steel beams 160 provided to be spaced at a predetermined interval so as to prevent settlement Connect the butt (170). The gainvert 170 is preferably made of H-shaped steel, I-shaped steel, U-shaped steel and the like corresponding to the steel beam 160 so that it can be easily connected to the steel beam 160. Any specific portion of such a cainvert 170 is mediated by the elongation control means 180 to be described later.

Cainvert 170 is formed to be formed in a curved shape in the direction of gravity. In this way, the curved Gainvert 170 is able to effectively respond to the ground behavior by dispersing the stress effectively compared to the flat structure. In particular, it increases resistance even when local working loads are concentrated. In addition, the curved Cain Butte 170 is to spread the soil 120 in the upper portion to increase the resistance appropriately so that the excavation equipment is climbed to the upper portion to easily excavate the upper ground (E1) work To improve the efficiency of the.

Figure 2 is a schematic cross-sectional view showing a state in which the elongation control means 180, the hydraulic jack is provided in the area connected to the rigid beam 160 and the geunvert 170 in accordance with the present invention, Figure 3 An enlarged view of the A-section with means 180. As shown in Figures 2 and 3, when the excavation tunnel is inclined ground, elongation control means 180 is provided at the edge of the gaenbert 170 acting the excavation pressure 140. That is, as shown in Figures 2 and 3, the extension control means 180 is connected to the connecting portion of the guide butt 170 and the rigid beam 160. This means that the elongation regulating means 180 is located at an almost edge region of the gaitvert 170.

As shown in FIG. 3, the stretch control means 180 is connected to one surface of the gaitvert 170, and the sinking prevention beam 172 is connected to the other side of the stretch control means 180. And the anti-sedimentation beam 172 is connected to the steel beam 160 with a bolt or the like. The expansion adjusting means 180 is provided with an expandable hydraulic cylinder 182 at the center thereof, and a nut 185 for fixing the expanded position is provided around the extension adjusting means 180. That is, the hydraulic cylinder 182 is spaced apart to give a prestress, and then fixed with a nut 185. Next, the hydraulic cylinder 182 is removed or the hydraulic pressure is removed. Since such a hydraulic jack is a known configuration, a detailed description thereof will be omitted.

As such, the elongation control means 180 can be reused because it is assembled and releasable to the gaitvert 170. As a result, it is possible to drastically reduce the cost by not having to equip additional equipment.

Figure 4 is a schematic cross-sectional view showing a state in which the elongation control means is provided in the central portion of the Gainvert 170 according to the present invention, Figure 5 is an enlarged view of the B-part provided with the elongation control means in FIG. As shown in Figures 4 and 5, when the excavation tunnel is a horizontal ground extension control means 180 is provided in the central portion of the gaenvert 170. And, the configuration of the height adjustment means 180 is the same as shown in Figures 2 and 3, there is a difference in that the inverted 170 is fastened to both sides of the extension control means 180.

Figure 6 is a schematic cross-sectional view showing the structure of the steel beam installation in the upper ground excavated state according to the invention, Figure 7 is a steel beam spaced at a predetermined interval in accordance with the present invention is connected to each other through the connecting reinforcement (J) It is a schematic perspective view showing. As shown in Figure 6 and 7, the steel beam 160 is to support the load surrounding the excavated upper ground (E1). And, as shown in Figure 7, for the connection between each stiffeners 160, both ends of the connecting reinforcement (J) is connected to each of the stiffeners 160 and the gaenbert 170 is connected to each other three-dimensional Forms a constructive structure. This makes it possible to withstand greater loads. The connecting reinforcing material (J) can also be made of the same type of H-beam or L-beam, and if necessary, the surface can be cured with shockcrete.

8 is a front sectional view showing a state in which the lower ground E2 is excavated in a state in which the cainvert 170 is released. That is, after dismantling the Gainbert 170 in a state in which the upper ground E1 is excavated to a certain depth, the lower ground E2 is excavated to complete the shape of the tunnel 100. In addition, the alternate excavation of the upper ground E1 and the lower ground E2 may continue along the longitudinal direction of the tunnel 100, or excavate the upper ground E1 and then excavate the lower ground E2. You may.

Figure 9 is a graph showing the displacement when the cavern is not installed on the horizontal ground, Figure 10 is a graph showing the displacement when the shockcrete inverter is installed on the horizontal ground, Figure 11 is a horizontal gaitbert in accordance with the present invention When installed on the ground (if not prestressed by the hydraulic jack) is a graph showing the displacement, Figure 12 is a graph showing the displacement when the cainverter according to the present invention is installed on the horizontal ground (prestressed by the hydraulic jack) to be.

Displacement according to the installation of the cavern in the horizontal ground is shown in [Table 1].

division Tensile settlement (mm) Horizontal displacement (mm, right wall) Lateral pressure condition (K。) Cainbert not installed 19.3 12     0.6 Shockcrete cainvert installation (thickness 250㎜) 15.4 7.78 H-Beam cainverter installation (without prestressing by hydraulic jack) 15.9 8.63 H-Beam cainverter installation (if prestressed by hydraulic jack) 15.2 7.63

 -Displacement due to the installation of the guinvert on the horizontal ground-

As shown in Figs. 9 to 12, in the case of not installing the cainvert on the horizontal ground (see Fig. 9), or in the case of shockcrete inverted installation (see Fig. 10) and when the cainvert according to the present invention is installed ( In the case of not prestressed by the hydraulic jack, see FIG. 11 and the case of prestressed by the hydraulic jack, see FIG. 12). That is, through the Table 1 and Figs. 9 to 12, it can be seen that the tip settlement and the horizontal displacement are minimized when pre-stressed and the gaitbert is installed.

As such, when the upper side of the tunnel to be excavated forms a flat surface (in the case of the horizontal ground), it is appropriate that the elongation adjusting means 180 is provided at the center of the garnet 170 (see FIG. 4). .

Figure 13 is a graph showing the displacement when the inverted ground is not installed in the inverted ground, Figure 14 is a graph showing the displacement when the shockcrete inverted on the inclined ground, Figure 15 is a geunvert in accordance with the present invention Is a graph showing displacement when installed on inclined ground (not prestressed by hydraulic jack), and FIG. 16 is a case where the cainverter according to the present invention is installed on inclined ground (prestressed by hydraulic jack). It is a graph showing the displacement.

Displacement according to the installation of the cainvert in the inclined ground is shown in [Table 2].

division Tensile settlement (mm) Horizontal displacement (mm, right wall) Lateral pressure condition (K。) Cainbert not installed 28.3 17.3      0.6 Shockcrete cainvert installation (thickness 250㎜) 22.0 9.69 H-Beam cainverter installation (without prestressing by hydraulic jack) 24.6 13.2 H-Beam cainverter installation (if prestressed by hydraulic jack) 16.9 9.45

 -Displacement due to the installation of the cavern inclined ground-

As shown in Fig. 13 to 16, in the case of not installing the cainvert in the inclined ground, or in the case of the shockcrete inverted installation and when the cainvert in accordance with the present invention (installed without prestress by the hydraulic jack and It can be found by comparing the displacement of subsidence, horizontal displacement and side pressure conditions for each of the prestressed by the hydraulic jack). That is, it can be seen from the Table 2 and FIGS. 13 to 16 that even if the inclined ground is installed with a guide butt and prestressed, the tip settlement and the horizontal displacement are minimized.

As such, when the upper side of the tunnel to be excavated forms an inclined surface (inclined ground), the elongation control means 180 is the excavation pressure 140 in consideration of the action of the excavation pressure 140 (that is, the load) It is appropriate to be provided at the edge where the anti-settling beam 172 and the gaenbert 170 in the direction of action (see Fig. 2).

The tunnel excavation process can be summarized as follows. In other words, mechanical excavation or blasting work → installation of steel beams → connection of cainvert → filling soil on top of cainvert → shockcrete spraying → installation of lock bolt Butt dismantling → Shockcrete is sprayed on the lower ground and the tunnel can be easily installed through the repeated process of rock bolt installation.

According to the tunnel steel guide belt for adjusting the prestress according to the present invention as described above has the following effects.

First, it is possible to adjust the degree of elongation by providing the elongation control means in the middle of the steel guide belt.

Second, after digging the upper ground by entering the excavation equipment by filling the soil flatly without curing process on the downwardly formed Cain Butte, the lower ground can be easily excavated by releasing the assembled Cainvert when excavating the lower ground This ensures the reliability of the air and minimizes the occurrence of waste shock.

Third, it is possible to drastically reduce public expenses by employing a reusable Gainvert.

Although the present invention has been described in connection with the above-mentioned preferred embodiments, it will be readily apparent to those skilled in the art that various other modifications and variations can be made without departing from the spirit and scope of the invention. It is obvious that all modifications fall within the scope of the appended claims.

Claims (9)

Gangjibo 160 is spaced apart at predetermined intervals along the longitudinal direction of the excavation tunnel surface; A guide belt 170 made of steel fastened horizontally to a predetermined height from both ends of the steel beams 160; And Pre-stressed tunnel steel ginbert, characterized in that it comprises ;; the stretch adjustment means for adjusting the prestress through the length adjustment is provided between (170). The method of claim 1, The steel beam 160 is adjustable for the prestressed tunnel steel guide belt, characterized in that the interconnect is connected by a horizontal reinforcement (J) is installed horizontally along the longitudinal direction. The method of claim 2, wherein the connecting reinforcing material (J) is a pre-stressed adjustable tunnel steel joints, characterized in that connected to the connection portion of the guide beam (170) and the rigid beam (160). The method of claim 1, The guide butt 170 is a tunnel steel guide belt for adjustable prestress, characterized in that the curved shape in the direction of gravity. The method of claim 1, The stretch adjusting means 180 is a pre-stressed adjustable tunnel steel joints, characterized in that the hydraulic cylinder 182 that can be expanded or contracted to increase or decrease the spacing between the gaenvert 170. The method of claim 5, wherein Pre-stressed adjustable tunnel steel steel inverter, characterized in that it further comprises a nut (185) for fixing the gap adjusted by the hydraulic cylinder (182) by screwing. The method of claim 1, Wherein the elongation control means 180 is a pre-stressed adjustable steel tunnel for steel, characterized in that the excavation tunnel is located in the center of the guide butt 170, the horizontal ground. The method of claim 1, Wherein the elongation control means 180 is a pre-stressed adjustable steel guide belt, characterized in that provided when the excavation tunnel is inclined ground, is provided on the edge of the gaenvert 170, the action of the earth pressure. The method of claim 1, The steel beam 160 is a pre-stressed adjustable tunnel steel joints, characterized in that the cured shock.

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