KR100722808B1 - Double Floor Drainage System for Tunnel - Google Patents

Abstract

The present invention relates to a tunnel drainage system for simultaneously draining tunnel lining drainage drainage and groundwater flowing into the tunnel bottom surface, the upper block portion having a plurality of block-out portions formed on the upper surface; And a pillar portion extending downward while being tapered from the lower surface of the upper block portion; a drain plate formed on the upper surface of the drainage layer; A lean concrete base layer integrally formed on the drain plate; And a pavement layer formed on the upper surface of the lean concrete base layer, wherein the protrusions of the pillars are formed in a quadrangular, front and rear, preliminary, and streamlined shapes, and have a predetermined distance in the longitudinal and transverse directions for heavy vehicle loading conditions. While ensuring the stability of the pavement structure in the road can be omitted the conventional drain pipe installation.

Tunnel drain pipe, double bottom plate

Description

Double Floor Drainage System for Tunnel

Figure 1a shows a conventional drainage system of the tunnel floor,

Figure 1b and Figure 1c is a drain plate used in the conventional double bottom plate drainage method and its installation cross-sectional view.

Figure 2a illustrates a double bottom plate drainage system for a tunnel constructed in accordance with the present invention,

Figure 2b shows a first embodiment of the drain plate of the present invention,

Fig. 2C shows Example 2 in the drain plate of the present invention.

Figure 3a is a graph showing the flow rate from the upstream to downstream of the model channel of the present invention and the measurement depth for each specimen shape.

3B is a graph illustrating observation sleep shapes according to shapes of protrusions of the present invention.

Figure 4a shows the front and rear longitudinal / transverse spacing of the column portion of the present invention.

Figure 4b shows a working state diagram of the projections of the equilibrium quadrangular form of the present invention.

FIG. 5A shows a third embodiment of the drain plate of the present invention. FIG.

5B shows Example 4 in the drain plate of the present invention.

Fig. 5C shows Example 5 in the drain plate of the present invention.

5D shows Example 6 in the drain plate of the present invention.

<Explanation of symbols for main parts of the drawings>

100: drainage system 110 of the present invention: drainage layer

120,120a, 120b, 120c, 120d, 120e, 120f

121,121a, 121b: Upper block portion 122,122a, 122b: Column portion

130: lean concrete base layer 140: packaging layer

200: short concrete 300: lining concrete

B1, B2: Drainage passage F, F1, F2, F3, F4: Protrusion

The present invention relates to a double bottom plate drainage structure for a tunnel. More specifically, the present invention relates to a tunnel drainage system for simultaneously draining tunnel lining drainage and groundwater flowing into the tunnel bottom.

The construction method of tunnel structure can be classified into mechanical excavation and detachable tunnel method using NATM method by explosive blasting, New Born Tunneling Method, TBM (Tunnel Boring Machine) method, etc. Among them, NATM The construction method, as shown in Figure 1a, while proceeding the tunnel excavation by the explosive blasting to place the shotcrete 10 on the excavation end surface to use the excavated surrounding ground itself as a support material, but soon to form a concrete lining (20) on the shotcrete tunnel As the excavation method, economic efficiency and safety have been verified, it is mainstream in Korea in the design and construction of tunnel structures.

Tunnel structure by NATM method is generally different according to groundwater condition and rock condition of construction site, but groundwater outflow occurs, and when the groundwater flows into tunnel, deterioration of vehicle driving performance and water pressure Since it may cause problems such as structural instability of the concrete lining 20, winter freezing, etc., side drainage pipe 30, transverse drainage pipe 40, for induction drainage of groundwater in the lower left and right side during the tunnel structure common as shown in Figure 1a, A drainage system including a spiral duct (or THP pipe) 50 and a perforated pipe 60 is provided.

That is, the groundwater flowing along the back of the concrete lining 20 in the drainage system is collected to the side drain pipe 30, and one of the main drain pipe through the horizontal drain pipe 40 installed at intervals of approximately 10 m in the longitudinal direction of the tunnel. The drained to the spiral spiral duct (or THP pipe, 50), and the groundwater flowing from the bottom of the tunnel structure may be referred to as a dualized drainage system for collecting and draining through the perforated pipe (60).

At this time, the concrete lining 20, the side drain pipe 30 for the drainage of the drainage, transverse drainage pipe 40 and tunnel longitudinal main drain pipe (or THP pipe, 50) for the construction of the construction, in the process concrete During the formwork and reinforcement process to form the structure (ditch, walkway, etc.), each drain pipe should be installed before the concrete lining 20 is placed.

In addition, the perforated pipe 60 for drainage of the tunnel structure wraps the non-woven fabric 70 in the perforated pipe 60 to prevent trench excavation and soil inflow into the perforated pipe by laying heavy pipes using heavy equipment, and installs the coarse aggregate 80. And it is constructed by the process of installing the perforated pipe, in which the perforated pipe 60 should be installed in the longitudinal direction of the tunnel with a certain gradient for the drainage of the natural flow method.

As mentioned above, the tunnel structure drainage system currently applied generally is a two-way drainage system for induction drainage of the groundwater on the back of concrete lining and the ground drainage of the tunnel structure. Therefore, a separate work process must be mobilized for the construction of the drainage system. There was a problem that its constructionability and economic feasibility.

In addition to the drainage system that is most widely applied to the above tunnel structures, gravel method, double slab (SLAB) method, drainage block method, and double in connection with the groundwater drainage that flows into underground living spaces such as underground shopping centers or underground parking lots. The floor drainage plate method is applied, and the double bottom drainage method is the most effective method in terms of economical aspects, ease of construction and management, and securing drainage performance.

In the double bottom plate drainage method, as shown in FIGS. 1B and 1C, after the drain plate 20 having the conical block-out portion 22 formed on the horizontal plate 21 is installed on the bottom plate 23, the bottom plate 23 is installed. Placing lean concrete (24) on the plate (23), after laying the wire mesh and placing the reinforced concrete (25) again, the groundwater flowing into the underground space is collected through the drainage passage (A) of the drainage plate (20). It is induced to drainage.

However, the double bottom plate drainage system currently applied for the bottom drainage of underground parking lot has a small vehicle load such as a passenger car and a small cargo vehicle, while a vehicle that runs inside the tunnel structure is a heavy vehicle such as a bus or a large cargo vehicle. Because of this driving, it was difficult to apply the double bottom plate drainage system of the current building construction directly to the tunnel structure.

It is an object of the present invention to provide a double bottom plate drainage system for a tunnel that can be usefully applied to the tunnel structure, the double bottom plate drainage method applied to underground parking lot, etc. in addition to the conventional drainage system of the tunnel structure.

The present invention to achieve the above technical problem,

In the tunnel bottom drainage treatment system 100 for treating the induced drainage and tunnel structure bottom drainage on the back of the tunnel lining,

A drainage layer 110 including an auxiliary base layer or an in-phase prevention layer disposed over the entire width of the tunnel floor;

It is installed on the upper surface of the drainage layer, the upper block portion (121; 121a, 121b) formed a plurality of block-out portion (S) spaced apart in the longitudinal and transverse direction on the upper surface; And pillar portions 122; 122a and 122b extending downward while being tapered from the lower surface of the upper block portion around the block-out portion, between the side surfaces of the tapered pillar portion and between the front and rear surfaces. Drainage plates (120; 120a, 120b) are formed in the drainage passage (B1, B2) is formed in the grid below the upper block portion by the formed space;

A lean concrete base layer 130 formed by filling the block-out portion of the drain plate; And

It provides a double bottom plate drainage system for a tunnel comprising a; pavement layer 140 formed on the upper surface of the lean concrete base layer.

Hereinafter, a double bottom plate drainage system for a tunnel according to the present invention will be described in detail with reference to the embodiment shown in the drawings.

Figure 2a is a cross-sectional state diagram of applying the double bottom plate of the present invention to the tunnel bottom surface, Figure 2b is a perspective view of a part of the drain plate 120 according to the first embodiment of the present invention.

Referring to Figure 2a, the tunnel is excavated to a predetermined cross-section by the NATM method by the explosives blasting, and shotcrete 200 is poured over the entire tunnel cross-section in order to support the ground around the ground. Such short-treatment can be made to increase the adhesion performance by placing and placing the nonwoven fabric first in the tunnel excavation cross section using a separate working vehicle.

Next, temporarily install the unsupported steel support on the inner surface of the shotcrete to effectively support the tunnel excavation section.

Next, a drainage layer 110 including an auxiliary base layer or an in-phase prevention layer disposed over the entire width of the tunnel floor is formed.

Conventionally, such an auxiliary base layer or an in-phase prevention layer forms a drainage layer, but the conventional drainage layer is formed only between the perforated pipes 60 as shown in FIG. 1A, but in the present invention, separate drainage pipes are installed to collect the lining concrete 300 backside. Since there is no need to extend the drainage layer 110 to the lower end of both ends of the tunnel cross-section so that the water flowing along the back of the lining concrete 300 can penetrate.

Next, the drainage plate 120 of the present invention is installed on the top surface of the drainage layer 110.

This drain plate 120 will be described as Example 1 to Example 6 in the present invention.

<Example 1>

  2B shows the drain plate 120a of the first embodiment.

The drain plate 120a is composed of an upper block portion 121a and a pillar portion 122a.

The upper block portion 121a has a predetermined thickness in the form of a plate, and the block-out portion S is formed on the upper surface thereof so that lean concrete, which will be described later, is filled. The block-out part S is installed in the vertical direction (passage direction) and the transverse direction at regular intervals on the upper block part 121a, and is formed in a rectangular parallelepiped form.

A pillar portion 122a is formed on a lower surface of the upper block portion 121a. The pillar portion extends downwardly on a lower surface of the upper block portion 121a to correspond to a block-out portion S cross-sectional area, and an upper block portion 121a. ) And all the parts connected to the tapering process.

That is, while the tapering process from the lower surface of the upper block portion 121a around the block-out portion, the pillar portion 122a is continuously formed. The tapering portion is to function as a kind of haunting portion, so that the load transmitted from the upper block portion 121a can be effectively transmitted to the pillar portion 122a.

At the end of the tapering process, the pillar portion 122a is formed in a rectangular parallelepiped shape so as to extend vertically downward to contact the drainage layer 110.

Thus, the tapering process is formed on all four surfaces of the upper surface of the pillar portion 122a and all of the lower surface of the upper block portion 121a, and each of the four side surfaces of the pillar portion 122a is naturally spaced from the other pillar portion 122a. As it is formed, the drain passages B1 and B2 are naturally formed.

Such drainage passages B1 and B2 are formed in a lattice shape in the longitudinal and transverse directions so that the transverse drainage passage B2 serves as a conventional horizontal drainage pipe, and the longitudinal drainage passage B1 is As a result of the role of the conventional spiral duct, eventually eliminating the need for installing the horizontal drain pipe and the spiral duct duct for the drainage of the conventional tunnel, and further, forming the entire width of the lower part of the tunnel without having to bury the perforated pipe after the conventional trench is formed. Underground water flowing from the bottom of the drainage layer 110 flows in the longitudinal drainage passage B1 as it is, and thus, tunnel floor drainage is also possible.

At this time, by forming a non-woven fabric between the lower surface of the pillar and the upper surface of the drainage layer can filter the influent.

Next, as shown in FIG. 2A, lean concrete is poured on the drainage plate 120 as bare concrete. The lean concrete is filled in the block-out portion S formed on the upper surface of the drain plate 120 to form the lean concrete layer 130 integrally with the drain plate 120.

As a result, the drainage plate 120 is installed in the form of being installed inside the lean concrete layer 130.

Next, the formwork is installed inside the tunnel cross section using the temporarily installed steel support to pour the lining concrete 300 to a predetermined thickness.

In the case of lining concrete, there will be a passageway that acts as a sidewalk for people to pass on both sides.

The pavement layer 140 is formed between the lower portions of the passages. The pavement layer 140 is to be installed using asphalt concrete or concrete, so that the gradient can be formed in the transverse direction.

<Example 2>

Compared to the first embodiment, the second embodiment has a difference in the shape of the upper block portion 121b of the drain plate 120b as shown in FIG. 2C, and it can be seen that the pillar portions 122b are formed in the same manner.

That is, in the case of the upper block portion 121b, the side surface extends in the longitudinal direction, and the front and rear surfaces are formed in a semicircular elliptical block connected to each other in the longitudinal direction and the longitudinal direction, and the block-out portion S is also elliptical. It can be seen that formed.

In other words, by forming the upper block portion 121b as an elliptical block, it is possible to improve the restraint pressure of the lean concrete filled in the block-out portion, thereby improving resistance to external loads.

In the drainage plate according to the present invention, in order to maximize the water permeability of the drainage plate, a hydraulic examination of the shape of the front, rear, and side surfaces (hereinafter, referred to as the shape of the protrusion) of the pillar of the drainage plate should be performed within the range of ensuring structural stability. However, the optimization concept for maximizing the amount of water flow is not applied in the related art, so there is a concern that the water flow performance of the drain passages B1 and B2 may be lowered.

Referring to the river flow resistance coefficient according to the bridge pier shape (Road Bridge Design Standard, 2000), the resistance coefficient when the pier is rectangular is 1.75 times larger than that of the circular or the round pier, and thus the rectangular pier shape is circular. Or, compared with the front and rear pier piers can have a greater effect of inhibiting the flow of the river, so the water permeability of the drain plate may be greatly affected by the shape of the projection.

Therefore, in the present invention, a hydraulic model test was performed to analyze the effect of the shape of the protrusion on the water permeation performance of the drainage plate, and the resistance of the flow path in the channel according to the shape of each protrusion was analyzed by measuring the water level change.

   A model channel (U-shaped cross-section as a channel) for a hydraulic model experiment was produced with a total length of 12,000 mm, a width of 400 mm, and a height of 400 mm, and three types of round, square (Example 1) and front and rear round (Example 2) The specimens are manufactured in the same size as the actual ones, so that the specimens are installed inside the model channel without being restricted by the Freudian analogy law due to the reduced model, and the slope of the model channel which has a great influence on the channel flow is 0.25. Fixed to%.

The circular specimen had a diameter of 114 mm, a square specimen of width × length = 114 mm × 114 mm, and the front and rear round specimens of width × length = 114 mm × 500 mm, and the specimen was 10,000 mm out of a total length of 12,000 mm. It was installed in two rows.

The flow rate was selected based on the water inflow condition (3㎥ / min / km), which is widely applied in the design of the tunnel system drainage system. Therefore, a flow rate of 0.0170㎡ / sec per unit length was introduced into the model channel.

FIG. 3A shows the flow rate from the upstream to the downstream of the model channel and the measurement depth for each specimen shape (square, circle, and front and rear), and shows a water level curve with increasing upstream level.

The increase in water level was the largest when the shape of the projection was square, and the increase in the upstream water level decreased in the order of circular and rounded back and forth.

This means that the resistance to the fluid flow is the largest when the protrusion is square, and the resistance is the smallest when the protrusion is rounded forward and backward. Therefore, the flow rate of the drainage plate is greatly affected by the resistance difference of the flow according to the protrusion shape. I can do it.

In addition, for the front and rear round specimens with excellent water permeability, the longitudinal distance of the projections was reduced in three stages from 86mm to 61mm, 36mm, and 0mm. Compared with the wide 86mm and 61mm cases, the drainage curve was formed as shown in FIG. 3B without increasing the upstream depth. Therefore, the shape of the projections, as well as the spacing of the projections (or between the front and rear of the pillar) in the flowing orthogonal direction has a great influence on the resistance to the flow of the flow.

Therefore, as shown in FIG. 4A, the longitudinal spacing D of the protrusion F may be preferably maintained at a constant spacing in consideration of the size of the drainage plate pillar, and the like. There is no need to maintain, and the longitudinal spacing can be adjusted at differential intervals.

In addition, when the drainage plate is installed on the tunnel excavation bottom surface, a relatively small load acts on the right angle part (concrete lining point part) compared to the vehicle driving part, so that it is an interval between each side of the drain plate pillar part applied to the right angle part. The lateral spacing may be designed to be larger than the lateral spacing of the drain plate pillars applied to the vehicle driving portion, thereby increasing the amount of water passing through the bottom drainboard of the entire tunnel structure.

That is, the horizontal and longitudinal intervals, which are intervals between the pillar side surfaces and the front and rear surfaces, are formed at equal intervals or differential intervals, thereby ensuring more efficient water passage performance.

In addition, when the projection shape is preliminary (the front and rear are gathered into the apex and formed into a preliminary angle that is smaller than the right angle, and the side extends in the longitudinal direction), the front and rear round (the front and the rear are rounded and the side extends in the longitudinal direction). In particular, in case of streamline type (front, back and side are formed together in a streamline shape and extend in the longitudinal direction as a whole), the coefficient of resistance is the smallest. There is an effect of increasing the performance, and when the projection shape is streamlined, it is possible to secure the largest water permeation performance.

In addition, when using structural concrete or mortar in the production of drainage plate, if the structural stability is examined, the preliminary and streamlined protrusions will be smaller in the front and rear rounded shape within the range of ensuring the structural stability, thereby reducing the water permeability.

Therefore, when manufacturing the bottom plate to increase the structural stability may be made of bare concrete or mortar, but in order to increase the bottom plate rigidity of any one of reinforced concrete, high-strength reinforced concrete and fiber-reinforced reinforced concrete precast and streamlined projections The drainage plate having a free range.

In addition, when the projection shape of the drainage plate is manufactured in a parallelogram shape as shown in FIG. 4B, the drainage plate has a function to control the direction of flow through the drainage passage of the drainage plate and to control the amount of water in the local excess water portion. do.

<Example 3>

The drainage plate 120c according to the third embodiment is different from the drainage plates 120a and 120b of the first and second embodiments, and the pillar portion has a difference in the projection part F.

That is, the protrusion part F1 according to the third embodiment shows that the protrusion is formed in the shape of the front and rear as the upper part is tapered in the upper block part according to the first embodiment as shown in FIG. The transverse spacing may be formed at equal or differential spacing.

<Example 4>

The drain plate 120d according to the fourth embodiment also has a difference in the projection part F precisely as compared to the drain plates 120a and 120b of the first and second embodiments.

That is, the protrusion part F2 according to the fourth embodiment shows that it may be formed in a preliminary shape while being tapered as shown in FIG. 5B, and the longitudinal and lateral spacings of the column parts may be formed at equal intervals or differential intervals. .

Example 5

The drain plate 120e according to the fifth embodiment also has a difference in the projection part F precisely as compared to the drain plates 120a and 120b of the first and second embodiments.

That is, the protrusion part F3 according to the fifth embodiment has been shown to be formed in a streamline while being tapered as shown in FIG. 5C. The longitudinal and lateral intervals of each pillar part may be formed at equal intervals or differential intervals.

<Example 6>

The drain plate 120f according to the sixth embodiment also has a difference in the projection part F precisely as compared to the drain plates 120a and 120b of the first and second embodiments.

That is, the projection F4 according to the sixth embodiment is tapered as shown in FIG. 5D and has a constant inclination with respect to the longitudinal direction (FIG. 5D is inclined to the right with respect to the longitudinal direction) regardless of the projection, as shown in FIG. 4B. It has been shown that it can be produced in parallelogram shape.

As a method of improving the drainage system of the tunnel structure of the present invention, the stability of the road pavement structure under heavy vehicle load conditions is applied to apply a double bottom plate drainage system that is currently applied for drainage of living underground spaces such as underground parking lots. As a lateral drainage, transverse drainage and longitudinal main drainage for drainage of concrete linings, a series of processes for the installation of spiral duct (or THP) construction and perforated pipes can be omitted. Economical construction of tunnel structures is possible through shortening.

In addition, by optimizing the shape of the drain plate projections it is possible to produce a more economical and stable drainage plate.

Furthermore, in the present invention, in order to examine the stability of the pavement structure against heavy vehicle load conditions in order to apply the double bottom drainage method to the tunnel structure, the same load and boundary conditions were simulated and numerically examined. ,

As a result of numerical analysis, the tensile, compressive and shear stresses generated in concrete for the construction of the double bottom plate drainage system under heavy vehicle loads such as buses and large cargo vehicles satisfy the allowable stress design method criteria. It has been shown to ensure the stability of the bottom plate drainage system (see Table 1).

Numerical Results for the Evaluation of Double Bottom Plate Drainage System, Table 1

 Compressive stress (kgf / ㎠)  Tensile stress (kgf / ㎠)  Shear stress (kgf / ㎠)  Analysis result  Allowable stress  Analysis result  Allowable stress  Analysis result  Allowable stress  12.5  42.25  3.07  6.125  7.25  7.25  OK  OK  OK

※ Standard concrete uniaxial compressive strength (fck = 135 kgf / ㎠)

※ Considering the increase factor in calculating allowable stress (Road Bridge Design Criteria / Explanation pp 70 ~ 71, 2003)

In addition, the shape of the projections, ie front and rear round, preliminary, streamlined and parallelogram shape, by applying the shape of the projection to the drainage plate it is possible to optimize the water flow performance.

An embodiment of the present invention described above and illustrated in the drawings should not be construed as limiting the technical spirit of the present invention. The protection scope of the present invention is limited only by the matters described in the claims, and those skilled in the art can change and change the technical idea of the present invention in various forms. Therefore, such improvements and modifications fall within the protection scope of the present invention as long as it will be apparent to those skilled in the art.

Claims (7)

In the tunnel floor drainage treatment system for treating the induced drainage and tunnel structure floor drainage on the back of the tunnel lining, A drainage layer including an auxiliary base layer or an in-phase prevention layer disposed over the entire width of the tunnel floor; An upper block part installed on the upper surface of the drainage layer and having a plurality of block-out parts spaced apart in the longitudinal and transverse directions on the upper surface; And a pillar portion formed downwardly while being tapered from the lower surface of the upper block portion around the block-out portion, wherein the pillar portion is formed between the side surfaces of the tapered pillar portion and between the front and rear surfaces. Drainage plate is formed in the bottom of the drain passage (B1, B2); A lean concrete base layer formed by filling the block-out portion of the drain plate; And a packaging layer formed on the upper surface of the lean concrete base layer, The pillar portion is formed in the front and rear of the front and rear rounded with the tapered process and the side extending in the longitudinal direction; Pre- and back-side is formed into a preliminary angle, which is an angle smaller than a right angle to the apex, the side-shaped extending in the longitudinal direction; And a streamlined front and rear and side surfaces formed together in a streamlined shape, and extending in a longitudinal direction as a whole. delete The double bottom plate drainage system of claim 1, wherein the front and rear pillars, the preliminary, and the streamlined pillars are formed in a parallelogram shape in which front and rear surfaces are inclined laterally with respect to the longitudinal direction. . 4. The double bottom plate drainage system for tunnel according to claim 3, wherein the drainage plate is made of bare concrete or mortar, or made of one of reinforced concrete, high strength reinforced concrete, and fiber reinforced concrete to increase rigidity. 5. The double bottom plate drainage system for a tunnel according to claim 4, wherein the transverse and longitudinal intervals, which are the intervals between the pillar side surfaces and the front and rear surfaces, are formed at equal intervals or differential intervals. 5. The dual bottom plate drainage system for a tunnel according to claim 4, wherein a nonwoven fabric is further formed between the lower surface of the column and the upper surface of the drainage layer. 5. The dual deck plate drainage system of claim 4, wherein the paving layer is formed of a vehicle asphalt or concrete paving layer.

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