KR101529098B1

KR101529098B1 - Test apparatus for shield tunnel mock-up considering both underground earth pressure and pore water pressure according to draining condition, and method for the same

Info

Publication number: KR101529098B1
Application number: KR1020140019168A
Authority: KR
Inventors: 김동민; 마상준; 윤찬영; 최규문
Original assignee: 한국건설기술연구원
Priority date: 2014-02-19
Filing date: 2014-02-19
Publication date: 2015-06-16

Abstract

In the tunnel lining applied by the shield method, the underground stress is changed by using a hydraulic device in order to simulate the tunnel construction method of the drainage condition and the under drainage condition in the ground, and the inner shield tunnel model of the drainage condition and the undrained condition , A shield tunnel model experiment device and method for considering pressure and internal stress acting on tunnel lining under various site conditions and taking into consideration both underground earth pressure and drainage water pressure are provided do.

Description

TECHNICAL FIELD The present invention relates to a shield tunnel model test apparatus and a method of the same, and more particularly, to a shield tunnel model test apparatus that takes into consideration both pore pressure and ground water pressure,

The present invention relates to a shield tunnel model test that considers both pore pressure and drainage water pressure, and more particularly, to a tunnel tunnel model test that analyzes the pressure and internal stress acting on a tunnel lining constructed by a shield method The present invention relates to a shield tunnel mock-up experiment apparatus and method for considering both pore water pressure according to earth pressure and draining condition.

Generally, various methods are used for constructing a tunnel used for a road or a railway. Basically, a tunnel excavating apparatus is used, or a method of breaking a hard rock by using explosives and mechanically excavating the tunnel is used. For example, the tunnel construction methods currently used in construction sites include NATM (New Australian Tunneling Method), TBM (Tunnel Boring Machine) method, Shield method, and immersion tunnel method.

Among these tunnel construction methods, the shield construction method has been applied to many tunnel construction such as railroad and road in the early 19th and early 20th century. Since the 20th century, due to the remarkable development in the field of mechanical engineering, tunneling mechanization construction technology has been developed more and now it is widely applied not only to roads and railways, but also to various tunnels such as subways, electric power facilities, communication centers, water supply and sewage tunnels. In recent years, in the construction of urban tunnels, it is possible to minimize the environmental damage such as noise and vibration at the time of construction, reduce the labor force, and provide a mechanized tunneling method As a result, the application of such a shielding method is increasing.

Specifically, this shielding method refers to a method of constructing a tunnel by propelling a barrel or frame of steel called a shield (ground) within the ground, and widely used in a ground with soft soil and water. At this time, although the method of construction differs depending on the structure of the shield, the shield is excavated by the cutting edge of the shield front end, and the shield is driven by the thrust of the rear jack while maintaining the closing surface. In addition, at the rear of the shield, a force or a segment of reinforced concrete is assembled together with propulsion.

This shielding method is accomplished by using a shield to excavate the earth slope -> first shotcrete installation -> wire mesh and steel support -> second shotcrete installation -> lining concrete reinforcement -> concrete pouring, And the above-described processes are repeatedly performed.

The tunnel lining is divided into a shotcrete lining and a concrete lining. Specifically, in order to support the ground of the excavation part in accordance with the progress of the tunnel excavation, a shotcrete lining is installed in the tunnel by pouring shotcrete on the excavation surface. These shotcrete lining functions to prevent ground loosening and load sharing on the excavation surface. After the installation of the shotcrete lining, if necessary, a waterproofing film or the like is installed, and finally a concrete is laid to construct a concrete lining having a predetermined thickness.

In this way, when designing and constructing tunnel lining such as shotcrete lining and concrete lining, the structural behavior of the tunnel lining due to the load acting from the ground, that is, the stress, strain, deflection, displacement, It is necessary to accurately calculate the crack propagation shape, crack width, and crack length.

In the past, numerical analysis model simulating whole tunnel lining was made and numerical analysis using computer etc. Was performed to estimate the structural behavior of tunnel lining. However, in this numerical analysis, various assumptions must be included. Consequently, the structural behavior of the tunnel lining can not be analyzed accurately. Therefore, in order to analyze the structural behavior of the tunnel lining more precisely and precisely, it is necessary to perform actual tunnel lining tests to measure the actual behavior of the tunnel lining such as stress, strain, deflection, displacement, desirable.

However, since it is practically impossible to actually fabricate and test the entire tunnel lining, a test method for accurately measuring the structural behavior of the tunnel lining has been strongly demanded, replacing the test for the entire tunnel lining.

As a prior art for solving the above-mentioned problems, Korean Patent No. 10-729994 discloses an invention entitled " Section Testing Apparatus and Test Method for Tunnel Lining ", which will be described with reference to FIG. 1 do.

Generally, the tunnel lining is curved in accordance with the shape of the tunnel. A section test apparatus for a tunnel lining according to the prior art is characterized in that a section specimen having the same physical properties as those of a tunnel lining actually constructed or constructed is prepared for a part of the tunnel lining, The test is carried out using a test apparatus.

1 is a schematic perspective view showing the overall configuration of a section testing apparatus for a tunnel lining according to the prior art.

Referring to FIG. 1, a conventional tunnel lining test apparatus includes a section specimen 1 manufactured to have the same shape and physical properties as a section of a tunnel lining actually installed; (1) is attached to both ends of the section specimen (1) such that the both end portions of the section specimen (1) are fixed ends in the vertical direction and become movable ends in the horizontal direction, A jig device (10) which does not move in a direction but moves in a horizontal direction; (1) through the jig device (10), a horizontal load simulating the vertical load simulating the ground load acting on the upper portion of the section specimen (1) and the restraining pressure by the horizontal reaction force, (30); And the structural behavior of the section specimen 1, such as the stress, strain, deflection, displacement, or deformation of the section specimen 1, which occurs in the section specimen 1 when a vertical load acts on the section specimen 1 And a measuring device 40 for measuring the temperature.

The tunnel lining test apparatus according to the prior art is a concrete tunnel lining test apparatus which can accurately grasp the structural behavior of the tunnel lining but can be practically applied to the tunnel lining. The structural behavior of the tunnel lining applied to the actual tunnel can be measured and analyzed by measuring the structural behavior of the section specimen under the same load and boundary conditions.

FIG. 2 is a view schematically illustrating the earth pressure and the water pressure acting on the shield tunnel according to the related art.

As shown in FIG. 2, the tunnel lining constructed by the shielding method constructed in the ground receives the earth pressure according to the excavation depth and the pore water pressure according to the groundwater location. Pore water pressure refers to the pressure of water present in the gap between soil particles and is the hydraulic pressure transmitted through the pore water in the soil to the action pressure of the pore water in the soil irrespective of the compression or friction between the particles of the soil .

However, in the prior art, there has been a problem in that it is not possible to accurately simulate underground stress because the test is carried out in consideration of only one of earth pressure and pore water pressure for convenience of testing.

Korean Patent No. 10-729994 filed on Dec. 20, 2005, entitled " Section Test Apparatus and Test Method for Tunnel Lining " Korean Published Patent No. 2009-70214 (published on July 1, 2009), entitled "Method of Measuring Working Stress of a Shotcrete Lining of Tunnel" Korean Unexamined Patent Publication No. 2003-0030326 (published on April 18, 2003), entitled "Method for Measuring Continuous Stress in Concrete Structures" Korean Patent Publication No. 2010-72897 (published on July 1, 2010), entitled "Method for Measuring Working Stress of Shotcrete Lining Using Tunneling Using Artificial Cracks & Korean Utility Model No. 20-290332 filed on June 19, 2002, entitled "

Journal of Geotechnical and Geoenvironmental Engineering, Vol. 24, No. 1, pp.61 ~ 70, "A Study on the Deformation Behavior of Low Tuff Tunnels Using Model Tests and Numerical Analysis", (Jae Ho Lee, Youngsoo Kim, 2009, "Proceedings of the Korean Geotechnical Society Conference," Verification of Waterproof Performance of High Water Pressure Water Expansion Index Material Using Model Experiment, "(Seongwon Lee, Jae Hyung Jung, Hwang Jae Hong) "The Behavior of a Proximity Tunnel in a Fracture Layer by Using a Scaled Model Experiment", The Korean Society of Civil Engineers, Vol. 14, No. 3, pp.231-246, May 2012, (2) 23 ~ 31, "Analysis of Earth Pressure Characteristics of Circular Vertical Tunnel Considering Arching Effect (I) - Centrifugal Model Experiment Study", (Kyunghee Kim, Dae Soo,

The present invention has been made in order to solve the above problems, and an object of the present invention is to provide a shield lining method for tunnel lining, which is constructed by shielding, in order to simulate drainage condition and under- This study was carried out to investigate the effects of pressure and internal stress on the underground soil pressure and drainage conditions, which can analyze the stress and internal stress acting on the tunnel lining under various field conditions while varying the drainage conditions and changing the stresses and using the inner shielding tunnel model of the drainage condition and non- The present invention is to provide a shield tunnel model experimental apparatus that takes into account both the pore water pressure and the pore water pressure.

As a means for achieving the above-mentioned technical object, a shield tunnel model test apparatus taking into consideration both pore pressure and drainage water pressure according to the present invention is applied to a tunnel lining A shield tunnel tunnel model or a shield tunnel tunnel model, which is a tunnel model of a shield construction method, and which is composed of a lower plate, a body and an upper plate so as to be filled with a test yarn, is inserted in the shield tunnel model test device for analyzing pressure and internal stress A groove formed with a hole; A shield tunnel model for simulating relaxation of a surrounding ground due to pores occurring between a ground and a small hole at the time of excavating a shield tunnel, comprising: an outer shield tunnel model inserted through an insertion hole formed in the tunnel; A shield tunnel model for simulating a shield tunnel lining under a drainage condition and an under drainage condition, comprising: an inner shield tunnel model of a drainage condition and a non-drainage condition inserted through an insertion hole formed in the trench; A hydraulic load device installed at the center of the upper plate of the toaster to simulate the change of the earth pressure according to the excavation depth and to adjust the load applied to the outer shield tunnel model or the inner pipe tunnel model; A water pressure regulating device installed on a side surface of the top plate of the tank to simulate a change in pore water pressure and regulating a water pressure applied to the inner pipe shield tunnel model; And a measuring instrument for measuring the earth pressure and the water pressure applied to the inner shield tunnel model of the drainage condition and the non-drainage condition to analyze pressure and internal stress acting on the shield tunnel lining.

The shield tunnel model test apparatus considering both the underground earth pressure and the pore water pressure according to the present invention may further include a pressure plate installed on the to-be-controlled so that pressure is applied to the to-do tank as a whole.

In this case, the pressure plate is bolted to a load cell formed at the center of the upper part of the trench, and the test piece in the trench is compressed at a predetermined pressure by using the hydraulic pressure device.

Here, any one of the inner shield tunnel models of the drainage condition and the non-drainage condition may be inserted after the outer shield tunnel model is detached from the insertion hole in the toaster.

Herein, the inner shielding tunnel model of the drainage condition or the inner drainage tunnel tunnel model of the non-drainage condition is inserted, and then water is filled and saturated in order to remove the air in the soil tank.

Here, the data is measured while constantly increasing the earth pressure by using the hydraulic pressure device in a state in which the hydraulic pressure of the hydraulic pressure control tank is constantly maintained by using the hydraulic pressure control field.

As another means for achieving the above-mentioned technical object, the shield tunnel model test method considering both pore pressure and drainage water pressure according to the present invention is characterized in that the pressure acting on the tunnel lining applied by the shielding method, A shield tunnel model test method for analyzing stress, the method comprising the steps of: a) coupling a body of a tundra having a bottom plate, a body and an upper plate to a bottom plate; b) inserting an exterior shield tunnel model through an insertion hole formed in a lower end side surface of the toaster having the bottom plate, the body and the top plate; c) separating the top plate of the toys; d) injecting the test yarn into the trench and performing compaction; e) attaching a pressure plate to the load cell at the center of the upper part of the trough and fastening the separated upper plate; f) compressing the test yarn in the tank to a predetermined pressure; g) inserting the exterior shield tunnel model inserted into the lower end side of the toaster and inserting the inner shield tunnel model of the drainage condition or non-drainage condition; h) saturating water in the tank to remove air in the tank; And i) measuring the data while increasing the earth pressure while maintaining a constant water pressure in the soil tank, wherein the exterior shield tunnel model of step b) is characterized in that, when excavating the shield tunnel, And the inner tunnel shield tunnel model of the drainage condition and the undrained condition of the step g) is a shield tunnel model for simulating the drainage condition and the shield tunnel lining of the under drainage condition .

In the step i), the earth pressure and the hydraulic pressure applied to the inner shield tunnel model of the drainage condition and the non-drainage condition are measured, and then the pressure and the pressure acting on the shield tunnel lining, And the internal stress is analyzed.

delete

Here, the pressure plate of step e) is installed in the toaster so that pressure is applied to the toaster as a whole.

According to the present invention, in the tunnel lining applied by the shielding method, the underground stress is changed by using a hydraulic device to simulate the tunnel construction method of the drainage condition and the under drainage condition, The pressure and the internal stress acting on the tunnel lining can be analyzed at various site conditions while changing the drainage conditions arbitrarily.

1 is a schematic perspective view showing the overall configuration of a section testing apparatus for a tunnel lining according to the prior art.
2 is a view schematically illustrating the earth pressure and water pressure acting on a shield tunnel according to the related art.
FIG. 3A is a view showing a shield tunnel model test apparatus considering both pore pressure and drainage water pressure according to an embodiment of the present invention, FIG. 3B is a shield tunnel model considering all pore water pressures according to underground earth pressure and drainage conditions, 2 is a photograph showing the appearance of the experimental apparatus.
4 is a photograph showing an exterior shield tunnel model and an inner pipe shield tunnel model of a shield tunnel model test apparatus considering both pore pressure and drainage water pressure according to an embodiment of the present invention.
FIG. 5 is a photograph showing a water pressure regulating device of a shield tunnel model experimental apparatus that takes into consideration pore water pressures according to underground earth pressure and drainage conditions according to an embodiment of the present invention.
FIGS. 6A and 6B are photographs showing a pressure plate and a compaction plate of a shield tunnel model experimental apparatus that takes into consideration both pore pressure and drainage water pressure according to an embodiment of the present invention. FIG.
FIG. 7 is a flowchart illustrating a method of testing a shield tunnel model considering both pore pressure and drainage water pressure according to an embodiment of the present invention.
FIG. 8 is a view showing the earth pressure and the water pressure under the non-drainage condition measured by the shield tunnel model test method considering both the underground earth pressure and the pore water pressure according to the drainage condition according to the embodiment of the present invention.
9 is a view showing the relationship between the earth pressure and the water pressure in the shield tunnel model test method considering both pore pressure and drainage water pressure according to the embodiment of the present invention.
10 is a view showing the earth pressure and the water pressure of the drainage condition measured by the shield tunnel model test method considering both the underground earth pressure and the pore water pressure according to the drainage condition according to the embodiment of the present invention.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings, which will be readily apparent to those skilled in the art. The present invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. In order to clearly illustrate the present invention, parts not related to the description are omitted, and similar parts are denoted by like reference characters throughout the specification.

Throughout the specification, when an element is referred to as "comprising ", it means that it can include other elements as well, without excluding other elements unless specifically stated otherwise.

[Shield Tunnel Model Test System Considering Pore Water Pressure According to Underground Earth Pressure and Drain Condition]

FIG. 3A is a view showing a shield tunnel model test apparatus considering both pore pressure and drainage water pressure according to an embodiment of the present invention, FIG. 3B is a photograph showing the outline of a shield tunnel model test apparatus, and FIG. FIG. 5 is a photograph showing an exterior shield tunnel model and an inner pipe shield tunnel model of a shield tunnel model experimental apparatus considering both pore pressure and drainage water pressure according to an embodiment of the present invention. FIG. 6A and 6B are photographs showing the hydraulic pressure control device of the shield tunnel model test apparatus considering both the pore pressure and the pore water pressure according to the earth pressure and drainage conditions. Fig. 6 is a photograph showing a pressure plate and a compaction plate of the shield tunnel model experimental apparatus considered. Fig.

3A and FIG. 6B, the shield tunnel model testing apparatus 100 considering all of the pore water pressures according to the underground earth pressure and drainage conditions according to the embodiment of the present invention includes a tunnel lining (tunnel) constructed by a shield method, A shielding tunnel model 120, an inner shield tunnel model 130, a pressure plate 140, and a hydraulic load device (not shown). 150, a load cell 160, a water pressure regulator 170, a measuring instrument 180, and a compaction plate 190.

As shown in Fig. 3A, the trough 110 includes a lower plate 111, a body 112, and an upper plate 113 for filling a test yarn, for example, a standard yarn. An insertion hole 114 into which an outer shield tunnel model 120 or an inner shield tunnel model 130a or 130b is inserted is formed.

For example, the trench 110 is a part for filling a test yarn to simulate a shield construction tunnel installed under groundwater, and comprises a lower plate 111, a body 112, and an upper plate 113, 3a, the body 112 is formed to have a volume of 0.36 m 3 with a width of 0.6 m, a length of 0.6 m, and a height of 1.0 m. At this time, an insertion hole 114 for inserting an outer shield tunnel model 120 or an inner shield tunnel model 130, which is a tunnel model of the shield construction method, is formed on the lower end side of the toh-

The exterior shield tunnel model 120 is a shield tunnel model for simulating the relaxation of the surrounding ground due to the pores occurring between the ground and the double hole at the time of excavating the shield tunnel. The shield tunnel model 120 is inserted through the insertion hole 114 formed in the earth tunnel 110, do. For example, the exterior shield tunnel model 120 can be designed with an inner diameter of 80 mm, as shown in Fig. 4a).

The inner pipe shield tunnel model 130 is a shield tunnel model for simulating the shield tunnel lining under the drainage condition and the under drainage condition. The tunnel tunnel model is inserted through the insertion hole 114 formed in the toaster 110, And the inner pipe shield tunnel models 130a and 130b. For example, the inner shield tunnel models 130a and 130b of the drainage condition and the non-drainage condition can be designed to have an inner diameter of 60 mm, as shown in Figs. 4B and 4C, respectively. At this time, a pore pressure gauge and a strain gauge are attached to the inner pipe shield tunnel models 130a and 130b, respectively, and a earth pressure gauge can be installed on the inner wall surface of the toaster 110.

Specifically, any one of the inner shield tunnel models 130a and 130b of the drainage condition and the non-drainage condition is inserted after the outer shield tunnel model 120 is detached from the insertion hole 114 in the toaster 110 The inner shielding tunnel model 130a of the drainage condition or the inner drainage tunnel tunnel model 130b of the non-drainage condition is inserted and then the toaster 110 is filled with water in order to remove the air in the toaster 110 Saturated.

6A, the pressure plate 140 is disposed on the upper portion of the toe 110. The pressure plate 140 is installed on the toe plate 110 so that pressure is applied to the toe plate 110 as a whole, The load cell 160 is bolted to the load cell 160 and the test piece in the to-be-tested tank 110 is compressed at a predetermined pressure by using the hydraulic load device 150. At this time, the test subject can perform compaction using the compaction plate 190 shown in FIG. 6B.

The hydraulic loader 150 is installed at the center of the upper plate 113 of the tohsoo 110 to simulate the change of the earth pressure according to the depth of excavation and the exterior shield tunnel model 120 or the inner pipe shield tunnel model 130a , 130b) of the load. At this time, as shown in FIG. 3B, the load cell 160 installed under the hydraulic load device 150 can measure the load.

5, the water pressure regulator 170 is installed on a side surface of the upper plate 113 of the tank 110 in order to simulate a change in pore water pressure, and the inner pipe shield tunnel models 130a and 130b, Thereby controlling the water pressure applied to the pipe. Accordingly, data can be measured while constantly increasing the earth pressure by using the hydraulic loader 150 in a state where the hydrostatic pressure of the to-water tank 110 is constantly maintained by using the hydrostatic pressure controller 170.

The measuring instrument 180 is configured to measure the earth pressure and water pressure applied to the inner shield tunnel model 130a of the drainage condition and the inner shield tunnel model 130b of the non-drainage condition to analyze the pressure and internal stress acting on the shield tunnel lining, Respectively.

The shield tunnel model test apparatus considering all the pore water pressures according to the underground earth pressure and drainage conditions according to the embodiment of the present invention is for performing an indoor test for stress analysis acting on the tunnel lining under drainage and undrained conditions, In order to analyze underground stresses and drainage conditions, it is possible to analyze the working pressure and internal stress of tunnel lining under various field conditions. That is, the shield tunnel model test apparatus considering both pore pressure and drainage water pressure according to the embodiment of the present invention considers both underground earth pressure and pore water pressure, and considering both drainage condition and non-drainage condition, Tunnel model experiments can be performed.

[Experimental Method of Shield Tunnel Model Considering Pore Water Pressure According to Underground Earth Pressure and Drainage Conditions]

FIG. 7 is a flowchart illustrating a method of testing a shield tunnel model considering both pore pressure and drainage water pressure according to an embodiment of the present invention.

Referring to FIG. 7, a shield tunnel model test method considering both pore pressure and drainage water pressure according to an embodiment of the present invention is characterized in that a pressure acting on a tunnel lining applied by a shield method The body 112 of the toaster 110 is coupled to the bottom plate 111 at step S110 and then the bottom plate 111 and the body 112 are connected to each other. The exterior shield tunnel model 120 is inserted through the insertion hole 114 formed in the lower end side surface of the cavity 110 having the top plate 113 in operation S120. Specifically, a bottom plate 111 of the toaster 110 is fastened with bolts, an outer shield tunnel model 120 is inserted into the toaster 110, and a test yarn, for example, Fill the standard yarn up to 90 cm. Here, the exterior shield tunnel model 120 is a shield tunnel model for simulating relaxation of the surrounding ground due to pores occurring between the ground and the double hole at the time of excavating the shield tunnel.

Next, the upper plate 113 of the casing 110 is separated (S130). Then, the test yarn is inserted into the casing 110 and compaction is performed using the compaction board 190 (S140). For example, the compaction plate 190 may be used to compaction 10 times every 30 cm.

Next, the pressure plate 140 is attached to the load cell 160 at the center of the upper part of the toe 110, and the separated upper plate 113 is fastened (S150). Thereafter, And the pressure is compressed (S160). Here, the pressure plate 140 is installed in the toaster 110 so that pressure is applied to the toaster 110 as a whole. For example, the pressure plate 140 is bolted to the load cell 160 at the center of the upper portion of the toe 110 so that pressure is applied to the toe plate 110 as a whole, The standard yarn is compressed so that a earth pressure of 1 ton acts.

Next, the exterior shield tunnel model 120 inserted into the lower end side of the toh- os 110 is detached, and the indoor shield tunnel models 130a and 130b under the drainage condition or the non-drainage condition are inserted (S170). Here, the inner pipe shield tunnel models 130a and 130b for the drainage condition and the non-drainage condition are shield tunnel models for simulating drainage and under drainage conditions of the shield tunnel lining. At this time, as described later, after the earth pressure and the water pressure applied to the inner pipe shield tunnel models 130a and 130b under the drainage condition and the under drainage condition are measured, The pressure and internal stress acting on the lining can be analyzed.

Next, the air in the tohos 110 is removed by saturating water in the tohos 110 (S180).

Next, the data is measured while increasing the earth pressure while maintaining a constant water pressure in the soil tank 110 (S190). At this time, data is measured while constantly increasing the earth pressure by using the hydraulic loader 150 in a state in which the water pressure of the water tank 110 is constantly maintained by using the water pressure regulator 170. For example, by using the hydraulic pressure regulator 170, the hydraulic pressure of the rocket 110 is maintained at 0.05 MPa, 0.10 MPa, 0.15 MPa, and 0.20 MPa, respectively, while the earth pressure is increased by 0.0278 MPa per minute, Pressurize to MPa and measure the data. At this time, the earth pressure can be applied using the hydraulic loader 150, and the data can be measured through the load cell 160, and the data measured through the load cell 160 can be analyzed through the measurement equipment 180 .

[Experiment result]

The shield tunnel model test method considering both pore water pressures and underground earth pressures according to the embodiment of the present invention increases the water pressure to 0.05 MPa, 0.10 MPa, 0.15 MPa and 0.20 MPa step by step, At each step, the data were measured while increasing the earth pressure to 0.139 MPa.

Specifically, the data was measured while increasing the earth pressure while maintaining the constant water pressure under pressure, and the data was measured while increasing the earth pressure while maintaining the water pressure under pressure. For example, first, the hydraulic pressure was pressurized to 0.05 MPa and held, and the pressures were increased to 0.1390 MPa (5 ton) while the earth pressure was increased by 0.0278 MPa (1 ton) per minute. Thereafter, the hydraulic pressure was maintained at 0.10 MPa, and the pressure was increased to 0.03 MPa (1 ton) and the pressure was increased to 0.1390 MPa (5 ton) per minute. Thereafter, the hydraulic pressure was increased to 0.15 MPa and maintained, and the earth pressure was increased to 0.1390 MPa (5 ton) while the soil pressure was increased by 0.0278 MPa (1 ton) per minute. Thereafter, the hydraulic pressure was increased to 0.20 MPa and maintained, and the earth pressure was increased by 0.0278 MPa (1 ton) per minute to 0.1390 MPa (5 ton) and the data were measured. Table 1 shows the discharge test results of drainage conditions.

Table 2 shows the results of soil pressure and pore water pressure under non-drainage conditions and shows a 5-minute average runoff less than 100 m3 / km / min.

Table 3 shows the results of soil pressure and pore water pressure under drainage conditions and shows a 5-minute mean runoff less than 100 m3 / km / min. Table 4 shows the results of the effective stress test under the undrained conditions, and shows the initial and final applied earth pressures, measured earth pressure, applied water pressure, measured water pressure, and effective stress, respectively.

Table 5 shows the results of the effective stress test of the drainage condition, showing the initial and final applied earth pressure, measured earth pressure, applied water pressure, measured water pressure and effective stress, respectively.

Specifically, under non-drainage conditions,

(E) = 0.677, the earth pressure (

Can be given by the following equation (1).

As a result,

And the depth H is 10.0 m, the experimental results of the earth pressure and water pressure under the non-drainage condition can be obtained as shown in Table 6. [ FIG. 8 is a view showing the earth pressure and the water pressure under the non-drainage condition measured by the shield tunnel model test method considering both the underground earth pressure and the pore water pressure according to the drainage condition according to the embodiment of the present invention.

Here, the standard deviation of the earth pressure and pore water pressure in the range of 100 ~ 150㎥ / km / min does not exist. The soil pressure reduction ratio in the above table can be calculated using (19.72 - earth pressure) /19.72, and as a result, the experimental results of the earth pressure, earth pressure reduction ratio and water pressure reduction ratio of the drainage condition can be obtained as shown in Table 7 .

In addition, by calculating the reduction of the pore water pressure according to the depth increase with respect to the depth of 10 m, the experimental result of the pore water pressure reduction according to the depth increase can be obtained as shown in Table 8. In this case, the depth of five points and the water pressure in Table 8 are shown in the graph as shown in FIG. 9 is a diagram showing the relationship between the earth pressure and the water pressure in the shield tunnel model test method.

Specifically, as shown in FIG. 9, when the depth is applied to 1.0 to 20.0 m, the relationship of the water pressure y to the depth x can be expressed by the following equation (2).

Where H is the depth from the bottom of the tunnel to the top of the groundwater.

Using this equation (2), in the drainage condition

And the depth (H) is 10.0 m, the experimental results of the earth pressure and the water pressure of the drainage condition as shown in Table 9 were obtained. 10 is a view showing the earth pressure and the water pressure of the drainage condition measured by the shield tunnel model test method considering both the underground earth pressure and the pore water pressure according to the drainage condition according to the embodiment of the present invention.

Experimental results of a shield tunnel model test method considering both pore pressure and drainage water pressure according to an embodiment of the present invention are analyzed as follows.

First, the increase rate of the earth pressure was larger than the drainage condition in the under drainage condition. This is because the increase in the earth pressure is greater than the drainage condition under the non-drainage condition, and consequently, the pressure acting on the drainage tunnel can be made smaller than the pressure acting on the drainage condition tunnel.

Also, the water pressure increase rate was almost 0 in the under drainage condition, but the (-) value in the drainage condition. This indicates that there is no pore pressure change under the non-drainage condition but becomes smaller than the hydraulic pressure applied due to the drainage under the drainage condition. Also, the decrease of hydraulic pressure under the same total stress was found to be an effective stress increase.

In addition, the effective stress increased with increasing earth pressure under the same hydraulic pressure, and the effective stress increase was smaller in the drainage condition than underdrainage condition. In this case, although the decrease in hydraulic pressure in the drainage condition increases the effective stress, the calculated effective stress is smaller than the non-drainage condition because the increase in the effective stress as much as the decrease in the pore water pressure in the drainage condition is not made in the ground . Therefore, the ultimate earth pressure acting on the tunnel under the condition of the same top soil layer thickness is smaller in the drainage condition than in the non-drainage condition, which means that the section of the segment can be reduced and slimmed down under drainage conditions.

Also, the strain of the inner pipe shield tunnel model under the drainage condition was found to be twice as large as that under the drainage condition.

As a result, according to the embodiment of the present invention, in the tunnel lining applied by the shielding method, the underground stress is changed using a hydraulic device to simulate a shielding method tunnel under drainage condition and undrained condition built in the ground, It is possible to analyze the pressure and internal stress acting on the tunnel lining under various field conditions while arbitrarily changing the drainage condition by using the inner shielding tunnel model of the condition and the under drainage condition.

It will be understood by those skilled in the art that the foregoing description of the present invention is for illustrative purposes only and that those of ordinary skill in the art can readily understand that various changes and modifications may be made without departing from the spirit or essential characteristics of the present invention. will be. It is therefore to be understood that the above-described embodiments are illustrative in all aspects and not restrictive. For example, each component described as a single entity may be distributed and implemented, and components described as being distributed may also be implemented in a combined form.

The scope of the present invention is defined by the appended claims rather than the detailed description and all changes or modifications derived from the meaning and scope of the claims and their equivalents are to be construed as being included within the scope of the present invention do.

100: Shield Tunnel Model Experiment System Considering Pore Water Pressure According to Underground Earth Pressure and Drainage Conditions
110: Tojo
111:
112: Body
113:
114: insertion hole
120: Exterior Shield Tunnel Model
130: Inner pipe shield tunnel model
140: Platen
150: Hydraulic load device
160: Load cell
170: Hydraulic regulator
180: Measuring equipment
190: Compass board

Claims

A shield tunnel model test apparatus for analyzing pressure and internal stress acting on a tunnel lining constructed by a shield method,
And an inner shield tunnel model 130a or 130b, which is composed of a lower plate 111, a body 112, and an upper plate 113 so as to be filled with the test yarn, and which is a tunnel model of the shield method, A cavity 110 in which a hole 114 is formed;
A shield tunnel model for simulating relaxation of a surrounding ground due to pores occurring between a ground and a hollow at the time of excavating a shield tunnel. The shield tunnel model includes an exterior shield tunnel model 120 inserted through an insertion hole 114 formed in the earth tunnel 110, ;
A shield tunnel model for simulating a shield tunnel lining under a drainage condition and an under drainage condition is provided. The shield tunnel model 130a, 130b (130a, 130b) has drainage condition and under drainage condition inserted through an insertion hole (114) );
And a load applied to the outer shielding tunnel model 120 or the inner shield tunnel models 130a and 130b is set at the center of the top plate 113 of the toh- A hydraulic load device 150 for adjusting the hydraulic pressure;
A water pressure regulating device 170 installed on a side surface of the top plate 113 of the tank 110 to simulate a change in the pore water pressure and regulating a water pressure applied to the inner pipe shield tunnel models 130a and 130b; And
A measuring instrument 180 for measuring the earth pressure and the water pressure applied to the inner shield tunnel models 130a and 130b of the drainage condition and the non-drainage condition to analyze pressure and internal stress acting on the shield tunnel lining,
And the pore water pressure according to drainage condition.

The method according to claim 1,
A shield tunnel model test apparatus that takes into consideration both underground earth pressure and pore water pressure according to drainage conditions, further including a pressure plate (140) installed on the earthquake (110) so that pressure is applied to the earthquake (110) as a whole.

3. The method of claim 2,
The pressure plate 140 is bolted to the load cell 160 formed at the center of the upper surface of the toe set 110 and the test sheet in the toe set 110 is compressed at a predetermined pressure using the hydraulic pressure setting apparatus 150 And a shield tunnel model testing device that takes into consideration both pore pressure and drainage water pressure.

The method according to claim 1,
One of the inner shield tunnel models 130a and 130b of the drainage condition and the non-drainage condition is inserted after the outer shield tunnel model 120 is detached from the insertion hole 114 in the toh- Shield Tunnel Model Test System Considering Both Ground Pressure and Pore Water Pressure According to Drain Conditions.

The method according to claim 1,
After the inner shield tunnel model 130a of the drainage condition or the inner shield tunnel model 130b of the non-drainage condition is inserted, the toaster 110 is filled with water and saturated to remove the air in the toaster 110 Shield Tunnel Model Test System Considering Both Ground Pressure and Pore Water Pressure According to Drain Conditions.

The method according to claim 1,
Wherein data is measured while constantly increasing the earth pressure by using the hydraulic loader (150) in a state in which the hydraulic pressure of the hydraulic control unit (170) is constantly maintained at a constant pressure. Shield Tunnel Model Test System Considering Pore Water Pressure According to Earth Pressure and Drain Condition.

A shield tunnel model test method for analyzing pressure and internal stress acting on a tunnel lining constructed by a shield method,
a) coupling the body 112 of the toe 110 having the lower plate 111, the body 112 and the upper plate 113 with the lower plate 111;
b) inserting the outer shield tunnel model 120 through the insertion hole 114 formed in the lower end side surface of the trough 110;
c) separating the top plate (113) of the trough (110);
d) injecting the test yarn into the trough 110 and performing compaction;
e) attaching a pressure plate (140) to the load cell (160) at the center of the upper part (110) and tightening the separated upper plate (113);
f) compressing the test yarn in the toothed body 110 to a predetermined pressure;
g) inserting the exterior shield tunnel model 120 inserted into the lower end side of the housing 110 and inserting the interior shield tunnel models 130a and 130b under the drainage condition or the non-drainage condition;
h) saturating the water in the tank (110) to remove air in the tank (110); And
i) measuring data while increasing the earth pressure while maintaining a certain water pressure in the tank
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The exterior shield tunnel model 120 in the step b) is a shield tunnel model for simulating the relaxation of the surrounding ground due to the gap generated between the ground and the double hole in the excavation of the shield tunnel, and the drainage condition and non- Shielded tunnel model 130a, 130b is a shield tunnel model for simulating a shield tunnel lining under drainage condition and underdrainage condition. The shield tunnel model considering both underground earth pressure and pore water pressure according to drainage conditions Way.

8. The method of claim 7,
After measuring the earth pressure and the water pressure applied to the inner pipe shield tunnel models 130a and 130b under the drainage condition and the non-drainage condition in the step i), the water pressure and the pore water pressure according to the underground earth pressure and the drainage conditions are taken into consideration, And the inner stress is analyzed. The shield tunnel model test method considering both the underground earth pressure and the pore water pressure according to the drainage condition.

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8. The method of claim 7,
Wherein the pressure plate 140 of the step e) is installed on the toaster 110 so as to apply a pressure to the toaster 110 as a whole. In the shield tunnel model test method considering both the underground earth pressure and the pore water pressure according to the drainage conditions .