KR101766311B1 - Corrugated plate for increased rigidity - Google Patents

Abstract

The present invention relates to a corrugated steel plate to increase rigidity and a tunnel structure using the same. According to the present invention, in the corrugated steel plate including a plurality of pitch and gully parts (110, 120) at predetermined intervals in a lateral direction, and bent at a constant curvature in a bending direction, a joint part (200) wherein a cross sectional shape of the pitch and gully parts (110, 120) is extended without any change to allow another corrugated steel plate (10) to be overlapped is formed on both sides of the bending direction of the corrugated steel plate (10), and a plurality of joint holes (210) wherein a bolt is fastened are formed in the joint part (200) is formed in the joint part (200). The joint holes (210) are arranged along a central line (220) of the pitch and gully parts in the joint part (200), at least four joint holes (210) are formed on each central line (220), and the joint holes (210) are spaced apart at identical intervals (h) on the identical central line (220). Thus, in a unit corrugated steel plate (10) of an identical condition coupled and construed as a long span structure, such as a tunnel, a maximum bending strength and a maximum compressive load are able to be provided due to a coupling structure of the joint part (200) formed on both sides of the bending direction without a separate reinforcement member.

Description

{CORRUGATED PLATE FOR INCREASED RIGIDITY}

The present invention relates to a corrugated steel sheet and a structure using the corrugated steel sheet. More particularly, the present invention relates to a bent corrugated steel sheet having a mountain portion and a valley portion to be joined and constructed by a structure such as a tunnel, and a tunnel structure using the same.

Generally, the corrugated steel plate structure is a flexible structure, which can flexibly cope with uneven settlement and thus compensates for the disadvantages of concrete structures. Therefore, it is used not only for water or drainage culvert which is a relatively simple structure, It is also widely used for long-term structures such as tunnel structures.

Since the corrugated steel plate structure is basically a structure in which a unit corrugated steel sheet is combined or assembled, various sizes and shapes of the corrugated steel sheet can be used according to the combination of the respective corrugated steel sheets. The most basic cross- Pipe-Arch type, which is improved to improve the quality of the products. In addition, various cross-sections such as elliptical type, underpass type, arch type, high profile arch type, low profile arch type, pear type, pear arch type and box- Shaped corrugated steel sheet has been produced and constructed.

In order to increase the flexural strength and the like of the corrugated steel sheet, a plurality of crests and valleys are formed repeatedly so as to form a corrugated shape, and the corrugated steel sheet is formed to be bent with a constant curvature as a whole. A corrugated corrugated steel sheet has been developed to be applied to a long span structure having a span length of 10 m or more while having such a corrugated steel sheet structure.

The square steel corrugated steel plate which succeeded in sintering the steel sheets up to about 16 m was successful in terms of suppressing warpage deformation of the structure due to the unit earth pressure of the backfill material. However, in the structure constructed by continuously connecting the corrugated steel plates in the bending direction, There was a problem that resistance to rigidity and flexural rigidity was insufficient. In order to compensate for this, it was tried to secure the resistance against bending moment and the ground safety by attaching a separate reinforcing member to the transverse stiffener. However, the increase of axial stiffness was insignificant. Especially, in case of the structure using deep soil, There is a problem that it is difficult to secure strength.

Accordingly, the inventor of the present invention has proposed a new and precise joining structure on both sides of the corrugated steel sheet on the basis of the size, shape and material of the conventional unit corrugated steel sheet in consideration of compatibility and economical efficiency, thereby maximizing rigidity And a tunnel structure using the corrugated steel sheet.

In order to solve the above-mentioned problems, the present invention proposes a new and precise joining structure of joining portions formed on both sides in the bending direction in a conventional unit corrugated steel sheet so as to be stably constructed as a long interstice structure, so that the maximum bending strength and compression And to provide a corrugated steel sheet for increasing the rigidity and a tunnel structure using the same.

Also, it is an object of the present invention to provide a corrugated steel sheet for increasing rigidity and a tunnel structure using the corrugated steel sheet, which can reduce the economic loss due to fracture in the corrugated steel sheet bending process and increase the workability in actual field.

In order to achieve the above object, the present invention provides a corrugated steel sheet for increasing rigidity, comprising a plurality of crests (110) and valleys (120) formed at regular intervals along a width direction, A joint part 200 is provided on both sides of the corrugated steel sheet 10 in the bending direction so that the cross sections of the crests 110 and the valleys 120 are directly connected to each other so that the corrugated steel plates 10 are overlapped with each other. Four joint holes 210 are arranged along the center line 220 of the crests and valleys of the joint portion 200. The diameter of the joint hole 210 is 28 mm and the diameter of the joint portion 200 The overlapping interval H is 290 mm and the first spacing h1 between the four jointing holes 210 is formed at an equal interval of 70 mm and the four jointing holes 210 are arranged along the centerline 220, The second gap h2 between any one of the joint holes 210 located at the outermost corner and the corrugated steel plate edge is The thickness of the joint 200 is 6.0 to 8.0 mm and the overlapping distance H of the joint 200 is 3 times the first spacing h1 and twice the second spacing h2, And a side portion 300 is provided at the widthwise edge of the corrugated steel sheet 10 so as to overlap the widthwise edge of the corrugated steel sheet 10 and a bolt is fastened to the side portion 300 And a plurality of side holes 310 are formed.

delete

delete

delete

delete

With the above-described solution, by the joint structure of the joint part 200 formed on both sides in the bending direction in the unit corrugated steel sheet 10 of the same condition to be combined and installed with the interspinous interstices such as a tunnel, There is an advantage that a maximum bending strength and a compression load can be exerted.

In addition, there is an advantage that economic loss due to fracture in the corrugated steel sheet bending process can be reduced and workability in actual field can be increased.

1 is a view showing an overall structure of a corrugated steel plate for increasing rigidity and a tunnel structure using the same according to an embodiment of the present invention.
FIG. 2 is a view showing a corrugated steel sheet for rigidity increasing according to an embodiment of the present invention.
Fig. 3 is a plan view showing various embodiments and comparative examples of the corrugated steel sheet for stiffness increasing and the joint thereof according to the present invention.
Fig. 4 is a view for explaining a test apparatus for comparing the bending strength of the corrugated steel sheet for stiffness increasing and the joint portion of the present invention.
Fig. 5 is a graph derived from the comparative test of the bending strength of the corrugated steel sheet for stiffness increasing and the joint portion of the present invention.
Fig. 6 is a view for explaining the fracture patterns of the embodiment and the comparative example shown in the comparative test of the bending strength of the corrugated steel sheet for stiffness increasing and the joint part of the present invention.
Fig. 7 is a view for explaining a pressure load comparison test apparatus of the corrugated steel sheet for stiffness increasing and the joint portion of the present invention. Fig.
Fig. 8 is a graph derived from the pressure load comparison test between the corrugated steel sheet for stiffness increasing and the joint portion of the present invention.
Fig. 9 is a view for explaining the fracture patterns of the embodiment and the comparative example shown in the pressure load comparison test between the corrugated steel sheet for stiffness increasing and the joint portion of the present invention.

The corrugated steel sheet for stiffness enhancement according to the present invention and the tunnel structure using the corrugated steel sheet can be variously applied, and the most preferred embodiments will be described below with reference to the accompanying drawings.

The corrugated steel plate 10 can be divided into a standard corrugated steel plate (150 x 50 mm), which is constructed as a simple structure, and a corrugated corrugated steel plate (380 x 140 mm or 400 x 150 mm), which is constructed as a long interstice structure. A corrugated steel plate refers to a corrugated corrugated steel plate as a unit member continuously joined to a long-span structure such as a tunnel having a length of 10 m or more, unless otherwise specified.

FIG. 1 is a schematic view of a corrugated steel sheet for strengthening rigidity and a tunnel structure using the corrugated steel sheet according to an embodiment of the present invention. Referring to FIG. 1, the corrugated steel sheet 10 has a structure in which a buckling deformation of a structure It is necessary to be able to have high rigidity such as axial stiffness and bending stiffness by the coupling between the corrugated steel plates 10. [ Concretely, the corrugated steel plate 10 is continuously joined along the bending direction by the first engaging means to form the corrugated steel plate arch structure 20, and the corrugated steel plate arch structure 20 is joined to the corrugated steel plate arch structure 20 by the second engaging means in the width direction Thereby forming the corrugated steel plate tunnel structure 30.

The corrugated steel sheet 10 is formed such that a plurality of crests 110 and valleys 120 are formed at regular intervals along the width direction and bent at a constant curvature along the bending direction. Here, the width direction is the same as the traveling direction of the tunnel when coupled with the corrugated steel plate tunnel structure 30, and the bending direction is the same as the curved direction with respect to the longitudinal cross-section of the tunnel (the one- The same as the width direction in the corrugated steel sheet).

FIG. 2 is a view showing a corrugated steel sheet for rigidity increasing according to an embodiment of the present invention. A joint portion 200 is provided on both sides of the corrugated steel sheet 10 in the bending direction so that the cross section of the crest portion 110 and the valley portion 120 are directly connected to each other so that the corrugated steel sheet 10 is overlapped. In other words, the joint portion 200 is a portion overlapping the two corrugated steel plates 10 so as to face each other back and forth, and the length in the bending direction of the joint portion 200 is referred to as an overlapping interval H.

The other corrugated steel sheet 10 is joined to the joint part 200 by the first fastening means. Specifically, the first fastening means includes a plurality of bolts 230 and a plurality of joint holes 210 into which the bolts can be fastened.

The joint portion 200 is provided with a joint hole 210 along the center line 220 of the crest portion and the trough portion and at least four joint holes 210 are formed in each center line 220. For example, in the case of a corrugated steel sheet 10 composed of three hill portions 110 and four valleys 120, seven center lines 220 can be assumed, and each center line 220 has at least four joint holes As a result, at least 28 joint holes 210 may be formed in the joint 200 of the corrugated steel sheet 10 of this embodiment. In addition, the same center line 220 is formed with the joint holes 210 spaced apart by the same distance h.

This is because four joint holes 210 are formed at even intervals under the overlapping interval H at 275 to 295 mm so that the bending stiffness and axial stiffness are maximally increased in the finally formed corrugated steel plate tunnel structure 30, And a compression load can be exerted. Further, since the four joint holes 210 are formed at equal intervals under a certain overlapping interval H, the economic loss due to the breakage in the bending process can be reduced, and the ease of installation when assembled into the corrugated steel plate structure in the actual site is also increased There is an advantage.

FIG. 3 is a plan view showing various embodiments and comparative examples of the corrugated steel sheet for strengthening rigidity and its bending section according to the present invention. The overlapping interval H is divided into a first interval h1 and a second interval h2 ). More specifically, the first distance h1 means an interval between adjacent two joint holes 210 of the plurality of joint holes 210, and the second distance h2 means a distance between any one of the joint holes 210) and the edge of the corrugated steel plate. Therefore, in the case of the corrugated steel sheet 10 having four joint holes 210, which are the embodiments of the biaxial strength comparison test and the compressive load comparison test described below, having the joint 200 formed at regular intervals along the center line 220, The value of the interval H has the same value as the sum of three times of the first interval h1 and two times of the second interval h2 (see Fig. 3 (b)).
That is, the first gap h1 between the four joint holes 210 is 70 mm, and the second joint hole 210 located at the outermost one of the four joint holes 210 and the second gap between the corrugated steel plate edge (290 mm) of two times (80 mm) of the third interval (210 mm) and the second interval (h2: 40 mm) of the first interval (h1: 70 mm) (H).

In the case of a corrugated steel sheet 10 having three joint holes 210 which are comparative examples of the following flexural strength comparison test and each has a joint 200 formed at regular intervals along the center line 220, the value of the overlap interval H Has the same value as the sum of two times of the first interval h1 and two times of the second interval h2 (see Fig. 3 (a)).

Meanwhile, the side portion 300 may be provided on the widthwise edge of the corrugated steel sheet 10 so as to overlap the widthwise edge of the corrugated steel sheet 10. Accordingly, the corrugated steel plate arch structure 20 continuously joined along the bending direction of the corrugated steel plates 10 is continuously joined to the corrugated steel plate arch structures 20 so as to be opposed to each other along the width direction by the second engaging means, . The second fastening means may include a plurality of bolts 330 and a plurality of side holes 310 to which the bolts can be fastened (see FIGS. 1 and 2).

The corrugated steel sheet 10 may preferably be composed of ASTM A1018 GR40 or SS400 to SS590, and the thickness of the corrugated steel sheet 10 may be preferably 6.0 mm, 7.0 mm or 8.0 mm . Also, the diameter of the joint hole 210 of the two corrugated steel sheets 10 may be preferably 28 mm, and the bolt connected to the joint hole 210 may preferably be composed of M22.

Hereinafter, the bending strength comparison test and the pressure load comparison test performed while varying the number of the joint holes 210 at the center line 220 of the joint 200 under a certain lapping interval H will be described in detail.

1. Bending strength comparison test (Test A, Test B, Test C)

FIG. 4 is a view for explaining a test apparatus for comparing the flexural strength of a corrugated steel sheet for stiffness increasing according to the present invention and its joint portion, wherein (a) is a frontal view, (b) is a side view, (P) is 555 mm and the distance from the gripping portion (P) to the fulcrum portion (R) is 589.5 mm. The displacement speed is set to 0.05 m / s using a 1000 kN actuator. In this test, in order to prevent the bending strength from being lowered due to the local fracture of the fulcrum portion (R), the fulcrum portion (R), which is the same as the corrugated steel sheet, is manufactured and tested. Two LVDT (Linear Variable Differential Transformer) were installed at the center of the corrugated steel plate, the center of the corrugated part and the fulcrum of the corrugated steel plate to recognize the degree of bending deformation at the bottom of the steel plate, . The final measured value is the instantaneous value at which the breakage or breakage of the corrugated steel plate joint 200 occurs. Fig. 5 is a graph derived from the comparative test of the bending strength of the corrugated steel sheet for stiffness increasing and the joint portion of the present invention.

The corrugated steel sheet 10 of Comparative Examples and Examples is made of ASTM A1018 GR40 (A1018 Grade 40 carbon steel of American Society for Testing and Materials). The bolts joined to the two corrugated steel plates 10 are M22 (strength 10.9), and the diameter of each coupling hole 210 is 28 mm.

Specifically, in the corrugated steel plate joint part 200 of the comparative example, three joint holes 210 are formed along the center line 220, the overlapping interval H is 280 mm, the first interval h1 is 100 mm, The second spacing h2 is 40 mm. Four corrugated holes 210 are formed along the center line 220 in the corrugated steel plate joint part 200 of the embodiment, the overlapping interval H is 290 mm, the first spacing h1 is 70 mm, (h2) is 40 mm.

Test A is a comparative example in which the thickness (plate thickness) is 6.0 mm and the number of joint holes 210, the overlapping interval H, the first interval h1 and the second interval h2 are satisfied, The load according to the vertical deformation amount is measured by the test method described above, and finally, the moment strength is derived and compared with the measured value of the load in consideration of the shear distance.

Tests B and C are the same as those of Test A except that the thickness of the corrugated steel sheet is 7.0 mm and 8.0 mm, respectively. Similarly, the load according to the vertical deformation amount is measured to derive and compare the moment strength.

The above Tests A to C are repeated two to three times each, and the derived moment strengths are shown in Table 1 below.

Bending Strength (Moment Strength) according to Number of Corrugated Hole Holes Plate Thickness 3Hole (comparative example)
4Hole (Example) Load (kN) Moment strength (kN / m) Load (kN) Moment strength (kN / m) 6.0mm
(Test A) One 409.8 114.7 682.6 178.8 2 394.7 110.5 678.1 188.2 3 - - 670.0 185.9 7.0mm
(Test B) One 491.6 137.6 805.6 223.6 2 489.6 137.1 785.0 217.8 3 - - 768.5 213.3 8.0 mm
(Test C) One 571.2 159.9 901.6 250.2 2 593.1 166.1 924.8 256.6 3 - - 902.6 250.5

The average of the moment strengths measured in the tests A to C is a value to compare the flexural strengths of the comparative example and the example in each test. The bending strength and the rate of increase in each test are shown in Table 2 below.

Increase of bending strength according to the number of corrugated steel plate joints Plate Thickness 6.0 mm (test A) 7.0 mm (Test B) 8.0 mm (Test C) 3Hole (comparative example)
(kN / m) 112.6 137.4 163.0 4Hole (Example)
(kN / m) 184.3 218.3 252.4 Bending strength increase rate
(%) 63.7 58.9 54.8

As a result, it can be seen that the embodiment increases the flexural strength (moment strength) from 71.2 kN / m (test A) to 89.4 kN / m (test C) up to 89.4 kN / m compared with the comparative example. If the thickness is 8.0 mm, the increase rate of the bending strength is at least 54.8%. If the thickness is 6.0 mm, the increase rate of the bending strength is maximum 63.7%, and the bending strength at least 54.8% over the entire corrugated steel sheet having a thickness of 6.0 to 8.0 mm .

In comparison with the fracture patterns of the examples and the comparative examples in each test, in the case of the comparative example, local buckling fracture of the fulcrum part, tear breakage of the bolt joint and rotation of the bolt head occurred. In the case of the embodiment, (Fig. 6 (a) shows the overall bending failure of the corrugated steel sheet, Fig. 6 (b) shows the tear breakage of the bolt joint portion, and (c) shows the bolt head rolling phenomenon).

2. Compression load comparison test (Test D, Test E)

FIG. 7 is a view for explaining a pressure load comparative test apparatus for a corrugated steel sheet for stiffness increasing according to the present invention. This test is used for a test such as a universal testing machine (UTM) having a maximum capacity of 5000 kN A multi-purpose testing machine) is used. The test body is placed on the bed of the UTM and compressed by the upper supporting plate. The displacement speed should be 0.05m / s. Two LVDTs are installed on both sides to measure load and LVDT displacement. The final measured value is the instantaneous value at which the breakage of the corrugated steel plate joint 200, local buckling failure or total buckling failure occurs. Fig. 8 is a graph derived from the pressure load comparison test between the corrugated steel sheet for stiffness increasing and the joint portion of the present invention.

The material of the corrugated steel sheet 10 of Comparative Example a, Comparative Example b and Example is ASTM A1018 GR40 in the same manner as the above-described bending strength comparison test. The bolts joined to the two corrugated steel plates 10 are also M22 (strength 10.9), and the diameters of the respective coupling holes 210 are equal to 28 mm.

Specifically, in the corrugated steel plate joint part 200 of the comparative example a, three joint holes 210 are formed along the center line 220, the overlapping interval H is 280 mm, and the first interval h1 is 100 mm And the second gap h2 is 40 mm (the bending strength is the same as the comparative example in the comparative test). Four corrugated holes 210 are formed along the center line 220 in the corrugated steel plate joint part 200 of the embodiment, the overlapping interval H is 290 mm, the first spacing h1 is 70 mm, (h2) is 40 mm (the bending strength is the same as the embodiment in the comparative test). In the corrugated steel plate joint part 200 of the comparative example b, five joint holes 210 are formed along the center line 220, the overlapping interval H is 290 mm, the first interval h1 is 52.5 mm, The second spacing h2 is 40 mm

Test D is a comparative example a in which the thickness (plate thickness) is 6.0 mm and the number of joint holes 210, the overlapping interval H, the first interval h1 and the second interval h2 are satisfied Example b and the example are measured by the above test method, and the final value at the moment when acupressure breakage occurs is measured while the load is measured according to the LVDT displacement.

Test E is to set the thickness of the corrugated steel sheet to 8.0 mm and the other conditions to be the same as in Test D. The final values of the loads derived from the tests D to E are shown in Table 3 below.

Compressive load comparison table according to the number of corrugated steel plate joints Plate Thickness 3Hole (Comparative Example a)
(kN) 4Hole (Example)
(kN) 5Hole (Comparative Example b)
(kN) 6.0mm
(Test D) 2634.6 3161.1 3053.2 8.0 mm
(Test E) 3991.9 4263.3 4061.3

As a result, it can be seen that the example increases the pressure load up to 526.5 kN (test D) as compared to the comparative example a, and the pressure load increases to 107.9 kN (test D) as compared to the comparison example b. If the thickness is 6.0 mm, the rate of increase of pressure load is increased up to 19.9%.

In addition, the fracture patterns of Examples and Comparative Example a are compared in each test. In case of Comparative Example a, the ultimate load can not be reached due to the bolt shear fracture including buckling fracture, and the compressive strength of the joint portion 200 is sufficiently extinguished In contrast, in the case of the embodiment, only the fracture failure and the local buckling failure occurred in the fracture mode, and the behavior was changed due to soft fracture rather than brittle fracture (Fig. 9 (a) (B) shows joint pressure failure).

When the number of the joint holes 210 is five along the center line 220 in the corrugated steel plate joint portion 200 (Comparative Example b), the interval between the joint holes 210 is shortened, There is a problem in that productivity is deteriorated due to difficulty in securing a space for joining the joint part 200 of the corrugated steel sheet by using a tool such as impact when the bolt is fastened.

Therefore, when four corrugated holes 210 are formed along the center line 220 in the corrugated steel plate joint part 200, the economic loss due to the fracture in the bending process can be reduced and the corrugated steel plate structure The ease of construction can be increased.

According to the bending strength comparison test, the joint portion 200 is provided with the joint hole 210 along the center line 220 of the crest portion and the trough portion and the center line 220 under the overlapping interval H of 275 to 295 mm Since at least four joint holes 210 are formed, the bending moment strength can be maximized.

Considering the fracture phenomenon and productivity in the actual process together with the above-mentioned bending strength comparison test and compression load comparison test, when four joint holes 210 are formed in each center line 220, the overlapping interval at 275 to 295 mm The first spacing h1 between adjacent two of the four coupling holes 210 in the four coupling holes 210 is 65 to 75 mm and the number of the four coupling holes 210 arranged along the same center line 220 It is preferable that the second gap h2 between any one joint hole 210 located at the outermost periphery and the corrugated steel plate edge is 35 to 45 mm.

Thus, under a constant overlapping interval (H) of the corrugated steel plate joint part 200 under the same conditions, the maximum flexural strength and compressive load can be exerted without any additional reinforcing member, so that the resistance against the bending moment of the long- It is possible to secure the buckling strength of the structure and the strength of the bolt joint as well as to secure the economical loss due to the failure in the corrugated steel sheet production process and to increase the workability in actual field.

The corrugated steel sheet for increasing stiffness according to the present invention and the tunnel structure using the corrugated steel sheet have been described above. It will be understood by those of ordinary skill in the art that various changes in form and details may be made therein without departing from the spirit and scope of the invention as defined by the appended claims.

It is to be understood, therefore, that the embodiments described above are in all respects illustrative and not restrictive.

10: corrugated steel plate 20: corrugated steel plate arch structure
30: corrugated steel plate tunnel structure 200:
210: joint hole 230: bolt
300: side portion 310: side hole
H: overlap interval h1: first interval
h2: second interval w: width interval

Claims (5)

A corrugated steel sheet (10) having a plurality of crests (110) and valleys (120) formed at regular intervals along a width direction and being bent at a constant curvature in a longitudinal direction,
A joint portion 200 is provided on both sides of the corrugated steel sheet 10 in the bending direction so that the cross-sectional shape of the crest portion 110 and the valley portion 120 are directly connected to each other so that the corrugated steel sheet 10 is overlapped, 200 are formed with four joint holes 210 along the center line 220 of the crests and valleys and the diameter of the joint holes 210 is 28 mm and the overlapping interval H of the joints 200 is The first spacing h1 between the four spacing holes 210 is formed to be equal to the spacing of 70 mm and the spacing between the four spacing holes 210 disposed at the outermost one of the four spacing holes 210 disposed along the center line 220 The second gap h2 between the one joint hole 210 and the corrugated steel plate is 40 mm and the thickness of the joint 200 is 6.0 to 8.0 mm and the overlapping interval H of the joint 200 is 40 mm, Is formed by a sum of three times the first spacing (h1) and two times the second spacing (h2)
A side portion 300 is provided at the widthwise edge of the corrugated steel sheet 10 so as to overlap the widthwise edge of the corrugated steel sheet 10 and a plurality of side holes 300 are formed in the side portion 300, (310) is formed on the upper surface of the corrugated steel sheet.
delete delete delete delete

Images