KR101747157B1 - Manufacturing method of the prestressed girder with corrugated steel web and corrugated girder or the bridge thereby - Google Patents

Abstract

The present invention relates to a structure of a girder for bridges capable of coping with an external force safely and efficiently while greatly reducing the amount of steel used by introducing a prestress into a corrugated girder, the girder having: a) a unit waveform Fabricating a unit wave vertical member by attaching an upper steel member and a lower steel member to the upper and lower ends of the steel sheet in the longitudinal direction, respectively; b) forming scallops by the removed edges, and superimposing the superimposed portions of the unitary wave vertical members on each other so as to be spaced apart from each other between the upper steel members and between the lower steel members, step; c) constructing a lower concrete slab and introducing a prestress to synthesize a lower concrete slab in the lower steel material so that compressive stress is introduced into the lower concrete slab; d) joining and joining each upper steel piece in a segmented shape.

Description

TECHNICAL FIELD [0001] The present invention relates to a method of manufacturing a corrugated girder incorporating a prestress, and a corrugated girder formed by the method. BACKGROUND OF THE INVENTION 1. Field of the Invention [0001] The present invention relates to a corrugated girder,

More particularly, the present invention relates to a method of manufacturing a bridge girder which can cope with an external force safely and efficiently while greatly reducing the amount of steel used by introducing a prestress into a corrugated girder And a structure of a girder manufactured thereby.

In the general I type steel girder for the optimization of the cross section of the bridge girder, casing concrete is laid in the lower flange and the steel wire is inserted into it to introduce the prestress. However, the I- The axial stiffness is so large that introduction of the prestress can not be efficiently achieved.

On the contrary, if the girder is constituted by the corrugated steel plate, the shear stiffness is greatly increased by the corrugation of the steel plate, so that the corrugated steel sheet forming the abdomen portion of the girder only imposes shearing force and the bending moment can be borne by the lower concrete slab do.

In addition, when the compressive stress is to be introduced into the lower concrete slab, the accordion effect of the corrugated steel sheet can have a prestress introduction efficiency of 115 to 120% or more higher than that of the I-shaped steel, .

Therefore, studies on the girder structure using the corrugated steel plate have been continuously carried out. For example, a prestressed concrete composite beam with corrugated steel plate abutment No. 20-0361193 has been proposed.

The composite beam of the registration number 20-0361193 is as shown in Fig. A corrugated steel plate 20 having a corrugated shape bent in a regular shape in the longitudinal direction of the girder and upper and lower concrete panels 30 and 40 in which upper and lower corrugations are embedded, A through hole is formed in the upper and lower portions of the upper and lower concrete panels so that the transverse coupling steel bars are disposed so as to be integrated with the upper and lower concrete panels and the sheath pipe 41 is embedded in the lower concrete panel, .

Although the composite beam of the above-mentioned registration number 20-0361193 having the structure in which the upper and lower portions of the corrugated steel sheet are embedded in the concrete can be efficiently introduced into the lower concrete panel by the accordion effect on the corrugated steel sheet, The vertical gap between the concrete panel and rainwater or moisture easily penetrates and the corrosion of the reinforcing steel and the neutralization of the concrete progress rapidly and the durability of the concrete panel is lowered and there is an uneconomical problem due to difficulty of the formwork when the upper slab concrete is laid .

In addition, in order to maintain the corrugated cross-sectional shape of the corrugated steel plate 20 at the time of pouring concrete for filling the upper and lower ends of the corrugated steel plate 20 into the upper concrete panels 30 and 40, There is a problem that work for making a girder becomes very troublesome.

Fig. 2 is another prior art of a girder using a corrugated steel plate, which is disclosed in Registration No. 10-1476290. The I-shaped girder of FIG. 2 includes a lower flange 10 including a plurality of PS steels 11 longitudinally disposed within a concrete 12 layer; An abdomen (20) vertically upwardly coupled to the center of the lower flange (10); And an upper flange 30 joined to the upper portion of the abdomen portion 20 and made of concrete and the abdomen portion 20 is composed of a corrugated steel plate 24 and a lower flange 30 joined to a lower end of the corrugated steel plate 24, Flange (10) A steel lower flange (22a) attached to the upper end of concrete (12), a plurality of lower sheaves (22a) joined to the lower part of the steel lower flange (22a) and embedded in the concrete (12) A connecting member 22b and a steel upper flange 26a coupled to the upper end of the corrugated steel plate 24 and attached to the lower end of the upper flange 30 and to the upper side of the steel upper flange 26a And a plurality of upper shear connectors (26b) embedded in the upper flange (30) concrete.

The I-shaped girder of the above-mentioned Registration No. 10-1476290 does not allow the upper and lower ends of the corrugated steel plate 24 to be directly buried in the concrete, but the steel lower flange 22a and the upper steel flange 22b having the shear connection members 22b, The upper and lower flanges 22a and 26a are vertically attached to the upper and lower ends of the corrugated steel plate 24 so that the upper and lower flanges 22a and 26a of the steel are combined with the concrete through the shear connection members 22b and 26b.

In the I-type girder of Registration No. 10-1476290 in which the upper and lower ends of the corrugated steel plate are not directly buried in concrete but the composite girder is formed through the upper and lower flanges of the steel material and the shear connection member, Since the upper and lower flanges 22a and 26a of the upper and lower flanges 30 and 10 maintain the corrugated cross-sectional shape of the corrugated steel plate 24 during the concrete operation of the upper and lower flanges 30 and 10, The introduction of the prestress into the concrete of the lower flange 10 is more efficient because the steel upper and lower flanges 22a and 26a reduce the accordion effect of the corrugated steel plate 24 by the sectional force. Can not be achieved.

KR 20-0361193 Y1 KR 10-1476290 B1

The present invention has been proposed in order to overcome the problems of the prior art described above, and it is an object of the present invention to provide a concrete slab concrete structure capable of positively utilizing the accordion effect of a corrugated steel sheet while preventing rainwater from penetrating into concrete, The present invention has been made to provide a method of manufacturing a corrugated girder with a prestress introduced therein which maximizes the efficiency of introduction and allows the girder to be used for the rigidity of an entire section to a section of the steel material arranged at the upper portion, .

According to a most preferred embodiment of the present invention for solving the above-mentioned problems, there is provided a unit wave steel sheet in which a) corners are removed and overlapping portions are formed, upper and lower steel members are attached to the upper and lower ends of the unit corrugated steel sheet, Fabricating a member; b) forming scallops by the removed edges, and superimposing the superimposed portions of the unitary wave vertical members on each other so as to be spaced apart from each other between the upper steel members and between the lower steel members, step; c) constructing a lower concrete slab and introducing a prestress to synthesize a lower concrete slab in the lower steel material so that compressive stress is introduced into the lower concrete slab; and d) jointing and integrating each of the segmented upper steel members to form a prestressed corrugated girder.

According to another embodiment of the present invention, there is provided a method of manufacturing a unit corrugated steel sheet, comprising the steps of: a) fabricating a unit corrugated vertical member by attaching an upper steel member and a lower steel member to upper and lower ends of a unit corrugated steel sheet, b) forming scallops by the removed edges, and superimposing the superimposed portions of the unitary wave vertical members on each other so as to be spaced apart from each other between the upper steel members and between the lower steel members, step; c) constructing a lower concrete slab such that a pair of corrugated vertical members are spaced apart and the lower steel members of the respective corrugated vertical members are connected to each other, wherein compressive stress is introduced into the lower concrete slab And introducing a prestress; and d) jointing and integrating each of the segmented upper steel members to form a prestressed corrugated girder.

At this time, a single lower plate is provided on the lower surface of each lower steel member segmented at the scalloped portion, the end of the lower steel member is integrally fixed to one side of the lower plate, and the end portion of the lower steel plate is fixed to the upper surface And a step of integrally joining the upper steel material after the lower concrete slab construction and the introduction of the prestress are completed, or at the same time as the step of integrating the upper steel material integrally with the other upper surface of the lower steel material, An integrated step of the steel material may be further included.

According to another embodiment of the present invention, after the step of integrating the upper steel members by joining the upper steel members of the segmented shape is completed, the upper concrete slab is constructed so that the upper steel members integrated together are connected to each other, And a second prestress introduction step for correcting a loss of the compressive stress introduced in the previous stage after the completion of the construction of the upper concrete slab. Method is provided.

Since the present invention is synthesized with the lower slab concrete through the horizontal plate attached to the upper and lower ends of the corrugated steel plate, there is almost no room for the rainwater to permeate into the concrete, so that the durability can be expected to be increased.

Further, the present invention does not require a separate work for maintaining the cross-sectional shape of the corrugated steel sheet in the synthesis with the slab concrete, thereby facilitating the generation of the accordion effect of the corrugated steel sheet when introducing the prestress, Not only the efficiency of the introduction of the prestress is maximized but also the rigidity of the section after the joining of the upper steel material is greatly increased and the compressive stress of the upper portion is reduced while the neutral axis of the stress is moved to the upper portion, It is possible to expect an effect that the flexural stiffness of the girder greatly increases.

1 is a partially cutaway perspective view of a girder according to the prior art.
2 is a perspective view of another conventional girder.
3 is a partially cutaway perspective view of a waveform girder according to an embodiment of the present invention.
4 is a perspective view of a corrugated vertical member for manufacturing the corrugated girder.
Figs. 5 to 8 are explanatory diagrams showing respective steps of manufacturing the corrugated girder of Fig. 3. Fig.
Figs. 9 and 10 are explanatory diagrams showing respective embodiments of means for integrating the lower steel material of the corrugated girder.
11 is a perspective view showing an embodiment of a U-shaped girder fabricated using the corrugated girder.
12 is a perspective view showing an embodiment of a box-shaped girder fabricated using the corrugated girder.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings. However, in order to obscure or obscure the technical idea of the present invention due to the detailed description of the known structure in describing the present invention, the description of the structure of the above known structure will be omitted.

Fig. 3 shows a waveform girder G according to an embodiment of the present invention, and Fig. 4 shows a waveform vertical member 100 for producing the above-mentioned waveform girder G. As shown in Fig.

The corrugated girder G of the present invention is basically composed of a lower concrete slab 200 at the lower end of the corrugated vertical member 100 and a steel wire 211 for introducing compressive stress into the lower concrete slab 200 .

The corrugated vertical member 100 includes a corrugated steel plate 110 provided on a waist of a girder, an upper steel plate 120 attached to an upper end of the corrugated steel plate 110, And a lower steel member 130 installed thereon.

The upper and lower steel plates 120 and 130 installed on the upper and lower ends of the corrugated steel plate 110 may be of the same shape and material but preferably the lower steel plate 130 is used for the accordion effect of the corrugated steel plate 110 The upper steel member 120 is formed of a member having a high rigidity such as an H-shaped steel so as to improve the sectional strength.

A scallop 112 is formed at the upper and lower ends of the corrugated steel sheet 110 at regular intervals.

The scallop 112 is installed at a portion where the corrugated steel plates 110 are connected to each other. However, the scallop 112 may be formed at a portion other than where the corrugated steel plates 110 are connected to each other.

The upper and lower steels 120 and 130 attached to the upper and lower ends of the corrugated steel plate 110 are separated from each other at a portion where the scallop 112 is formed, After the compression stress is introduced, at least the upper steel member 120 is structured such that the segmented portions are jointed to each other and structurally integrated so as to function as an arcuate-shaped structural member having rigidity, thereby having an effect of additionally increasing the flexural stiffness do. In addition, the neutral axis moves upward to enhance the tensile rigidity of the lower concrete slab 200.

It goes without saying that this configuration and the mechanism of the stress can be applied to the lower steel member 130 as it is. This will be explained in more detail later.

Figs. 5 to 8 show the first embodiment of the method for manufacturing the corrugated girder G described so far by each step.

Fabrication of the corrugated girder G according to the first embodiment includes: a) fabricating the unit vertical member 100a; b) integrating each unit wave vertical member 100a; c) construction of the lower concrete slab 200 and introduction of the prestress; d) the step of integrating the upper steels 120a, 120b, ...; And a detailed description thereof will be given below.

a) fabricating the unit vertical member 100a (see Fig. 5);

The corrugated steel sheet 110 constituting the abdomen portion of the girder over the general span length of the bridge is used by connecting a plurality of unit corrugated steel sheets 110a. And the lower steel members 130a, 130b, ... are attached in the longitudinal direction to fabricate the unit vertical member 100a.

At this time, the corners k are removed to form the overlapping portions 111 at both ends of the unit corrugated steel sheet 110a, and the removed corners k are formed between adjacent unit wavy vertical members 100a So that the scallop 112 is formed.

The cross-sectional shape of the corrugated steel sheet 110 is formed by roll forming or pressing, and may be an angular uneven shape or a curved uneven shape.

It is preferable that the upper steel members 120a, 120b, ... are made of H-shaped steel and the lower steel members 130a, 130b, ... are made of a steel strip.

b) integrating each unit vertical member 100a (refer to FIG. 6);

The unit vertical vertical members 100a provided with the upper steels 120a, 120b, ... and the lower steels 130a, 130b, ... are connected to each other at the upper and lower ends thereof to constitute the integrated wave vertical member 100.

The connection between the unit waviness vertical members 100a is made by joining means such as fillet welding in a state where the overlapped portions 111 formed at both ends are overlapped with each other. 112 are formed so that the space between the upper steels 120a, 120b, ... and the lower steels 130a, 130b, ... are spaced apart from each other.

Accordingly, the upper steels 120a, 120b, ..., and the lower steels 130a, 130b, ... are each segmented into a plurality of slices, which allows the corrugated section of the corrugated steel sheet 110 to be freely folded or unfolded So as not to disturb the occurrence of the accordion effect.

c) construction of the lower concrete slab 200 and Prestress  An introduction step (see FIG. 7);

After completing the construction of the integrated corrugated vertical member 100, the lower concrete slabs 200 are combined with the lower steels 130a, 130b, .... For this purpose, a shear connecting member S is installed in advance on the lower surfaces of the lower steel members 130a, 130b, ....

The shear connecting member S may be a strip-shaped steel plate having a through hole formed therein, or may be a stud, and the type and shape thereof need not be particularly limited.

A compressive stress is introduced into the lower concrete slab 200. Such introduction of the compressive stress may be a pre-tensioning method or a post-tensioning method. However, the sheath pipe 210b for introducing the secondary prestress for compensating the compressive stress loss due to the load added during the fabrication or the bridge construction, and the sheath pipe 210c for maintenance of the bridge in the future, So that it can be embedded in the lower concrete slab 200 in advance.

7A and 7B illustrate the compressive stress introduced into the lower concrete slab 200 by the post tension method. FIG. 7A illustrates a state in which the lower concrete slab 200 is constructed after the sheath pipe 210a is installed in advance (B) shows a state in which a steel wire 211 is inserted into the sheath pipe 210a to introduce a prestress into the lower concrete slab 200. [

When a compressive stress is introduced into the lower concrete slab 200 by introducing the prestress into the lower concrete slab 200 combined with the lower steel materials 130a, 130b, ... regardless of any of the prestressing methods described above, The segmented lower steel members 130a, 130b, ... of the scallop portion 112 are narrowed and the upper steel members 120a, 120b, ... are spaced apart from each other, The girder has an upwardly convex shape as a whole.

d) upper steel ( 120a, 120b , ... ) (See Fig. 8);

When the introduction of the compressive stress into the lower concrete slab 200 is completed, it is necessary to impart rigidity to the corrugated steel plate 110 so that the occurrence of the reverse accordion effect does not occur. For this, a step of jointing and integrating each of the segmented upper steels 120a, 120b,...

The above jointing may be achieved by any means that can be structurally integrated, and may be achieved by welding means. Alternatively, a connecting plate may be attached to the upper and lower portions of the upper portions of the upper steels 120a, 120b, It is also possible to use bolting means for fastening with a bolt.

When the segmented upper steel members 120a, 120b, ... are integrated by the jointing means, the upper steel member 120 forms an upwardly convex arch shape having rigidity while moving the neutral axis of the stress upward to increase the overall bending stiffness of the girder. .

On the other hand, in order to increase the stiffness of the girder, the step of integrating the lower steel sheets 130a, 130b, ..., concurrently or sequentially with this step can be further carried out.

9 and 10 illustrate each embodiment of the process of structurally integrating the segmented lower steel members 130a, 130b,... According to these embodiments, the lower steel members 130a 130b, ... are provided on the lower surfaces of the lower plates 140,.

Specifically, an end portion of one lower steel member 130a protruding into the scallop 112 is integrally fixedly joined to one side of the lower connecting plate 140, and the other end of the lower steel member 130b is fixed to the other side of the lower connecting plate 140 And is configured to slide on the upper surface.

Therefore, when the construction of the lower concrete slab 200 and the introduction of the prestress into the lower concrete slab 200 are completed, the end of the other lower side steel 130b is slid on the upper side of the other side of the lower side plate 140, When the end of the other lower side steel member 130b and the upper side of the other side of the lower side plate 140 are integrally fixedly joined together in this state, the lower steel member 130 is moved upwards as in the case of the upper steel member 120 This is another factor that increases the bending stiffness of the girder due to its structural function as a tensile material while having a convex arch shape.

In connection with the fixed joints of the lower steel members 130a, 130b, ... and the lower joint 140, Figure 9 shows that welding means is used and Figure 10 shows that bolting means are used.

9, one end of the lower steel member 130a and one side of the lower plate 140 are welded and integrated before the lower concrete slab 200 is constructed, and the lower joint plate 140 (FIG. 9 (a)), the construction of the lower concrete slab 200 and the introduction of the prestress are performed after the welding grooves 141 are provided in advance at the ends of the other lower steel material 130b slidable on the upper surface of the lower concrete slab When the positional movement of the other lower steel member 130b is completed by sliding, the other lower steel member 130b and the lower electrode plate 140 are welded to each other using the welding groove 141 (FIG. 9B). In addition, the upper plate 150 may be welded to the upper surfaces of the lower steel members 130a and 130b so as to greatly improve the bonding strength (Fig. 9 (c)).

Next, in the case of the bolting means of FIG. 10, before building the lower concrete slab 200, bolt fastening holes 142 are formed at both side ends of the lower joint plate 140, 130a, and 130b, the bolt fastening hole 142 is formed, and one of the bolt fastening holes 142 is formed as a long hole 143. [

Therefore, when the fastening bolts 144 are inserted into the bolt fastening holes 142 of the lower steel plates 130a and 130b separated from the lower plate 140, The lower side lower steel member 130b having the slot 143 can slide with the lower side plate 140 in a state where the fastening bolt 144 is inserted 10 (a), the construction of the lower concrete slab 200 and the introduction of the prestress are completed and the positional movement of the other lower side steel 130b in the slot 143 by the sliding of the lower side steel 130b is completed, The upper plate 150 having the bolt fastening holes 142 at both ends thereof is attached to the upper surface of the lower steel plates 130a and 130b So that the lower steel members 130a and 130b that have been segmented can be integrated with each other (FIG. 10 (c)).

The accordion effect of the corrugated steel plate 110 can sufficiently be generated using the segmented upper steel plates 120a, 120b, ... and the lower steel plates 130a, 130b, The upper steel members 120a, 120b, ... or the segmented lower steel members 130a, 130b, ... are structurally integrated to exhibit rigidity to maximize the efficiency of introduction of the prestress The present invention provides a corrugated girder (G) of the present invention in which the loss of the introduced prestress is prevented by preventing the occurrence of the reverse accordion effect and the bending stiffness of the girder is greatly increased by increasing the sectional force and arch shape, It is also very effective for girders and box girders.

Fig. 11 shows an embodiment in which a U-shaped girder is manufactured using a corrugated girder G, and Fig. 12 shows an embodiment in which a box girder is manufactured.

The second embodiment of the U-shaped girder and the box-shaped girder also includes the steps of: a) fabricating the unit vertical member 100a; b) integrating each unit wave vertical member 100a; c) construction of the lower concrete slab 200 and introduction of the prestress; d) integration of the upper steel; And that there is no difference.

Specifically, the U-shaped girder and the box-shaped girder are formed by arranging a pair of corrugated vertical members 100 in parallel and integrating them with the lower concrete slab 200 or the upper concrete slab 300 together to form a U- And a means for increasing the torsional rigidity according to the shape characteristic of the girder section is further provided. A method of manufacturing the corrugated girder G according to the second embodiment will be described in detail as follows.

a) fabricating a unit waviness vertical member (100a);

The upper cores 120a, 120b, ... and the lower cores 130a, 130b, ... are attached to the upper and lower ends of the unit corrugated steel sheet 110a in which the edges k are removed, And the vertical wobbles 100a are manufactured, which is not different from that of the first embodiment.

b) integrating each unit wave vertical member 100a;

The scallop 112 is formed by the removed edge k so that the space between the upper steels 120a, 120b, ... and the lower steels 130a, 130b, This step is also different from that of the first embodiment in that each superposition portion 111 of the corrugated vertical member 100a is overlapped with each other to constitute an integrated corrugated vertical member 100. [

c) construction of the lower concrete slab 200 and Prestress  Introduction stage;

A pair of corrugated vertical members 100 are disposed apart from each other and the lower concrete slabs 200 are synthesized on the lower steel members 130a, 130b, ... so that the lower steel members 130 of the corrugated vertical members 100 are connected to each other. So that compressive stress is introduced into the lower concrete slab 200. That is, the present embodiment differs from the first embodiment in that a pair of corrugated vertical members 100 arranged in parallel are connected by a lower concrete slab 200 to form both side walls of the girder.

Both end portions of the lower concrete slab 200 function not only as reaction forces due to alternating or piercing forces but also as fixing ends of the steel wires 211 subjected to the tensile force. Therefore, according to another embodiment of the present invention, the thickness of the both end portions is larger than the central portion.

The cross section of the lower concrete slab 200 may be formed by embedding the lower portion of the corrugated steel sheet 110 while keeping the vertical height of the corrugated steel sheet 110 constant, The height h2 of the end portion of the lower concrete slab 200 is made smaller than the height h1 of the central portion and the thickness of the lower concrete slab 200 is increased at the end portion by the height difference h2-h1.

If the thickness of the lower concrete slab 200 is increased while partially removing the lower portion of the corrugated steel plate 110 as described above, the lower concrete slab 200 can be prevented from being damaged by the lower steel material 130 This avoids the inconvenience of the formwork operation due to the bending of the corrugations, eliminates the infiltration of rainwater due to the vertical gap with the corrugated steel plate 110, It is not necessary to provide a separate means for integrating the concrete inside the corrugated steel plate 110, such as forming a concrete flow hole in the steel plate 110.

The sheath pipe 210b for installing the shear connecting member S on the lower surface of the lower steel members 130a, 130b, ..., introducing the prestress into the lower concrete slab 200, introducing the secondary prestress for compensating the compressive stress loss, And the installation of the sheath tube 210c for future maintenance are not different from those of the first embodiment.

In addition, a concrete wall body 400 may be further provided on the inner surface of each corrugated steel plate 110 in a portion alternately or at a pier.

The concrete wall 400 together with the lower concrete slab 200 increases the torsional rigidity while improving the resistance against the point reaction force. Needless to say, in order to construct the concrete wall 400, a shear connection member S such as a stud must be installed on the inner surface of the corrugated steel plate 110 in advance.

In addition, a rectangular steel plate 500 having a U-shaped or through-hole for vertically connecting the corrugated steel plates 110 on both sides may be further provided at a portion where the concrete wall 400 is not provided.

d) upper steel ( 120a, 120b , ... )

The upper steel member 120 is divided into a segmented upper steel member 120a, a lower steel member 120b, a lower steel member 130b, and a lower steel member 130b. The concrete means or method for integrating the upper steels 120a, 120b, ... and the lower steels 130a, 130b, ... may be the same as those of the first embodiment not different.

When the step of integrating the upper steels 120a, 120b,... Is completed, the upper concrete slab 300 can be constructed so that the integrated upper steels 120 are connected to each other, . Such a box-shaped cross-section girder has a large torsional stiffness, which is advantageously applied to a curved bridge.

The compressive stress introduced into the lower concrete slab 200 by the construction of the preceding lower concrete slab 200 and the introduction step of the prestress is partially lost due to the additional upper load of the upper concrete slab 300, The introduction step of the secondary prestress for correcting the loss of the compressive stress can be further advanced after the construction of the upper concrete slab 300 is completed.

The fixing block 220 for introducing the secondary prestress may be positioned at both ends of the lower concrete slab 200 but may be positioned between the lower ends of the lower concrete slab 200 and the lower concrete slab 200, So that it is possible to prevent the cracks from being generated at the ends of the lower concrete slab 200 by dispersing the fixing load due to the introduction of the respective prestresses.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is to be understood that the scope of the invention is not limited to the disclosed embodiments, but, on the contrary, It is obvious that it will be possible to carry out various modifications thereof. It is therefore intended that such modifications are within the scope of the invention as set forth in the claims.

100; Corrugated vertical member 100a; Unit wave vertical member
110; A corrugated steel plate 110a; Unit corrugated steel sheet
111; Overlapping portion 112; Scallop
120, 120a, 120b, ... ; The upper steels 130, 130a, 130b, ... ; Bottom steel
140; Bottom plate 141; Welding groove
142; Bolt fastening holes 143; Long hole
143a; Gaps 144; Fastening bolt
145; Nut 150; An upper plate
200; Lower concrete slabs 210a, 210b, 210c; Sheath tube
211; Steel wire 220; Fixing block
300; Upper concrete slab 400; Concrete wall
500; Square plate

Claims (10)

a) the upper cores 120a, 120b, ... and the lower cores 130a, 130b, ... are formed on the upper and lower ends of the unit corrugated steel sheet 110a in which the corners k are removed, Forming a unit waviness vertical member (100a) by attaching the unit waviness vertical member (100a);
b) The scallop 112 is formed by the removed edge k so that the spaces between the upper steels 120a, 120b, ... and between the lower steels 130a, 130b, The superposed portions 111 of the unitary wave vertical member 100a are integrally superimposed on each other so that the corrugated steel plate 110 and the upper steel member 120 at the upper end of the corrugated steel plate 110, 110) and a bottom steel member (130) at the bottom;
c) constructing a lower concrete slab (200) for synthesizing a lower concrete slab (200) in the lower steel material (130) and introducing compressive stress to the lower concrete slab (200);
d) When the introduction of the compressive stress to the lower concrete slab 200 is completed, the step of jointing the upper steel members 120a, 120b, ... in a segmented shape into an upward convex arch shape is integrated ,
The construction of the lower concrete slab 200 and the introduction of the prestress in the step c) may be performed by combining the lower concrete slab 200 with the sheath pipe embedded therein with the lower steel materials 130a, 130b, 211) is inserted to introduce a prestress. a) the upper cores 120a, 120b, ... and the lower cores 130a, 130b, ... are formed on the upper and lower ends of the unit corrugated steel sheet 110a in which the corners k are removed, Forming a unit waviness vertical member (100a) by attaching the unit waviness vertical member (100a);
b) The scallop 112 is formed by the removed edge k so that the spaces between the upper steels 120a, 120b, ... and between the lower steels 130a, 130b, The superposed portions 111 of the unitary wave vertical member 100a are integrally superimposed on each other so that the corrugated steel plate 110 and the upper steel member 120 at the upper end of the corrugated steel plate 110, 110) and a bottom steel member (130) at the bottom;
c) a pair of corrugated vertical members 100 are disposed apart from each other, and the lower concrete slabs 200 are combined with the lower steel members 130 so that the lower steel members 130 of the corrugated vertical members 100 are connected to each other, Constructing a lower concrete slab (200) to introduce compressive stress into the lower concrete slab (200) and introducing a prestress;
d) When the introduction of the compressive stress to the lower concrete slab 200 is completed, the step of jointing the upper steel members 120a, 120b, ... in a segmented shape into an upward convex arch shape is integrated ,
The construction of the lower concrete slab 200 and the introduction of the prestress in the step c) may be performed by combining the lower concrete slab 200 with the sheath pipe embedded therein with the lower steel materials 130a, 130b, 211) is inserted to introduce a prestress. The method of claim 1 or 2, wherein the upper steels (120a, 120b, ...) are made of H-shaped steel, and the lower steels (130a, 130b, ...) Fabrication method of corrugated girders. delete The lower steel plate according to claim 1 or 2, wherein a single lower joint plate (140) is provided on the lower surface of each of the lower steel plates (130a, 130b) separated from the portion where the scallop (112) And the end of the other lower side steel member 130b is slid on the upper side of the other side of the lower side plate 140. The construction of the lower concrete slab 200 and the introduction of the prestress After the completion of the step, the lower steel member 130b and the lower steel member 130b are integrally fixed to one another at the same time or sequentially with the upper steel members 120a, 120b, (120a, 120b, ...) are integrated into the waveguide girder (100). The horn according to claim 2, wherein a height h2 of the upper end portion of the corrugated steel plate 110 is smaller than a height h1 of the central portion of the corrugated steel plate 110. A thickness h2 of the lower concrete slab 200 Is increased in the width direction of the corrugated girder. The method according to claim 2, characterized in that a concrete wall (400) is provided on the inner surface of each corrugated steel plate (110) in a portion alternately or at a pier. The method as claimed in claim 2, wherein after the steps of jointing and integrating the segmented upper steels (120a, 120b, ...) are completed, the upper concrete slabs (300 Is formed so that a girder having a box-shaped cross section is formed. The method as claimed in claim 8, further comprising, after the upper concrete slab (300) is completed, a secondary prestress introduction step for correcting a loss of compressive stress introduced in the previous stage, The block 220 is provided so as to protrude from the end of the lower concrete slab 200 to the upper surface of the lower concrete slab 200 at a quarter point of the girder length. . A prestressed corrugated girder produced by the manufacturing method of claim 1 or 2.

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