KR101615118B1 - Rahmen bridge construction method using temporary support member and tendon and the rahmen bridge therewith - Google Patents

Abstract

The present invention relates to a rahmen bridge construction method using temporary support members and tension members; and a rahmen bridge constructed using the same which is structurally efficient and economical by installing girders on both abutment units, and effectively controlling a negative bending moment and a positive bending moment generated during a construction process. The temporary support member comprises: a vertical member installed to be perpendicular to a top surface of an end of a girder; and a fixing unit installed in the top surface of the vertical member. As such, an uplifting force is able to be introduced to bend the girder upwards by making the ends of the tension members having a steel rod be tensioned and fixated.

Description

[0001] The present invention relates to a method of constructing a railway bridges bridge using a bridge and a tension member,

The present invention relates to a method of laying brassiam bridges using a temporary stiffener and a tensile material, and to a brassiere bridges constructed using the same. More specifically, the girder is installed in both shift sections, and the bending moments and the bending moments generated in the construction process are effectively controlled, so that the construction method of the ramen bridge using the structurally efficient and economical hypothetical strut and the tensile material is made. It is about ramen bridge.

Figs. 1A and 1B show a vertical tensional element 10 installed in a conventional rayman bridge and a structure using the same.

If you look at the construction type of the ramen bridge, you should construct the bridge (20) at the location when the ramen bridge construction is done.

The alternation 20 is manufactured as a reinforced concrete structure. First, the mold corresponding to the alternate shape is installed, and then the reinforcing bar is set inside the mold.

At this time, the upper end of the inner reinforcing bar is exposed upward from the upper surface when the alternation 20 is completed.

At this time, when the inner reinforcing bar is installed, a fixed fixing hole 30 is installed inside the inner reinforcing bar as shown in FIG.

The fixing fixture 30 uses a device for fixedly fixing the lower end of the vertical tensile member 10.

For example, when a steel bar is used as the vertical tension member 10, the lower end of the steel bar is fixed to the bottom surface of the fixing plate with a fixing nut 31 by using a fixing plate 31 provided on the inner reinforcing bar and a fixing nut 32 mounted on the fixing plate. And a fastening method is used.

The vertical tensional element 10 is extended upward and protrudes from the alternate upper surface to determine its height or length so as to pass through both ends of the girder 50.

As a result, it can be seen that the vertical tension member 10 and the upper end of the inner reinforcing bar are protruded upward from the upper surface A of the alternation 20.

When the installation work of the inner reinforcing bar and the vertical tensioning material 10 for the alternate construction 20 is completed, the alternating concrete is poured into the inside of the formwork to complete the alternate construction (wall).

At this time, in the case of the upper surface (A) of the alternate (20), a protruding support step (40) is formed inside the upper surface.

The girder provided to be supported by the protruding support jaw 40 is configured such that the steel rods as the vertical tension members 10 penetrate both ends thereof. For this purpose, both ends of the girders are formed so that the through- To be formed in the upper and lower flanges.

As a result, it can be seen that the girder 50 is supported by the alternate protruding support jaws 40 and penetrated by the steel rods as the vertical tension members 10 to be initially set.

In this state, both ends of the girder 50 are simply supported on the protrusion support jaws 40 of the alternate 20, so that a bending moment M is generated alternately outside the protrusion support jaws , And the bending moment (+ M) occurs from the inside to the center of the shift.

In this case, the bending moment (+ M) is generated by the self weight of the girder. Since the size is relatively larger than the bending moment (-M), the girder And both ends are pressed downward.

Therefore, it is possible to reduce the flexural moment (-M) generated at the girder at both ends of the girder and to reduce the flexural moment (+ M).

Therefore, it is very important to permanently install the vertical tensional material 10 for the above-mentioned effect and to manage the precision of the vertical degree and the position change due to the concrete pouring load. Such construction management and quality control are practically easy There is a problem that it is not.

Accordingly, it is an object of the present invention to provide a girder bridge design capable of more effectively canceling bending moments and bending moments generated in girder construction, alternating section reinforcement, and slab construction in girder bridges, And it is possible to remove it immediately after the formation of the girder and the slab composite section, thereby providing a more economical solution to the problem of providing a ramen bridge construction method using a hypothetical support and a tensile material and providing a ramen bridge using the same.

As a means for achieving the above-mentioned technical object,

First, the bridge substructure for ramen bridge construction, that is, both shift sections, is installed first, and the anchor bolt for installing the girder on the bridge substructure is installed. Both ends of the girder are fixed to these anchor bolts and are tightened.

At this time, a vertical support extending downward is provided at the bottom of both end portions of the girder, so that the vertical support is strong on the upper surfaces of the two shift portions by using the anchor bolts.

Thus, a hypothetical strut such as an H-shaped steel frame is first installed on the upper surface of the girder. A tension device is installed on the upper end of the abovementioned support column so that one end of the tension device is mounted on the upper end of the fixing device and the other end of the tension device is fixed to the upper surface of the girder by a fixing device .

If the tensile material is tensed at the upper end of the tread girder and then fixed, the upper torsion of the girder can basically offset the bending moment caused by the weight of the girder and the bending moment of the rudder bridge.

That is, by controlling the prestress introduced by the tensile material, it is possible to minimize the girder cross section by controlling the bending moments and the bending moment generated in the slab construction process, thereby enabling a more economical raymen bridge construction.

When the slab construction is completed, the girder and the slab are combined with each other structurally, and the bending moment due to the subsequent load action can be resisted by the fully completed structure.

Secondly, a part of the lower part of the tread strut and a part of the other end of the tensile material are interfered or partly buried in accordance with the slab construction, so that the interference or buried part is blocked out so as to form an empty space. After the slab construction, The block-out space is closed to complete the ramen bridge.

As a result, the recovered temporary support pillars and the tensile material can be reused, thereby enabling a more economical rammen bridge construction.

According to the present invention, in order to control the bending moment generated in the ramen bridge construction process, various reinforcement means are not formed in the girder itself, such as the installation amount of the tension member and the stiffener for securing the girder rigidity,

It is possible to work on the upper surface of the girder which is strong on the shift part while using a means capable of recovering such as a stiff strut and a tensile material. Therefore, it is possible to construct a ramen bridge construction method using an economical hypothetical strut and a tensile material, It is possible to provide ramen school.

FIGS. 1A and 1B are a perspective view and a perspective view, respectively, of a right angle part of a ramen bridge using a conventional vertical tension member,
FIGS. 2A, 2B and 2C are perspective views of the ramen bridge using the temporary support pillars and the tension members of the present invention,
FIGS. 3A, 3B, 3C and 3D are diagrams illustrating the operation of the present invention,
FIGS. 4A, 4B, 4C, and 4D are flowcharts of a ramen bridge construction method using the temporary support pillars and the tension members of the present invention,
FIGS. 5A and 5B are perspective views of a ramen bridge using the temporary support pillars and the tension members of the present invention. FIG.

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.

[The girder (100) provided with the temporary support pillars (200) and the tensile material (300) of the present invention]

FIGS. 2A, 2B, and 2C are construction diagrams of a girder 100 provided with a pillar 200 and a tension member 300 of the present invention.

As shown in FIGS. 2A and 2B, the girder 100 has an extension length L according to the span of the ramming bridges, which is a girder which is tightened by an anchor bolts 430 installed on the upper surface of both shift sections 410, In the case of a continuous ramen bridge, both ends are installed on the upper surface of a pier installed between the alternating shifts and alternately by the anchor bolts.

The girder 100 may be a steel girder or a beam member including a steel girder, a steel composite girder, and the like. Fig. 2 shows a case of a steel girder.

That is, the I-shaped cross-section includes the upper flange, the abdomen, and the lower flange, and both ends of the stiffener in the form of a vertical plate are formed on both sides of the abdomen between the upper flange and the lower flange.

2B and 2C, a vertical support 110 extending downward is installed on the bottom of both ends of the girder, and the vertical support 110 is fixed to the upper surface of the two shift portions 410 by using the anchor bolts 430 .

The vertical support 110 may be made of a steel frame member and integrated with the bottom of both ends of the girder by welding or the like so that the anchor bolt 430 protruding from the upper surface of both alternating portions penetrates through the lower flange, So that the girder 100 can be simply pulled on the upper surface of both shift portions.

Due to such a rigidity, the right and left bent portions of the girder 100 are generated at both ends of the girder 100. In order to control this, the present invention utilizes the temporary support pillars 200 and the tension members 300.

When the girder 100 installed at the bottom of both ends of the vertical support 110 is strongly coupled to the two alternating portions 410 of the bridge substructure and then the slab is installed, the bending moment and the bending moment are strong And the girder 100 should be designed in a corresponding cross section.

If the span length becomes long, the section of these girder becomes large, and the steel material for making the girder increases, which increases the production cost greatly.

In order to manufacture the girder 100 with the most economical cross section even if the span length is long, a means for controlling the bending moment / bending moment occurring in the construction process is required.

In the past, permanent means of installation such as a tension member was used as a means for this purpose. However, the present invention uses a means capable of temporary collection after installation, and as such means, the temporary support pillars 200 and the tension members 300 .

2A, 2B and 2C, the stanchion support 200 includes a vertical member 210 vertically installed on upper surfaces of both ends of the girder 100, and a fixing device 220 installed on the vertical member 210 do.

First, the vertical member 210 uses an easily processable member such as an H-shaped steel frame, and a lower end portion of the vertical member 210 is fixed to the upper surface of the girder 100 by using an anchor bolt or the like.

The fixing device 220 includes a fixing plate and a fixing nut used for tensioning and fixing the tension member 300,

2B and 2C, the upper surface of the rear surface fixing table 222 and the rear surface fixing table 222 provided on the rear surface of the vertical member 210 and the upper surface of the rear surface fixing table 222 mounted on the back surface of the vertical member 210, 221 and fixing holes 224 such as a fixing plate 223 and fixing nuts for tensioning and fixing the tensile material 330 installed through the fixing support 221.

A tensile material 300 is installed to penetrate the upper end of the vertical member 210 and the fixing support 221 and the fixing plate 223. A structural steel bar may be used as the tensile material 300. [

One end of the tensile material 300 is fixed to the fixing plate after being stretched by the fixing port 224 through an upper end of the vertical member 210 and the fixing support plate 221 and the fixing plate 223, And the other end is fixed to the upper surface of the girder by the fixing device 230. [

The fixing device 230 includes a fixing plate 231 provided on the upper surface of the girder by welding or the like and a fixture 232 fixing the other end of the tensile material 300 passing through the fixing plate to the back surface of the fixing plate 231, And the other end is fixed to the upper surface of the girder 100.

2A shows that the tension pillars 200 are provided at both ends of the girder 100 and the tension members 300 are inclined downward toward the center of the girder.

The tension member 300 installed on each of the support columns 200 is fixed to the support column 200 after the tension so as to control the bending moment / bending moment generated in the girder 100.

[Operation of the Tension Column 200 and the Tension Material 300 of the Present Invention]

3A to 3D are views showing bending moments / bending moment control actions of the temporary support pillars 200 and the tensile material 300 according to the present invention with reference to bending moments.

That is, as shown in FIG. 2A, when the girder 100, the temporary support pillars 200, and the tension members 300 are installed at both ends between the two alternating portions, the bending moment / bending moment control (BMD) as a reference.

At this time, the portion where the two alternating portions 410 are constructed will be referred to as a right angular portion (A).

3A, the girder 100 extends in the longitudinal direction (diagonal direction) between the two alternating portions 410, and both end portions are strong on the upper surfaces of the two alternating portions, (+) Is generated at the center portion of the girder (100), and the bending moments (-) are generated at the center portion of the girder (100).

As shown in FIG. 3B, when the tension member 300 is fixed at the upper end of the stanchion support 200 after each tension, an upward force is generated at the central portion of the girder 100 due to the introduced prestress, The bending moments (+) are generated while the bending moments (-) are canceled and the bending moments (+) generated at the center portion of the girders 100 are canceled and the bending moments The control operation is performed so as to be generated.

As shown in FIG. 3C, in the slab construction (prior to the synthesis of the slab and the girder), a downward force is generated in the central portion of the girder 100 due to the self weight of the slab concrete. And the bending moment (+) is generated again in the center portion of the girder 100.

When the final slab and the girder are combined with each other as shown in FIG. 3D, the bending moments and the bending moments according to FIGS. 3B and 3C in the state where the resistance performance against the bending moment is increased The final bending moments (-) are generated at both sides of the girder (A) and the final bending moment (+) occurs at the center of the girder. So that it can be resisted.

As a result, the present invention can control the amount of bending moment and bending moment at both sides of the girder and the center of the girder that occurs up to the slab installation by adjusting the amount of pre-stress introduced by the tension member 300, It is possible to construct a more economical ramen bridge construction by allowing the construction of the ramen bridge.

In addition, since the tension member 300 is installed on the upper surface of the girder and the tenter column 200 is installed and operated, tensile material tension and fixing operation are performed in the upper space of the girder. Therefore, workability and workability are not deteriorated,

After the slab construction, the tension pillars 300 can be reused by cutting and collecting the remaining portions of the lower struts 200. Thus, a highly efficient and economical girder section design becomes possible.

[Method of laying brassiam bridges using the tread stock and the tensile material of the present invention]

FIGS. 4A, 4B, 4C and 4D show flow diagrams of a method of applying a ramen bridge using the temporary support pillars and the tension members of the present invention.

First, as shown in FIG. 4A, the bridge substructure 410 is completed first to complete the bridge substructure. At this time, it can be seen that anchor bolts 430 are installed on the upper surfaces of the two shift portions.

Next, as shown in FIG. 4B, the vertical supports 110 formed on the lower ends of the both ends of the girder 100 are tightened by the anchor bolts 430 on the upper surface of the shift portion 410.

At this time, the girders of the girder 100 are spaced apart from each other in the transverse direction of the bridge substructure, and all the girders restrained by the transverse beams are covered.

Next, the upper and lower end portions of each girder 100 and the continuous portion are similarly fixedly provided with the support columns 200.

In the case of FIG. 4B, it is understood that one girder is provided at each corner portion.

The tension member 300 is installed on the support column 200 so that one end of the tension member is mounted on the upper end of the support column 200 and the other end is fixed on the upper surface of the girder.

Next, the tensile material 300 is pulled upward from the upper end of the stanchion column to be fixed.

The prestress introduced by the tensile material 300 may be introduced to minimize the girder cross section in such a manner as to minimize at least the weight of the girder, the flexural moment due to the self weight of the slab concrete, and the flexural moment.

As shown in FIG. 4C, the slab is installed by pouring slab concrete on the upper surface of the girder 100 or the like. In this process, a part of the lower end of the stiffening support 200 and a part of the lower end of the other end of the tensile material 300 are buried in the slab.

If the final slab construction is completed as shown in FIG. 4D, the girder and the slab are made to act as a composite section, and the lower end of the tension member 200 and the tension member 300 are cut and recovered on the basis of the upper surface of the slab. The part is finished with concrete etc.

Figs. 5A and 5B show the final construction of the ramen bridge A by the method described above.

That is, since the lower end portion of the stiffening support 200 and the lower end portion of the other end of the tensile material 300 are embedded according to the slab thickness,

As shown in FIG. 5B, even if a portion of the lower end of the tension member 200 and the lower portion of the tensile material 300 is cut, the remainder of the remainder can be reused as much as possible. ,

It can be seen that the girder itself is easier to manufacture because there is no additional reinforcement means such as additional tension.

5B and 5C, there is shown a case in which the bridges are long-lengthened and the bridges are further installed between the two alternating portions 410 in the final construction of the bridges A (A). It can be seen that the supporting columns 200 and the tension members 300 are installed at the upper part of the bridge.

In other words, both of the alternating sections 410 are provided with the stanchion pillars 200 at both ends of the girder, and the tension member 300 is installed so as to be inclined downward toward the center of the girder,

5A and 5B, one pillar support 200 is installed on the upper surface of the girder, and a tension member 200 installed on the bridge pier is installed on both sides of the pillar 420, 300 are installed so as to be crossed with each other on the basis of the support pillars 200.

The one end of the tensile material 300 is passed through the upper end of the vertical member 210, the fixing support 221 and the fixing plate 223 to be fixed to the fixing plate by the fixing hole 224 after tensioning, And the other end is fixed to the upper surface of the girder by the fixing device 230

The fixing device 230 includes a fixing plate 231 provided on the upper surface of the girder by welding or the like and a fixture 232 fixing the other end of the tensile material 300 passing through the fixing plate to the back surface of the fixing plate 231, And the other end is fixed to the upper surface of the girder.

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.

For example, the vertical support may not necessarily be a vertically formed support, but may be a support extending vertically.

100: girder 110: vertical support
200: Hypothetical holding
210: vertical member 220: fixing unit
230: Fixing device
300: tensile material
410: Positive shift portion 430: Anchor bolt

Claims (9)

(a) causing both ends of the girder 100 to be strong on the upper surface of both shift portions 410 which are the bridge substructure;
(b) installing a tensile material 300 such that one end is mounted on the upper end of the stiffening column 200 having the lower end fixed to the upper end of the girder and the other end is extended downward to the center of the girder so as to be fixed to the upper surface of the girder 100 ;
(c) fixing the tensile material 300 at the upper end of the stanchion struts 200 after tension, and introducing an upward force such that the girders of the alternating portions are bent upward;
(d) forming a slab on the upper part of the girder so as to include only a part of the lower part of the tension pillars and the tensile material, thereby synthesizing the girder and the slab; And
(e) cutting and recovering the temporary strut and the tensile material except for the part of the lower strand and the temporary strand embedded in the slab,
In the step (a), the stiffening support 200 includes a vertical member 210 formed at a predetermined height perpendicular to the upper surface of the end portion of the girder 100; And a fixing device 220 installed at an upper end of the vertical member 210. In the step (b), one end of the linear tension member 300 is fixed to the fixing device 220 of the stanchion post after tension,
In the step (d), the slab is formed in a state where the temporary support and the lower end of the tensile material are firstly blocked out, so that only the lower end of the temporary support and the tensile material are embedded. In step (e) Wherein the block out portion is cut in a state exposed by the block out portion and is embedded in the slab by closing the block out portion. The method according to claim 1,
In the step (a), the girder 100 includes a steel girder, and a vertical support 110 is further formed on the bottom of both ends of the girder 100. The anchor bolts 430, A method of ramming bridges using a tensioning pillar and a tensile material to cause the support rods (110) to be strong on the upper surfaces of both shift portions (410). delete The method according to claim 1,
In the step (c), the upward force introduced after the tension member 300 is fixed after the tension at the upper end of the temporary support column 200 is adjusted so that at least the flexural moment and the bending moment generated by the self- A method of laying bridges using tension columns and tensile materials. The method according to claim 1,
In the step (c), the upward force introduced by fixing the tensile material 300 at the upper end of the stanchion column 200 after the tension is at least equal to the bending moment generated due to the weight of the stiffened girder and the slab at the step (d) A ramen bridge construction method using a temporary stiffener and a tensile material that are introduced to offset the bending moment. delete The method according to claim 1,
In the step (b), the other end of the tensile material 300 is fixed to the upper surface of the girder 100 by using the fixing device 230. The fixing device 230 includes a fixing plate 231 provided on the upper surface of the girder, And a fixture (232) for fixing the other end of the tensile material (300) passing through the fixing plate (231) to the back surface of the fixing plate (231). 8. The method of claim 7,
In the step (a), a pierce 420 is further provided between the two alternating portions so that the girders are connected to each other through the alternation and the pier,
One end portion of a tension member 300 installed to be inclined downward to the center of the girder on both sides of the pillar support 200 installed on the pier is installed in the bridge pillar 420 A method of laying bridges using tension columns and tensioning materials to be cross - mounted on the basis of the above - mentioned method. The ramen bridge constructed by the construction method of the ramen bridge using the temporary stanchion and the tension material of paragraph 1.

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