KR100894650B1 - Rahmen bridge with preflexion load and manufacturing method the same - Google Patents

Abstract

A Rahmen bridge construction method is provided to prevent concrete from being divided by reducing final generated moment and reduce total construction cost by omitting a middle wall manufacturing process. A Rahmen construction method comprises: a step for providing a wall part(110') having several pillar skeletons(112); a step for coupling both ends of a main girder in the upper end of a wall part respectively by raising the main girder(120); a step for connecting a main girder in the wall part; a step for connecting an auxiliary girder in the main girder; a step for bending the main girder by applying vertical weight on the main girder through the auxiliary girder; a step for removing the vertical weight after the concrete become solid; and a step for applying upward return force on the bent main girder.

Description

Ramen Bridge with Preflection Load and Construction Method {RAHMEN BRIDGE WITH PREFLEXION LOAD AND MANUFACTURING METHOD THE SAME}

The present invention relates to a ramen bridge and a method of constructing the pre-load load introduced, and in more detail, to maximize the advantages of the steel reinforced concrete structure while having the advantages of the ramen bridge to improve the bridge can be manufactured in long span It relates to a ramen bridge and a construction method thereof in which reflection load is introduced.

In general, a ramen bridge is a bridge that is constructed in a gate-like ramen structure by connecting an upper slab to a steel node to a wall that crosses the bridge's starting point.

Ramen bridges made of reinforced concrete structures are connected to the upper and lower structures by steel sections to increase the stiffness of the entire structure and reduce the size of the bending moments generated in the sections, instead of the right corners (the upper slab structure and the top of the wall meet). ) Is constructed as a method of sharing this.

However, since the bending moment must be borne only by rebar and concrete, the cross section, slab height, should be increased as the span increases, so the self-weight becomes large due to the characteristics of the ramen bridge with a high ratio of self-weight. do.

Accordingly, the present invention discloses a ramen bridge and a method of constructing the same.

Republic of Korea Patent Application Publication No. 10-1998-0002445 (published on March 30, 1998) first installs the foundation, fixedly installed a circular steel column on the foundation, and then mounted a single box-shaped beam made of a uniform cross section on the column Done. Subsequently, a weight of a certain weight (Weight) is placed on the center of the beam, and a downward load is applied, the pillars and the beam are welded or bolted together, the weight is removed, and the paving is completed to complete the bridge.

However, the steel ramen structure manufactured by this construction method has problems such as fatigue failure as the girder and the pillar are connected at the right corner, and the downward load applied to reduce the cross-sectional force of the parent section is applied to the constant moment section. There is a disadvantage that the cross section is larger than the conventional steel ramen bridge due to the adverse load.

In addition, separate weight equipment and construction procedures are required to reduce the cross-sectional force of the parent section, and there are disadvantages such as maintenance costs increase because steel is exposed to the outside air.

Korean Patent Laid-Open Publication No. 10-2001-0044518 (June 05, 2001) discloses the construction of the foundation first, fixing the steel column to the foundation with anchor bolts, and then installing a temporary vent, and placing the central girders on the temporary vents. do. Subsequently, the horizontal force is introduced into the upper girder, and then the upper girder is fastened with bolts, the horizontal force of the upper girder is removed, and the temporary vent between the pillars is removed, followed by paving.

However, such a ramen type structure has disadvantages in that it is necessary to install a separate horizontal force introducing device for installing the hypothetical vent and horizontal force.

And, because the steel is exposed to the outside air, maintenance is difficult and maintenance costs increase, and there is a problem that corrosion of the steel occurs due to backfill soil.

Republic of Korea Patent Publication No. 10-2005-0055171 (June 13, 2005 published date) is to install the foundation and to install the "b" shaped connecting steel on the top of the wall, and the "b" shaped connecting steel installed on the wall The pre-fabricated prestressed composite beam is fastened with high-tension bolts and connected, and then the lower casing concrete is connected to the slab and other high-strength concrete, and the part of the wall, the slab and the abdominal concrete is poured, and the pavement is completed to complete the bridge. It is.

At this time, since it is hypothesized to insert the prestressed composite beam into the "b" shape of the connecting steel, if a construction error occurs, it is required to increase or cut the steel, so the precise construction is required and the overall construction is difficult.

In addition, due to the construction of the long span, the constant moment section can be manufactured by introducing high pre-compression stress into the prestressed composite beam, but the pre-stressed "a" -shaped connecting steel and wall are subjected to high cross-section, so the cross section is very large. There is a disadvantage.

Accordingly, there is a problem that the moment is concentrated at both ends, so that the cross section of the wall becomes larger and cracks are somewhat generated.

In particular, since all loads are loaded in the structure of the ramen type, the moment occurs very largely at both ends of the upper slab and at the top of the wall, not at the section where the prestressed composite beam of the constant moment section is installed. The reason for introducing the prestress in the absence of the section is reduced.

Republic of Korea Patent Registration No. 10-0770574 (October 22, 2007 registration date) first to construct the foundation and to form a part of the wall, then install the supporting steel beam corresponding to the upper end of the column, and then pre-stressed composite beam In this case, the composite type is installed without restraint on the upper part of the supporting steel, and the concrete is poured into the remaining walls such as the bottom plate concrete and the supporting steel, and then the pavement is completed to complete the bridge.

However, the ramen bridge constructed as described above has a disadvantage in that a large amount of cost is consumed in manufacturing a composite beam to which prestress is applied, and the construction process is complicated and quality control is difficult.

In addition, in the case of steel, which is the main member of the composite beam, when the long span, the thick plate steel needs to be cut and processed, and the cost of the factory is increased because most of it must be made by the factory.

In addition, the synthetic casing of the lower casing is prestressed, so it must be high strength, expensive steam curing, and a separate production site and manufacturing equipment for this, and the transport cost to transport it to the site will also occur. Furthermore, the composite type segmented for transporting is reliable for the joint of the steel part, but the joint of the segmented lower casing concrete is not a pillar member that is mainly compressed even if it is prestressed, and is not a batch casting structure of the same strength as the slab. Since it is a low and low flexural member, fatigue cracking of concrete joints is likely to occur.

Accordingly, the present invention is to solve the above problems, the purpose is to increase the cross-sectional performance by using the steel girders, which are ready-made products that are not warped deformation, by applying a pre-flection load to the steel to give the upward return force ramen Ramen bridges and construction methods are introduced to reduce pres- sure loads that can reduce the cracking of concrete after construction, reduce structural cracking, promote structural stability, ease construction, and shorten construction costs and construction periods. To provide.

As a specific means for achieving the above object, the present invention provides a wall portion having a plurality of column frame extending a certain height from the wall is installed on the foundation ground; The inclined end of the at least two split beams raises the housing dummy assembled through the beam connecting portion, thereby coupling both ends of the downward sloped housing dummy to the upper end of the wall portion and the upper end of the wall portion adjacent thereto. Connecting the housing unit; Coupling an auxiliary girder to the housing girder by coupling both ends of a cross beam between the plurality of housing girder arranged side by side with a predetermined distance between the wall portion and the adjacent wall portion; Bending the housing girder by applying a vertical load to the housing girder through the auxiliary girder; And applying an upward return force to the flexurally deformed housing to remove the vertical load after the concrete placed in the pillar frame and the housing is cured. It provides a ramen bridge construction method is introduced, including a pre-load load.

Preferably, the step of providing the wall portion is a step of constructing a wall that is a predetermined length continuous from the foundation installed on the foundation ground; Coupling a plurality of anchor bolts protruding from an upper surface of the wall and a lower end of the column frame; Include.

Preferably, connecting the housing unit to the wall unit includes assembling the housing unit connecting at least two split beams whose ends facing each other through the beam connecting unit are inclinedly cut; Raising the housing portion to a certain height to the upper portion of the wall portion and then forming the gap between the lower flange of the split beam, which is the left and right ends of the housing portion, and the upper plate of the column frame provided at each top of the wall portion. Placing the portion; And firstly coupling the split beam and the column frame by a fastening member inserted into and fastened to the coupling hole formed in the lower flange and the coupling hole formed in the upper plate.

More preferably, the opening angle is formed by the sum of the downward inclination angle formed on the contact surface of the upper plate and the upward inclination angle formed on both ends of the housing portion.

Preferably, the step of connecting the auxiliary girder to the housing to the step of fixing the fixing plate integrally to contact the upper, lower flange and the web of the split beam; Comprising the step of assembling between the split beams arranged side by side on both ends of the cross beams through a fastening member coupled to the connection hole formed in the fixing plate.

Preferably, the bending deformation of the housing girder may include applying a vertical load to the housing girder through an auxiliary girder between the housing girders arranged side by side; Secondly fully coupling the fastening member that was first fastened between the split beam and the wall portion so that the housing girder and the wall portion are integrated after the main girder portion is deflected; Assembling the haunch plate between the lower flange of the split beam and the vertical surface of the column frame; It includes.

Preferably, the bending deformation of the housing dummy is sequentially performed in the order of the left and right housing dummy from the central housing dummy among the plurality of housing dummy.

Preferably, the step of bending deformation of the housing girder may be provided by a press force for pressing the cross beam upper surface of the auxiliary girder directly to the bottom portion or by a tension force pulling the cross beam lower surface of the auxiliary girder portion directly below.

Preferably, the step of bending deformation of the housing dust is fixed by the upper end of the steel wire of a predetermined length to the cross beam, and is made by a tension force pulling the steel wire directly down through the anchorage connected to the lower end of the steel wire.

More preferably, the steel wire is fixedly connected to the left and right ends of the cross beam close to the housing more.

The present invention is a wall portion having a wall extending from the base installed on the foundation ground, and a plurality of column frame extending a predetermined length from the upper end of the wall; A housing unit further comprising at least two split beams assembled in a longitudinal direction through a beam connecting unit, the left and right ends being connected to a contact surface formed at an upper end of the wall part and a contact surface formed at an upper end of the wall part adjacent thereto; An auxiliary girder having a plurality of cross beams, each end of which is coupled between a plurality of dwelling units arranged side by side with a predetermined distance between the wall portion and the adjacent wall portion; It includes, by applying a vertical load to the housing girder through the auxiliary girder to bend the housing girder down, and after the cured deformed split beam and concrete placed in the column frame is cured, the vertical load is removed to Apply upward return force to the housing pile.

Preferably, the column frame is formed through a beam member of a predetermined length, through the coupling hole coupled to the anchor bolt provided in the wall through the lower plate provided at the lower end of the beam member, the housing further and the fastening member through the medium It includes a top plate formed through the coupling hole to be coupled, the top plate is provided side by side with the horizontal line or inclined downward with respect to the horizontal line.

Preferably, the beam connection part comprises a first and a second upper fixing plate coupled to the upper flange and a lower surface of the split beam, a middle plate coupled to both sides of the web of the split beam, and an upper flange of the split beam. It includes a first and a second lower fixing plate coupled to the lower surface.

Preferably, a tension portion for applying a vertical load through the auxiliary girder is further included, wherein the tension portion is a certain length of the steel wire is fixed to the horizontal beam and the top, the constant strength connected to the lower end of the steel wire to pull the steel wire directly below And an anchor provided with a hydraulic jack to fix the anchorage to the ground.

More preferably, the steel wire is fixedly connected to the lower surface near the left and right ends of the cross beam close to the housing more.

According to the present invention, in terms of structure, the toughness is excellent compared to the conventional reinforced concrete ramen bridge, so the seismic performance is excellent, the pre-flection load is given to the housing to maximize the efficiency of each structural material, and the design of the long span ramen bridge It is possible to reduce the final moment by maximizing the stress of steel before synthesis while taking into account the stress of steel after synthesis, and to reduce the burden on concrete vulnerable to tensile force, to suppress the cracking of concrete after construction. In addition, it can reduce the height of the mold and enable the design of long span.

In addition, in terms of economics, it is possible to construct long span bridges compared to the conventional ones, and thus, it is possible to design a section that can omit intermediate walls. Therefore, the overall construction cost can be reduced by reducing additional construction costs for intermediate wall construction and pile foundation work. have.

In addition, when crossing the river, it is possible to reduce the intermediate wall is advantageous to secure the cross-section of the stream, it is possible to smooth the flow of the river by preventing the suspended matter deposited on the intermediate wall.

In addition, even when compared with the general girder bridge with bridges or bridges and superstructures with span lengths of 20m or more, bridge bearings are not required, so the bearing height can be secured basically as much as the bearing height, and the seismic performance is excellent as well. The lack of a device is economical and advantageous for maintenance and bridge termination planning.

In addition, it is easy to manufacture the housing part by using the rigid form of the ready-made product without bending deformation, and the construction is simple by applying the pre-flection load to one place without the need for a separate production site for the steel frame of the ramen, and it is not steam curing. It is a wet curing system and has a stable composite structure by integral construction of slabs, girders, and top walls, and has excellent workability and can reduce construction costs and construction period.

Hereinafter, preferred embodiments of the present invention will be described in more detail with reference to the accompanying drawings.

1 is a construction flowchart showing a method for constructing a ramen bridge in which a preflection load is introduced according to the present invention.

According to a preferred embodiment of the present invention, a method for constructing a ramen bridge includes providing a wall portion, connecting a housing girder to the wall portion, connecting an auxiliary girder portion to the housing girder, and bending deformation of the housing girder. Step, applying the upward return force to the housing more.

First, as shown in Fig. 1 (a) (b), provides a wall portion 110 including a wall 111 is installed on the foundation ground, and a plurality of column frame 112 extending from a certain height therefrom. do.

Here, the wall portion 110 may be provided with two or more wall portions at regular intervals according to the length of the bridge to be designed for construction.

As shown in FIG. 1 (a), the construction of the wall part 110 is made of primary concrete having a strength of 27 MPa or less so that a predetermined length is continued from the foundation B installed on the foundation ground to an upper portion thereof. (111) is formed.

Reinforcing bars (111b) extending vertically from the base (B) to the upper end of the column frame 112 is disposed in the wall 111, so as to increase the rigidity of the wall portion, the lower body to the wall 111 Is embedded, and has a plurality of anchor bolts (111a) exposed to the upper body portion and the outside.

And, as shown in Figure 1 (b), the plurality of anchor bolts (111a) protruding from the upper surface of the wall 111 is arranged vertically by combining the lower end of the column frame 112 that is a steel member do.

Here, the pillar frame 112 may cover the entire outer surface of the pillar frame 112 as the same concrete during the process of casting the concrete in the housing, but is not limited thereto, and the pillar frame 112 is not limited thereto. The concrete may be poured to cover a portion of the outer surface of the wall to form a continuous frame wall from the wall (111).

Here, the pillar frame 112 is coupled to the beam member 112a of a predetermined length, the anchor bolt 111a and the nut member 112c provided on the wall 111, as shown in FIG. Through-formed through the coupling hole is formed through the lower plate 112b provided at the lower end of the beam member (112a), the coupling hole (112d) coupled through the lower flange and the fastening member of the housing portion 120. One top plate 112e is provided.

At this time, the upper plate (112e) is shown as being provided with a lower inclined plate to form a contact surface (C) inclined downward at an angle with respect to the horizontal line on the upper end of the column frame 112, which is the upper end of the wall portion 110 and Although described, it is not limited thereto, and may be provided as a lower horizontal plate forming a contact surface parallel to the horizontal line at the upper end of the column frame 112.

On the other hand, the upper plate (112a) forming the contact surface (C) may be provided to be integrally inclined at the upper end of the beam member (112a) inclined cut so that the vertical flange has a different height, the vertical flange is mutually It may be provided horizontally integrally with the upper end of the beam member (112a) having the same height.

Accordingly, the contact surface (C) having a downward inclination angle inclined downward at a predetermined angle or the same as an imaginary horizontal line may be formed at an upper end of the column frame 112 in contact with the end of the housing portion 120. The downward inclination angle θ1 of (C) is preferably set to 0 to 0.5 °.

Here, when the downward inclination angle θ1 is set to 0 ° or less and the contact surface has an upward inclination angle, there is a limit to increase the rigidity of the housing portion because it is not possible to impart a sufficient pre-flexion load with sufficient vertical compressive force to the housing portion. On the other hand, when the downward inclination angle θ1 is set to 0.5 ° or more, the housing dummy part is damaged or the connection part of the wall part 110 or the beam connecting part 125, which will be described later, is damaged by applying an excessive preflection load to the housing dummy part. It can break and compromise the structural safety of the bridge.

The wall portion 110 supporting the left and right ends of the housing 120 is a wall 112 extending from the foundation (B) installed on the foundation ground, and the wall 112 and the anchor on which the reinforcement 111b is disposed. Reinforcing bars including a column frame 112 that is coupled via a bolt 111a and extends a predetermined length from an upper end of the wall 112, and has a contact surface C at an upper end contacting an end of the housing part 120. It is made of a concrete structure.

In order to connect the housing unit 120 to the wall unit 110 in succession, first, as shown in FIG. 1 (c), the two split beams 121 are formed at the left and right ends of the central split beam 122. After assembling on the ground housing dwelling portion 120 connected to the ends of the beam connecting portion 125 via the ground, the assembled housing dwelling ascends a predetermined height from the ground, as shown in Figure 1 (d), The contact surface C formed at the upper end of the pillar frame 112 provided at the wall part 110 at both ends of the photographic housing part 120 and the contact surface formed at the upper end of the other wall part 110 ′ adjacent thereto ( C ') on each of them and then joining them as fastening members.

Here, the split beam is provided with an I-type or H-shaped steel beam divided into predetermined lengths.

That is, the housing 120 is divided into two or more split beams 121 and 122 according to the length of the bridge, and the split beams 121 and 122 are grounded so that ends facing each other are connected to each other by the beam connecting part 125. Assembled in

Ends facing each other of the split beams 121 and 122 are inclinedly cut to have an inclination angle in advance, and the inclined cut ends are formed by a beam connecting portion 125 formed of a plurality of plate members which are abutted with each other and then fastened to the flange and the web. The left and right both ends, which are free ends, are integrally connected to manufacture and complete the housing 120 of the left and right symmetrical structures which are inclined downward by a predetermined angle.

Here, the beam connecting portion 125 connecting between the split beam 121 of the housing 120 and the other split beam 122 is the split beams 121 and 122, as shown in FIGS. 1D and 4. The first and second upper fixing plates 125a and 125b coupled to the upper and lower surfaces of the upper flanges 121a and 122a of the upper and lower surfaces of the upper flanges 121a and 122a and both of the webs 121b and 122b of the split beams 121 and 122. First and second lower fixing plates 125d coupled to the upper and lower surfaces of the central plate 125c coupled to the plurality of fastening members and upper and lower surfaces of the lower flanges 121c and 122c of the split beams 121 and 122. , 125e).

Accordingly, the left and right ends of the housing 120 form a upward inclination angle θ2 in which the split beam is inclined upward at a predetermined angle with respect to the virtual horizontal line, and the upward inclination angle is preferably set to 0.1 to 1.0 °. Do.

In this case, when the upward inclination angle θ2 is set to 0.1 ° or less, there is a limit to increase the rigidity of the housing portion because the preflection load, which is a sufficient vertical compression force, cannot be applied to the housing portion, whereas the upward inclination angle (θ2) is increased. When θ2) is set to 1.5 ° or more, an excessive preflex load is applied to the housing header, and the housing header is broken or the connection portion between the beam connecting portion 125 and the wall portion 110 is broken, thereby resulting in structural safety of the bridge. Can be inhibited.

The left and right ends of the housing portion 120, in which at least two or more split beams 121 and 122 are connected to each other by the beam connecting portion 125, are adjacent to an end portion of the contact surface C formed at the top of the wall portion 110 and adjacent thereto. It is coupled as a plurality of fastening members in the raised state with the end of the contact surface (C ') formed on the upper end of the wall portion 110' is first fixed so as not to be released during the subsequent process.

That is, as shown in (d) of FIG. 1 (d), the upper part of the wall parts 110 and 110 'is connected by the wire Y of the crane connected to the upper flange. While raising a certain height until the left and right ends of the housing 120 is inclined downward.

As shown in FIG. 5 (a), the housing further part 120 raised from the ground in this state has one end (left end on the drawing) and the other split beam 121 of one side split beam 121 which are both left and right ends thereof. One end (right end in the drawing) is raised so as to partially or linearly contact the contact surfaces C and C 'of the column frame 112 provided at each upper end of the wall parts 110 and 110'.

This is because the left and right ends of the housing 120 are inclined downward to the outside so as to have an upward inclination angle θ2 with respect to a virtual horizontal line.

Subsequently, each of the upper plates 112e forming the lower flanges of the split beam 121 and the contact surfaces C and C ′, which are the left and right ends of the housing dummy part, have coupling holes formed through the lower flanges 121c and the upper plates. The split beam 121 of the housing 120 and the column frames 112 of the wall parts 110 and 110 ′ are mutually connected by a plurality of fastening members 124 inserted into and fastened to the coupling holes formed through 112e. The first coupling is to form a predetermined opening angle between the split beam 121 and the upper plate (112e).

At this time, the primary coupling by the fastening member 124 is not to be separated from the upper end of the pillar frame because the housing is not in close contact with the pillar frame.

In addition, between the column frame 112 and the housing 120, the top plate is formed by the sum of the downward inclination angle θ1 formed on the contact surface of the upper plate and the upward inclination angle θ2 formed on the housing further. Between the contact surface and the lower flange of the split beam to form a predetermined opening angle (θ) to the inner side of the bridge.

The opening angle θ is determined by the sum of the downward inclination angle θ1 and the upward inclination angle θ2, and may be formed at 0.5 to 1.5 °, and the opening angle is given to the housing of the bridge to be constructed. It may be set differently according to the pre-flection load.

Here, when the opening angle θ is set at 0.5 ° or less, the bending angle θ may not be sufficiently provided to cause the housing to bend downward due to the vertical load imposed on the housing to be generated after the release of the vertical load. There is a limit to providing the preflection load to the housing dummy sufficiently, whereas when the opening angle θ is set to 1.5 ° or more, the vertical housing provided for bending deformation of the housing dummy becomes excessive and the housing dummy is Failure to do so may damage the connection between the beam and the wall and compromise the structural safety of the bridge.

The operation of connecting the auxiliary girder 130 to the housing 120, as shown in Figure 6, between the wall portion and the adjacent wall portion adjacent to the plurality of construction in parallel with a predetermined interval in the width direction of the bridge By combining the plurality of cross beams 132 orthogonal to the split beams 121 and 122 between the housing 120.

The cross beam 132 provided between the housing dummy portions 120 is preferably provided at a half point with respect to the entire length of the housing dummy portion, and the cross beam 132 increases the lateral rigidity and simultaneously loads the rod. Can be distributed.

The auxiliary girder 130 is fixed to the upper and lower flanges 121a, 122a, 121c, 122c and the web (121b, 122b) of the split beams (121, 122) fixed to the integral plate 131 and the fixing plate It includes a cross beam 132 assembled between the split beams parallel to each other via a fastening member 133 coupled to the connection hole formed in the.

Accordingly, the auxiliary girder 130 is in contact with the upper and lower flanges 121a, 122a, 121c, and 122c and the webs 121b and 122b constituting the split beams 121 and 122 of the residential girder 120. By fixedly installing the fixed plate 131 integrally, and then assembling both ends of the cross beam 132 between the split beams arranged side by side via a fastening member 133 coupled to the connection hole formed in the fixed plate 131. It is possible to complete the assembling of the auxiliary girder connected to the fixing plate between the left and right ends of the cross beams between the split beams 121 and 122 of the pair of dwelling housings 120 adjacent to each other.

Here, the cross beam 132 is preferably made of a 'C' cross-section shaped steel member formed through a plurality of coupling holes through which the fastening member 133 is inserted into both ends of the fixing plate 131 in close contact with the outer surface. .

The bending deformation to apply the vertical load (P) to the housing dummy to have a pre-flection load (P ') in the constant moment section of the housing dummy 120 so as to bend convex downward to FIG. 1 ( 6) and the housing through the auxiliary girders 130 disposed between the housing girders 120 in parallel with each other in a state in which wires connected to the split beams 121 and 122 are removed. By forcibly providing a vertical load (P) to the dust 120, the housing of the housing 120 is primarily coupled with the contact surface (C, C ') formed on the upper end of the wall (110, 110') by the vertical load Flexural deformation is performed so that each split beam is convex downward.

In this case, the lower flanges of the left and right both ends of the housing dummy, which are primarily coupled to form the opening angle while partially or linearly contacting the upper plate 112e forming the contact surfaces C and C ′, are formed on the contact surfaces C and C ′. ) Is in close contact with the surface contact, and the inclined plate and the lower flange which is in surface contact is the second coupling is completed so that the wall portion 110, 110 ′ and the housing more portion 120 is integrated by the first coupling member 124 coupled.

Here, the method for providing a vertical load (P) to the auxiliary girder 130 in order to bend the housing girder down at least one steel wire connected to the lower surface of the cross beam 132 of the auxiliary girder 130 The cross beam may be formed by a tension force of a certain intensity pulling 141 directly below, but is not limited thereto. The cross beam may be formed by pressing means (not shown) disposed directly above the cross beam 132 of the auxiliary girder 130. It may be made by a press force of a certain strength to press the specific portion of the upper surface of the 132 directly below.

That is, the method of transmitting the vertical load to the auxiliary girder 130 using the steel wire 141 connected to the lower surface and the upper end of the cross beam 132 is connected to the upper end of the cross beam 132. The fixing unit 142 and the fixing unit 142 having a predetermined length of the steel wire 141 and a hydraulic jack 142a which is connected to the lower end of the steel wire and provides a tension force of a constant strength pulling the steel wire directly below. It is made by a tension unit 140 including an earth anchor 143 fixed to the ground.

In this case, the steel wire 141 is disposed in the center of the length of the housing more than 120, it is preferable to be fixedly connected to the lower surface near the left and right ends of the cross beam adjacent to the housing more than 120.

And, the job of applying the vertical load to the housing dongbu 120 through the auxiliary girder 130 is applied to the vertical load sequentially from the central housing dongbu to the left and right housing dongbu of the plurality of housing girder sequentially It is preferable to deflect each split beam of the further part so as to bend downward.

On the other hand, by combining the haunch plate 127 between the lower flange of each of the split beams 121 and 122 of the housing more than the bending deformation is completed and the vertical frame of the column frame 112 of the vertical wall portion 110 and the wall portion and It is necessary to unite the dwellings more firmly with each other.

In addition, the steel wire 141 to impart a vertical load in order to bend the housing girder through the auxiliary girder 130 is wrapped in a corrugated pipe 144 to be protected from the external environment.

Subsequently, as shown in FIG. 1 (f), the secondary concrete is poured into the column frame 112, which is the upper end of the wall parts 110 and 110 ′, and at the same time, the outer surface of the housing further part 120 exposed to the outside. Cast secondary concrete.

That is, the copper bar 151 is installed so that the formwork 152 can be installed directly below the housing 120, and the outer surface of the column frame 112 coupled to the top of the wall 111 to be exposed to the outside. The secondary concrete is poured, and the secondary concrete is also cast on the outer surface of the warped housing portion 120 to form a concrete structure S that is continuous with the wall parts 110 and 110 '.

In addition, by reinforcing the other reinforcing bars 153 connected to the rebars constructed in the wall portion to the secondary concrete to be poured into the concrete structure, the structural strength of the bridge made of reinforced steel concrete structures can be increased.

At this time, the strength of the secondary concrete to be poured into the concrete structure (S) is different from the primary concrete of the 27MPa strength cast on the wall portion of 30MPa or more to sufficiently withstand the preflection load generated during the bending deformation of the housing more It is desirable to wet cure using high strength concrete.

In addition, as shown in Figure 1 (g), after the concrete structure (S) in which the secondary concrete is poured in a certain period of time and wet curing, the concrete structure is naturally cured, the housing through the auxiliary girder 130 When the vertical load applied to the dust is removed, the return force to the horizontal state is generated in each split beam of the housing dummy 120 deflected by the vertical load, and an upward return force is generated. Reference numeral 120 is a preload load in the direction opposite to the vertical load.

That is, by removing the steel wire 141 fixed to the lower surface of the auxiliary girder 130 to release the vertical load applied to the housing girder 120 through the auxiliary girder 130 or the auxiliary girder ( By removing the press pressure transmitted to the upper surface of the 130, the vertical load applied to the housing girder through the auxiliary girder to release the pre-flection load (P ') which is an upward return force to the downwardly deformed housing girder 120. It can be authorized.

At this time, the release of the vertical load applied to the auxiliary girder is preferably made sequentially from the inner side to the outer side.

In the process of releasing the vertical load, the compressive stress is introduced in the lower portion of the concrete slab structure of the bridge, and the compressive stress is introduced in the upper portion of the concrete slab structure, which is an end of the housing dust.

Accordingly, the member force opposite to the member force due to the gravity load is generated to reduce the overall member force and to reduce the tensile stress generated in the concrete structure susceptible to tensile cracking.

In addition, the housing dummy may be provided with a girder structure of two or more segments according to the total length of the bridge to be constructed, and the housing dummy 120 includes three split beams 121, 122, and 123 shown in FIG. The beam connecting unit 125 may be assembled, and may have a three-segment girder structure in which horizontal beams 132 are disposed to increase rigidity while applying vertical loads between the split beams parallel to each other. The split beams 121, 122, and 123 may be provided. May have a length of about 1/3 of the total length of the bridge, but may be provided with the same length, but the present invention is not limited thereto, and the lengths of the center split beam 123 and the left and right split beams 121 and 122 are the same as or different from each other. It may be provided differently.

In addition, as shown in FIG. 8 (a), the housing dummy 120 'is composed of two split beams 121 and 122 assembled through a beam connecting part 125, and a vertical load in the center of the length of the housing dummy part parallel to each other. It may have a two-segment girder structure having a cross beam 132 to increase the rigidity while applying, the split beams 121, 122 have a length of about 1/2 of the total length of the bridge, the same length It is preferable to be provided with.

On the other hand, by removing the copper 151 and the formwork 152 installed on the lower portion of the housing 120, it is provided with the form of the ramen bridge 100 as shown in Figure 9, the upper surface of the slab of such a ramen bridge 100 The ramen bridge is finally manufactured and finished by packing or installing railings.

The finished ramen bridge has a double-sided member force, which is an end portion of the upper portion of the upper slab due to its structural characteristics, and thus corresponds to the right portion of the housing portion 120 close to the wall portions 110 and 110 '. As shown in FIG. 10 (a), the concrete structure S is a solid quadrangular cross section including the split beams 121 and 122 of the housing dummy 120 over the entire width of the bridge, and corresponds to the length center slab of the housing dummy. As shown in Figure 10 (b), the concrete structure (S) is preferably made of a T-shaped cross section or hollow cross-section so as to reduce the weight of the secondary concrete cured by pouring.

FIG. 2 is a cross-sectional view of a ramen bridge in which a preflection load is introduced according to the present invention in a continuous span, which includes at least two spans of continuous span ramen bridges having at least one intermediate wall portion between the left and right wall portions. It may be provided in the form.

The construction of such a continuous span ramen bridge has only an additional configuration of an intermediate wall portion connecting the continuous span, and a tension portion for transferring vertical loads to the auxiliary girder, and the short span according to the manufacturing and construction method according to the embodiment of the present invention. Since it is the same as the ramen bridge, a detailed description thereof will be omitted.

11 (a) to 11 (f) schematically show the bending moment member force for each construction stage in which the ramen bridge and the reflection load of the present invention in which the preflection load is introduced and the reflection load are not introduced. When a load is introduced, a relatively larger stress is generated than when a load is not introduced, but the stress is reduced to some extent by the release of the vertical load.

However, as shown in FIG. 11 (f), it can be seen that the final generated moment of the concrete completion step of the bridge completion is reduced in the case of the present invention in which the preflection load is introduced than in the conventional case.

In other words, considering the stress of steel after synthesis, the maximum generated moment can be reduced by maximizing the stress of steel before synthesis, and the burden of concrete, which is vulnerable to tensile force, can be suppressed to prevent cracking, reduce the height of bridge, The bridge can be made with.

While the invention has been shown and described with respect to particular embodiments, it will be appreciated that the invention can be varied and modified without departing from the spirit or scope of the invention as set forth in the claims below. It will be appreciated that those skilled in the art can easily know.

1 (a) to (g) are flowcharts showing a method of constructing a ramen bridge in which a preflection load is introduced according to the present invention.

2 is a cross-sectional view of a ramen bridge in which a preflection load is introduced in a continuous span according to the present invention.

3 is a perspective view illustrating a wall portion employed in a ramen bridge in which a preflection load is introduced according to the present invention.

4 is a perspective view illustrating a beam connecting part employed in a ramen bridge in which a preflection load is introduced according to the present invention.

FIG. 5 is a detailed view showing the assembled state of the wall portion and the housing portion which are employed in the ramen bridge to which the preflection load is introduced according to the present invention.

(a) before applying vertical load,

(b) shows the state after the vertical load is applied.

Figure 6 is a perspective view showing a connection state between the housing and the auxiliary girder employed in the ramen bridge introduced pre-load load according to the present invention.

7 is a state diagram in which a vertical load is applied to the housing girder through an auxiliary girder portion employed in the ramen bridge into which the preflection load is introduced according to the present invention.

8 is a diagram illustrating a ramen bridge into which a preflex load according to the present invention is introduced,

(a) is a ramen bridge with a three-segment dwelling house,

(b) is a ramen bridge with a two-segment dwelling.

9 is a perspective view illustrating a ramen bridge in which a preflection load is introduced according to the present invention.

(A) is sectional drawing which cut | disconnected the A-A line | wire of (g).

(B) is sectional drawing which cut the B-B line | wire of (g).

11 (a) to 11 (f) are schematic diagrams showing a bending moment member force for each construction stage in which a ramen bridge of the present invention with a preflection load is introduced and a preflection load are not introduced.

   Explanation of symbols on the main parts of the drawings

110,110 ', 110' ': Wall part 111: Wall

112: pillar frame 120: residential house

121, 122, 123: split beam 125: beam connection

130: auxiliary girder 131: fixed plate

132: crossbeam 140: tension

141: steel wire 142: anchorage

143: earth anchor P: vertical load

Claims (15)

Providing a wall portion having a plurality of columnar frames extending a predetermined height from a wall installed on the foundation ground; The inclined end of the at least two split beams raises the housing dummy assembled through the beam connecting portion, thereby coupling both ends of the downward sloped housing dummy to the upper end of the wall portion and the upper end of the wall portion adjacent thereto. Connecting the housing unit; Coupling an auxiliary girder to the housing girder by coupling both ends of a cross beam between the plurality of housing girder arranged side by side with a predetermined distance between the wall portion and the adjacent wall portion; Bending the housing girder by applying a vertical load to the housing girder through the auxiliary girder; And Applying an upward return force to the flexurally deformed housing to remove the vertical load after the concrete placed in the column frame and the housing is cured; Ramen bridge construction method introduced pre-load load including a. The method of claim 1, Providing the wall portion Constructing a wall of which a predetermined length continues from the foundation installed on the foundation ground; Coupling a plurality of anchor bolts protruding from an upper surface of the wall and a lower end of the column frame; Ramen bridge construction method introduced pre-load load characterized in that it comprises a. The method of claim 1, Connecting the housing unit to the wall unit Assembling a housing further comprising at least two split beams whose ends facing each other are inclinedly cut through the beam connecting unit; Raising the housing portion to a certain height to the upper portion of the wall portion and then forming the gap between the lower flange of the split beam, which is the left and right ends of the housing portion, and the upper plate of the column frame provided at each top of the wall portion. Placing the portion; And a first step of coupling the split beam and the column frame by a fastening member inserted into and fastened to the coupling hole formed in the lower flange and the coupling hole formed in the upper plate. Way. The method of claim 3, And the opening angle is formed by a sum of a downward inclination angle formed at the contact surface of the upper plate and an upward inclination angle formed at both ends of the housing portion. The method of claim 1, Connecting the auxiliary girder to the housing Integrally fixing the fixing plate to contact the upper and lower flanges and the web of the split beam; And a step of assembling the two ends of the cross beams between the split beams arranged side by side via a fastening member coupled to the connection hole formed in the fixing plate. The method of claim 1, Flexural deformation of the housing more Applying a vertical load to the housing girder through an auxiliary girder between the housing girder arranged parallel to each other; Secondly coupling the fastening member, which was first fastened between the split beam and the wall part, so that the housing part and the wall part are integrated after the housing part is bent and deformed; Assembling the haunch plate between the lower flange of the split beam and the vertical surface of the column frame; Ramen bridge construction method introduced pre-load load, characterized in that it comprises a. The method of claim 1, The bending deformation step of the housing dummy is a ramen bridge construction method introduced pre-flection load, characterized in that the sequential order of the left and right both sides of the housing from the central housing of the plurality of housing boom in order. The method of claim 1, The bending deformation step of the housing girder is provided by a press force for pressing the cross beam upper surface of the subsidiary girder directly to the lower portion, or is provided by a tension force pulling the cross beam lower surface of the subsidiary girder directly below. Introduced ramen construction method. The method of claim 1, The bending deformation step of the housing portion is fixed by connecting the upper end of the steel wire of a certain length to the cross beam, and then made by a pre-tensioning force pulling the steel wire directly down through the anchorage connected to the lower end of the steel wire. Ramen bridge construction method with load introduced. The method of claim 9, The steel wire is a ramen bridge construction method introduced pre-load load, characterized in that the anchorage is connected to the left and right ends of the cross beam close to the housing. A wall portion having a wall extending from the foundation installed on the foundation ground, and a plurality of pillar frames extending a predetermined length from an upper end of the wall; A housing unit further comprising at least two split beams assembled in a longitudinal direction through a beam connecting unit, the left and right ends being connected to a contact surface formed at an upper end of the wall part and a contact surface formed at an upper end of the wall part adjacent thereto; An auxiliary girder having a plurality of cross beams coupled at both ends between the plurality of housing girders disposed side by side with a predetermined distance between the wall portion and the adjacent wall portion; Including, A vertical load is applied to the housing girder through the auxiliary girder to flexure the housing girder down, and the cured deformation of the split beam and the concrete placed in the column frame is cured, and then the vertical load is removed to the housing girder. A ramen bridge with a preflection load characterized by applying a return force. The method of claim 11, The pillar frame has a beam member of a predetermined length, the bottom plate provided at the lower end of the beam member by forming a through hole coupled to the anchor bolt provided in the wall, the coupling coupled through the housing portion and the fastening member And a top plate through which a ball is formed, wherein the top plate is provided parallel to the horizontal line or inclined downward with respect to the horizontal line. The method of claim 11, The beam connecting part may be provided on the upper and lower surfaces of the first and second upper fixing plates coupled to the upper and lower surfaces of the split beam, the center plate coupled to both sides of the web of the split beam, and the lower flange of the split beam. Ramen bridge introduced pre-flection load, characterized in that it comprises a first and second lower fixing plate coupled in contact. The method of claim 11, Further comprising a tension for applying a vertical load through the auxiliary girder, The tension unit has a fixed length of the steel wire is fixed to the cross beam and the upper end, a fixing device provided with a hydraulic jack to provide a constant strength of tension to draw the steel wire directly connected to the lower end of the steel wire and earth fixing the fixing device to the ground Ramen bridge with pre-loading load, characterized in that it comprises an anchor. The method of claim 14, The steel wire is pre-flective load introduced ramen bridge, characterized in that the steel wire is fixedly connected to the lower surface near the left and right ends of the cross beam close to the housing.

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