KR101135634B1 - Rahmen bridge construction method using hinge joint in support parts and rigid joint in rahmen conner parts - Google Patents

Abstract

PURPOSE: A construction method of a rahmen bridge using hinge joint and rigid joint methods in support and rahmen corner parts is provided to effectively control bending negative moment generated in abutments and piers. CONSTITUTION: A construction method of a rahmen bridge using hinge joint and rigid joint methods in support and rahmen corner parts is as follows. A slab(400) is formed using PSC girders(100). Saddles are installed on the PSC girders to be hinged on abutments(320) and/or piers(310). The PSC girders are integrated in the slab and joined in the abutments and/or piers.

Description

RAHMEN BRIDGE CONSTRUCTION METHOD USING HINGE JOINT IN SUPPORT PARTS AND RIGID JOINT IN RAHMEN CONNER PARTS}

The present invention relates to a method for constructing a ramen bridge using a hinge hinge connection and an angled hardening method. More specifically, in the ramen bridge, the upper girder and the bottom plate are used to stiffen and construct the pier and the alternating bridge, which is a structurally advantageous point. It is about the construction method of ramen bridge using secondary hinge connection and right angle hardening method.

In general, in the girder bridge, a supporting device (bridge support) is installed to transfer the load of the bridge superstructure (girder, bottom plate, etc.) to the bridge substructure (shift, bridge).

Such a girder bridge has advantages in that it is simple and economical to construct a bridge. However, the girder bridge not only has the disadvantage of deterioration in running due to the expansion joint installed at the connection part of the floor plate and the alternating portion, but also causes the defect of the supporting device. If there is a disadvantage that the maintenance cost to replace it takes.

Therefore, the need for a method of removing the support and the expansion joint has emerged to integrate the bridge superstructure and the bridge substructure, but the ramen bridge using girder has been introduced.

In particular, FIG. 1A illustrates an example of hardening a girder 10, which is a bridge superstructure, to a bridge substructure 20, such as a bridge, which is a reinforced concrete structure.

It can be seen that the girder 10 is installed in the longitudinal direction in the state connected to each other in the longitudinal direction from the upper surface 21 of the bridge substructure 20, the upper flange 11, the abdomen 12 and the lower flange It can be seen that it is composed of (13).

It can be seen that the girder 10 is constrained to each other in the lateral direction by using the cross beam 40 for the rigid part of the X (X) shape and also the rigid part in the upper surface 21 of the bridge substructure 20. It can be seen that the horizontal beam 40 is installed.

Therefore, the bridge substructure 20, the bottom 21 space, the bottom plate 30, the lower space and the connecting end side space of the girder 10 to be formed by the steel fastening concrete 50 to eventually form the bridge substructure It can be seen that the 20 and the upper girder 10 are integrated and hardened.

Figure 1b shows another example of the different angled rigidity of the ramen structure.

In other words, the basement underpass is constructed by using the cast-in-place concrete 70 and the longitudinal beam 60, but the hinge rod at the point where the longitudinal beam 60 and the column wall 10 are connected at the right angle part. By 52, the longitudinal beam 60 can be rotated by a bending moment caused by its own weight or the like.

Therefore, the design burden for the self-weight of the lateral beam to be considered in the right side can be eliminated, thereby improving the efficiency in the lateral beam cross-sectional design.

However, when looking at the hinge connection method of the longitudinal beam and the column wall, a horizontal H-beam 51 protruding horizontally from the end surface of the transverse beam is installed, and the vertical H-beam steel 52 is disposed on the upper surface of the column wall 10. The horizontal H-beams 51 are positioned between the vertical H-beams 52, and the hinge rods 52 are installed to penetrate the vertical H-beams 52 and the horizontal H-beams 51. It can be seen.

The vertical H-beams 52 and the horizontal H-beams 51 are embedded in the right corner portion, so the reinforcing effect may be large, but the cost and time are too high for the manufacture and installation of the vertical H-beams 52 and the horizontal H-beams 51. It takes a lot

In particular, since the longitudinal beam is initially supported by the hinge rod 52, the initial load acting on the hinge rod 52 is so large that continuous use of the lifting device in the horizontal beam installation may cause inconvenience in the industrial field. The problem was pointed out.

1C shows an example of a girder and bridge undercarriage in which a support device 80 similar to the saddle of the present invention is installed.

The supporting device 80 has only a function to offset the expansion and contraction of the girder in the girder, and is basically embedded in the right angled part of the ramen bridge so that the bending parent moment of the right angled portion due to the weight of the girder is not transmitted to the bridge substructure. It is not related to the function.

Accordingly, the present invention is to provide a ramen bridge construction method that can be efficiently installed long ramen bridge construction to enable effective control of the bending parent moment generated in the right angle portion in the ramen bridge as the technical problem to be solved.

In another aspect, the present invention is to provide a method for constructing a ramen bridge construction that can exceed the application limit of the ramen bridge by using a PSC girder, so that the PSC girder can be installed in a longer section with a slimmer cross section.

In addition, the present invention is to be able to tension and settle the tension material in the cross beam of the end of the PSC girder to improve the workability and workability of the tension material of the PSC girder and to secure a space for the work of the tension material efficiently.

The present invention to solve the above problems

First, construct the bottom plate using the PSC girder, but first install the PSC girder hinged to the alternating and / or pier using saddles to allow sag due to the weight, and then the PSC girder and the bottom plate In addition to synthesizing the stiffeners in the alternating and / or piers, the additional fixed and live loads can be supported by the tension members in the ramen structure.

Second, at this time, the PSC girder is able to effectively arrange a plurality of tension members by tensioning and fixing the tension members in the end crossbeams installed at the end of the PSC girder to enable the use of a PSC girder with a slim cross-section while enabling the construction of a long span ramen bridge. I did it.

To this end,

Install the bridge under the bridge to install the bridge substructure,

The prestressing force is introduced by the first tension member in the longitudinal direction between the shift and the piers, and the sheath for the second tension member is installed to be adjacent to the girders 100. The saddles 200 are provided at the bottom of both ends of the girders. By installing, the saddle girder 100 by the saddle 200 is hinged at the point of the bridge and the alternate upper space, so that sagging on the girder 100 due to the fixed load by its own weight,

Install end crossbeams connecting the girders spaced apart in the transverse direction, the end crossbeams are installed adjacent to the point (pier),

The bottom plate is synthesized at the upper part of the girder, and the girder on which the birds integrated with the bottom plate are installed is rigidly connected at the right angle part of the pier and the alternating upper space so that the load due to the weight of the girder and the bottom plate is ramenized. To bear,

After installing the second tension member on the sheath for the second tension member, the girder and the bottom plate which are rigid with the bridge lower structure by the prestressing force introduced by the one end of the second tension member to be fixed in the longitudinal cross beams adjacent in the longitudinal direction after the tension are It provides a ramen bridge construction method using the hinge hinge connection and the right angle rigidity method including the step of bearing the load by the additional fixed load and live load.

Also preferably

The birds are formed of lower birds installed in the bridge substructure and upper birds installed on the bottom of both ends of the girder,

The upper birds are formed of a convex portion formed on a lower surface as a block body formed to protrude downward on the bottom surface of the upper plate, the upper plate coupled to the bottom of both ends of the girder by the anchor bolt,

The lower birds are formed by a concave portion formed on the upper surface of the lower plate coupled to the upper surface of the bridge lower structure by the anchor bolt, protruding upward on the upper surface of the lower plate.

It provides a ramen bridge construction method using the hinge portion hinge and the right angle rigidity method to allow the upper birds are hinged in contact with each other the concave portions of the lower birds.

Also preferably

The girder is manufactured to include an upper flange, an abdomen, and a lower flange as a PSC girder, wherein protruding blocks are formed on both end surfaces of the girder in a rectangular block body protruding block formed at right angles between the upper flange and the abdomen. By providing a ramen bridge construction method using a hinge hinge connection and a right angle hardening method so that the second tension member is fixed to the end crossbeam via the protruding block from the inside of the girder.

According to the present invention, it is possible to eliminate the installation of expansion joints and bridge supports by the ramenization structure through the integration of the bridge substructure and the girder, and to control the rigid part effectively even in long span bridges. Efficient continuous bridge construction is possible.

In addition, the weight of the girder hinges the girder to the bridge substructure to allow deflection so that the bending parent moment generated at the right angle is not transmitted to the bridge substructure, and the weight of the bottom plate combined with the girder is transferred to the bridge substructure. Ramenized girders are to be burdened, and the additional fixed load and live load are resisted by the prestressing force by the second tension member installed on the girder, so that the construction of long-length ramen bridges is possible with structurally efficient and slimmer girders.

The scope of the present invention is shown by the following claims rather than the above description, and all changes or modifications derived from the meaning and scope of the claims and their equivalents should be construed as being included in the scope of the present invention. do.

Figure 1a, 1b and 1c is a perspective view and connection diagram and support device construction diagram for a method of integrating a conventional girder and bridge substructure;
Figure 2a, Figure 2b and Figure 2c is a perspective view of the girder according to the present invention, the operation state diagram and the branch connection perspective view of the birds,
Figure 3a, 3b, 3c and 3d is a flow chart of the construction method of the girder and bridge substructure according to the present invention.

DETAILED DESCRIPTION Hereinafter, exemplary embodiments of the present invention will be described in detail with reference to the accompanying drawings so that those skilled in the art may easily implement the present invention. 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 the drawings, parts irrelevant to the description are omitted in order to clearly describe the present invention, and like reference numerals designate like parts throughout the specification.

<Girder 100 of the present invention>

The girder 100 uses a PSC girder, and is a prestressed concrete girder having an I-shaped cross section having a predetermined length (L).

Accordingly, the girder 100 includes, for example, an upper flange 110, an abdomen 120, and a lower flange 130, as shown in FIG. 2A, and has a tension member 140 such as a PC strand extending in the longitudinal direction. Are arranged in a parabolic shape.

In addition, the upper flange lateral width is preferably configured to be composed of an expansion upper flange larger than the lower flange lateral width to increase the cross-sectional rigidity and to be part of the bottom plate formwork in the lateral connection.

In addition, the abdomen is to be formed in a cross-sectional size that can be fixed after the tension material to be described later is to be formed of a square reinforced concrete body.

Furthermore, the lower flange can be replaced by the lower part of the abdomen but is formed in the lower part of the abdomen.

In this case, in particular, at both end faces of the girder, the protruding blocks 150 are formed at right angles formed by the upper flange 110 and the abdomen 120, for example, in the form of a rectangular block body.

The protruding block 150 is installed to maximize the eccentric moment of the tension member 140 by increasing the bending rigidity of the girder 100 and raising the neutral axis of the cross section, so that a portion of the tension member is drawn out to extend to the end cross beams described later. It will also serve as an intermediary.

According to Figure 2a it can be seen that the two protruding block 150 is formed integrally with the upper flange and the abdomen on the end surface of the girder 100.

The tension member 140 may be largely divided into a first tension member 141 and a second tension member 142.

First, the first tension member 141 is disposed in a parabolic shape by a sheath inside the girder 100 so that both ends are fixed after being tensioned by a fixing device not shown on the abdomen 120 end surface of the girder 100. Tension material,

The second tension member 142 is also arranged in the form of a parabola by the sheath inside the girder 100a, but the end is drawn out toward the end crossbeam 160 installed at the end of the girder 100 in the pier as a point portion as shown in FIG. The tension member may be disposed and fixed after being tensioned by a fixing device installed at the end crossbeam 160.

At this time, the end crossbeam 160 refers to the end crossbeam formed at the end of the girder adjacent to the point (pier) between the other girder 100 adjacent in the lateral direction as shown in Figure 2c and thereby to the second tension member 142 By the girder 100 can be easily continuous in the end crossbeam 160 in the longitudinal direction without any additional means, and because the fixing device is not separately installed in the girder to solve the problem caused by the narrowing of the fixing portion of the girder end surface do.

Furthermore, saddles 200 protruding downward from the bottom are formed on the bottoms of the lower flanges 130 at both ends of the girder 100.

The saddle 200 is to support the girder 100 to the bridge substructure 300 stably, but acts as a hinge to allow both ends of the girder to rotate to prevent bending parent due to the weight of the girder 100 It has an important function of not being transmitted to the bridge substructure.

That is, as shown in FIG. 2B, the saddle girder 100 having the saddle 200 is bent downward due to the weight of the girder, but both ends of the girder 100 are hinged while sliding by the saddle 200 occurs. Deflection by connection is allowed.

Accordingly, it can be seen that the deflection permits that the weight of the girder does not transmit the bending parent moment to the ramenized bridge substructure supporting the girder. This means that the weight of the girder in the ramen bridge has a function to greatly reduce the bending parental force generated in the bridge undercarriage and the rigid right corner portion. Thus, the ramen bridge of the present invention enables the use of a slimmer girder.

To this end, the saddle 200 is largely divided into upper birds 210 installed on both bottom surfaces of the girder and lower birds 220 installed on the bridge lower structure 300, as shown in FIG. Many of these can be installed.

The upper saddle 210 is an upper plate 211 coupled to the bottom of both ends of the girder 100 by an anchor bolt, and a convex portion formed on a lower surface of the block body formed to protrude downward on the lower surface of the upper plate 211 ( 212).

The lower saddle 220 is a lower plate 221 coupled to the upper surface of the bridge lower structure 300 by the anchor bolt, a concave portion 222 formed on the upper surface as a block body formed to protrude upward on the upper surface of the lower plate 222. It can be seen that the formed.

Accordingly, it can be seen that the convex portion 121 is in contact with each other on the upper surface of the concave portion 222 so that the convex portion can be rotated along the upper surface of the concave portion so as to be hinged so that a bending moment is not generated.

These saddles 200 are set such that downward deflection occurs in the girder 100 in the longitudinal direction as shown in FIG. 2B.

Next, as shown in FIG. 2c, the girder 100 is installed on the bridge lower structure 300 such as the shift 320 and the bridge 310 so that the end thereof is supported by the saddle 200 so as to support the bridge lower structure 300. It can be seen that they are installed adjacent to each other in the longitudinal direction as a reference.

At this time, the shift and the pier becomes a point portion, and as will be described later, in the process of girder 100 and the slab 400 is hardened with the shift and the pier eventually becomes a right angle (B).

Furthermore, as shown in FIG. 2C, the bottom plate 400 is installed on the girder 100 in a state in which the saddle 200 is allowed to be mounted on the bridge lower structure 300 to allow sagging of the girder. At this time, when the bottom plate construction is to be rigid on the bridge lower structure (300).

Therefore, the self-weight of the bottom plate 400 is burdened by the girder 100 synthesized with the bottom plate, it can be seen that the self-weight of the girder and the bottom plate 400 is rigid and resisted by the ramenized structure. An efficient load resistance mechanism is completed.

After the bottom plate 400 is constructed, additional fixed loads are generated by railings, middle components, pavement layers, etc. in the common step, and live loads are generated by vehicle loads. This additional fixed load is generated and the live load by the vehicle load is resisted by the prestressing force by the second tension member in the present invention.

That is, the additional fixed load is generated and the live load due to the vehicle load is to be supported by the prestressing force by the second tension member 142 of the tension member 140. The prestressing force by the second tension member 142 is manufactured by the girder It is not to be introduced at the time of construction, but to mount the girder to the bridge undercarriage and to be introduced after the bottom plate is constructed.

Therefore, the present invention can be seen that the construction of a long ramen bridge while being able to slim the girder.

In addition, the second tension member 142 of the tension member 140 installed in the girder 100 to extend to the outside through the protruding block 150 installed in the girder 100 from the inside of the girder (between the adjacent girders 100 ( The prestressing force is introduced by penetrating through the end crossbeam 160 located at the pier), and the prestressing force is introduced to the back side crossbeam by the fixing device so that the space required for tension and fixation of the second tension member can be secured at the end crossbeam. It can be seen that the cross section design is very efficient.

In the present invention, the weight of the girder 100 is basically supported by the prestressing force by the first tension member installed on the girder, thereby optimizing the girder cross section.

It is possible to have the dispersion effect of the bending parent men of the rigid part (right angle part) by adopting the ramenization structure by preventing the bending parent moment caused by the saddle's own weight from being transmitted to the bridge substructure by the saddle.

The weight of the bottom plate 400 can be resisted by the girder and the ramenization structure of the girder and the rigid bridge undercarriage structure, thereby enabling efficient load sharing.

The additional fixed load is generated and the live load caused by the vehicle load can be resisted by the second tension member installed in the girder, and the second tension member is tension-fixed in the end crossbeam to secure tension of the tension member and constructability of the fixing work. It can be seen that it is possible to optimize the cross section of the girder as well.

Accordingly, the bending rigidity of the girder can be effectively secured by the first and second tension members, thereby enabling the construction of a long-length ramen bridge due to the installation of the girder between the long spans.

<The action of the saddle 200 and the girder 100 of the present invention>

As described above, the girder 100 according to the present invention bridges the load due to its own weight by the saddle 200 installed at the branch portion (including the bridge and the alternating portion and the end cross beam is installed at the branch portion). While not being transmitted to the lower structure, while being rigid with the bridge lower structure to bear the weight of the bottom plate 400 in a ramenized structure,

The additional fixed loads of bridges (loads of squadrons, pavement layers, etc.) and live loads due to vehicle loads are to be burdened by the prestressing force of the second tension member of the girder.

To this end, the saddle 200 is installed between the bottom of both ends of the girder and the bridge lower structure 300 is embedded in the concrete to be poured while constructing the bottom plate so that the final girder 100 is rigid to the bridge lower structure (300).

Such hardening is followed by the hardening construction for the construction of the ramen bridge, which is achieved through the process of integrating the internal reinforcing bar projecting on the upper surface of the shift and the hardening parts of the girder 100 and the bridge substructure 300 by concrete pouring. .

Accordingly, it can be seen that the bridge lower structure 300 such as the bottom plate 400, the girder 100 and the alternation, the pier are rigid with each other to form a ramenization structure.

As a result, the present invention has the technical effect through the introduction of the prestressing force by the second tension member after the rigidity of the PSC girder and the bridge substructure while installing the mounting and the bottom plate of the PSC girder where the birds are installed. have.

<Ramen bridge construction method using the hinge portion of the hinge portion and the rigid portion of the right angle according to the present invention>

First, as shown in FIG. 3a, the bridge substructure 300 for constructing a bridge is constructed.

The bridge substructure 300 includes a large number of bridges 310 installed between the two shifts 320 and the shifts corresponding to the start and end portions of the ramen bridge.

The present invention is particularly installed at the point of pier, shift, such as girder is initially supported simply by the saddle (200).

The pier, alternating (310, 320) is a reinforced concrete structure is installed between the end of the bridge, 320, when the bridge on the ground as a pillar member.

The pier 310, the upper surface of the alternating 320 is referred to as the point of the present invention, and in particular refers to the upper space of the pier 310 before being rigid.

Next, in the saddle 200, the lower birds 220 are first installed on the upper surfaces of the shift 320 and the piers 310, and the convex portions of the upper birds 210 installed on the bottom surfaces of both ends of the girder 100 are next installed. 212 is mounted to contact the recess 222 of the lower saddle 220.

As a result, the girder can be seen that the hinges are installed to be simply supported on the bridges and bridges, which are the bridge substructures.

At this time, the girder 100 is a state in which the initial prestressing force is introduced by the first tension member 141, and the second tension member 142 may be inserted into a sheath not shown previously disposed in the girder and then installed. .

Next, the mounted girders 100 spaced apart from each other in the lateral direction in the lower bridge structure as shown in Figure 2c and 3b to be connected to each other by the end crossbeam 160, the end crossbeam 160 is formed of a reinforced concrete member The second tension material 142 of the girder 100 may be formed between the abdomen of both ends of the girder at the point (pier) so as to be fixed after the tension.

Next, the bottom plate 400 is formed on the girder and the end crossbeam 160.

For the construction of the bottom plate 400 is installed between the top of the girder formwork, and the concrete for the bottom plate is poured on the formwork.

In addition, the rigid part (B, right side part), which is the upper space of the shift and the pier, is to be hardened with the bridge lower structure (300; 310, 320).

This rigidity means that the rigidity of the point portion (alternation, pier) in the end, and the point portion (pier) in which the end crossbeam is formed will be said to be particularly hardened together with the end crossbeam.

This is to install the formwork not shown first in the right corner, and then cast steel concrete.

As a result, the girder 100 and the bottom plate 400 are integrated with each other, and are rigidly formed with the bridge lower structure 300 to form a ramenized structure.

The second tension member 142 is inserted into the sheath installed in the steel girders to fix one end to the girder cross section at the alternating side, and to the pier side into the through hole pre-installed in the end crossbeam 160 of the adjacent girder, and then to the rear end cross beam. Settled in after tension.

Thus, it can be seen that the prestressing force by the second tension member 142 is introduced into the girder integrated with the bottom plate as shown in FIG. 3C.

After the second tension material is tensioned in the cross section of the end and fixed to the bottom plate, as shown in Figure 3d, when the railing, paving layer can be seen that the construction of the ramen bridge construction according to the present invention can be completed, Vehicle traffic by construction on the pavement floor is possible.

100: girder
110: upper flange 120: abdomen
130: lower flange 140: tension material
141: first tension member 142: second tension member
150: protruding block 160: end cross beam
200: birds 210: upper birds
220: saddle 300: bridge infrastructure
310: pier 320: shift
400: bottom plate B: right corner

Claims (3)

Install the bridge between the shift to install the bridge substructure 300,
The prestressing force is introduced by the first tension member in the longitudinal direction between the shift and the piers, and the sheath for the second tension member is installed to be adjacent to the girders 100. The saddles 200 are provided at the bottom of both ends of the girders. By installing, the saddle girder 100 by the saddle 200 is hinged at the point of the bridge and the alternate upper space, so that sagging on the girder 100 due to the fixed load by its own weight,
Install end crossbeams 160 connecting the girder spaced apart in the transverse direction, but installed at the end of the girder so as to be adjacent to the point portion (pier) for the end crossbeams,
The bottom plate 400 is synthesized in the upper part of the girder, and the steel part concrete is poured so that the saddle 200 is embedded in the point where the bridge and the upper part of the pier are alternately placed. By being rigid, the ramenized girder bears the load of the girder and the slab's own weight,
After the second tension member is installed on the sheath for the second tension member, one end of the second tension member 142 is tensioned and fixed in the longitudinal cross beams 160 adjacent to each other in the longitudinal direction. Including the step of causing the rigid girders and the bottom plate to bear the load by the additional fixed load and the live load,
The girder 100 is manufactured to include an upper flange, an abdomen, and a lower flange as a PSC girder, and protruding blocks 150 are formed at both end surfaces of the girder at right angles between the upper flange 110 and the abdomen 120. Point hinge connection and right angle stiffening, characterized in that the second tension member is fixed to the end crossbeam 160 via the protruding block from the inside of the girder by using the protruding block 150 of the rectangular block body shape is formed on. Ramen bridge construction method using the method. The method of claim 1,
The saddle 200 is formed of the lower birds 220 installed in the bridge lower structure and the upper birds 210 installed on the bottom of both ends of the girder,
The upper saddle 210 is an upper plate 211 coupled to the bottom of both ends of the girder 100 by an anchor bolt, and a convex portion formed on a lower surface of the block body formed to protrude downward on the lower surface of the upper plate 211 ( 212),
The lower saddle 220 is a lower plate 221 coupled to the upper surface of the bridge lower structure 300 by the anchor bolt, a concave portion 222 formed on the upper surface as a block body formed to protrude upward on the upper surface of the lower plate 222. Ramen bridge construction method using a hinge point connection and a right angled hardening method, characterized in that the upper birds are hinged in contact with each other convex portions to the concave portion of the lower birds. delete

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