KR102107191B1 - Rahmen bridge using girder joint casing and construction method of the same - Google Patents

Abstract

The present invention provides a Rahmen bridge using a girder-coupling casing and a construction method thereof which use a new connection method of generating only positive moment by the weight of a girder and generating negative moment on a corner portion with respect to an upper concrete deposition load and a load after synthesis to reduce the size of a foundation in comparison to a strong coupling connection method and reduce a material amount of a center girder in comparison to a hinge connection method. According to a proper embodiment of the present invention, the construction method of a Rahmen bridge using a girder-coupling casing comprises: (a) a step of constructing a wall to be an abutment or a bridge post by primary concrete deposition and installing a girder-coupling casing on an upper portion of the wall (12) to bury the girder-coupling casing at the same time; (b) a step of inserting a vertical burying steel member into the girder-coupling casing and mounting a stepped support unit on the upper end of the primarily deposited wall to install cantilever negative-moment girders; (c) a step of installing a positive-moment girder (22) to connect the positive-moment girder (22) between both cantilever negative-moment girders arranged on a straight line to allow the weight of the girder to act in a hinge structure; (d) a step of pouring and curing coupling concrete in the girder-coupling casing to strongly couple the vertical burying steel member to the wall; and (e) a step of pouring and curing upper concrete supported on the girder above the wall to construct a bottom slab.

Description

Rahmen bridge using girder joint casing and construction method of the same}

The present invention relates to a ramen bridge in which a wall and a girder are rigidly bonded and a construction method thereof. In particular, only the positive moment is generated by the weight of the girder, and a parent moment is generated in the right corner of the upper concrete pour load and post-synthesis load. The present invention relates to a ramen bridge using a girder coupling casing and a construction method thereof so that the material amount of the central girder can be reduced compared to the hinge connection method while reducing the size of the foundation compared to the rigid connection method using the connection method.

Synthetic ramen bridges in which existing steel and concrete are synthesized are divided into a rigid connection structure or a hinge connection structure at the girder end for loads by construction stage depending on the structural system formed during the construction of the girder.

As a prior art, in the case of the rigid connection method, as shown in "Registration Patent No. 10-0543969", steel material of “a” shape extending from the center girder is installed on the upper wall part, so the weight of the girder is self-weighted and before synthesis (pouring the upper concrete), and the load after synthesis With respect to the right corner, positive moment and parent moment are generated. However, this patent is based on the girder weight and the upper concrete pouring load and the post-synthesis load, so that the parent moment is generated in the right corner at the entire construction stage, increasing the required amount of material at the top of the wall and increasing the cross-section force transmitted to the foundation at the bottom of the wall. There is a disadvantage that the size of the bloated.

On the other hand, in the case of the hinge connection method, since the girder end is simply supported and installed at the upper end of the wall as in "Registration Patent No. 10-1309004", it is formed of a simple beam structure that does not generate parental moments for the girder self-weight and the upper concrete placing load. For the load after the upper concrete is cured, it is formed in a rigid structure where positive moments and parent moments are generated in the right corner. However, this patent has a disadvantage in that only the moment of moment is generated due to the girder weight and the upper concrete pour load, so there is no cross-sectional force of the right corner, and the positive moment of the middle part of the span increases significantly, increasing the amount of material in the center girder.

In this way, in the case of the rigid connection method, since it acts as a ramen structure from the girder weight and the pre-composite loading stage, it is possible to reduce the size of the positive moment in the middle of the span, but since it has to resist the parent moment, the required amount of material at the upper part of the wall increases and becomes the base of the lower part of the wall. There is a disadvantage in that the size of the foundation is enlarged because the cross-sectional force transmitted increases.

In addition, in the case of the hinge connection method, the amount of material required is reduced because the parental moment at the top of the wall is not generated due to the girder weight and the upper concrete pouring load, but the sectional force transmitted to the foundation at the bottom of the wall decreases, but the positive moment of the middle of the span increases. Material quantity will increase.

As a conventional method to compensate for this problem, after the girder is constructed as in "Registration Patent No. 10-0889273", steel rods pre-installed on the top of the wall are tension-fixed in the vertical direction to the girder end to fix the structure. There is a method of pouring the top concrete. However, since the rigidity of the vertical steel bar fixing the girder end is small, it is difficult to expect a complete stiffening effect when the upper concrete pour load is applied, and the effect of reducing the size of the central moment is inevitably small. Need to be reviewed.

Registered Patent No. 10-0543969 Registered Patent No. 10-1309004 Registered Patent No. 10-0889273

The present invention reduces the size of the foundation compared to the rigid connection method by using a new connection method in which only the moment of moment is generated by the weight of the girder and the parent moment is generated in the right corner with respect to the upper concrete pour load and the post-synthesis load. The object of the present invention is to provide a ramen bridge using a girder coupling casing and a construction method thereof, so that the material amount of the central girder can be reduced compared to the hinge connection method.

The construction method of a ramen bridge using a girder coupling casing according to an embodiment of the present invention, (a) while constructing a wall to be alternating or pierced with primary concrete pouring, and simultaneously purchasing a girder coupling casing on the top of the wall Installation step; (b) inserting a vertically embedded steel into the girder coupling casing and installing a cantilever parenteral girder by mounting a stepped support on top of the first cast-in wall; (c) installing a positive moment girder connected between both cantilever parent moment girders arranged in a straight line so that the weight of the girder acts as a hinge structure; (d) pouring and curing the bonding concrete into the girder coupling casing so that the vertically embedded steel is strongly bonded to the wall; (e) pouring the upper concrete supported by the girder to the top of the wall to construct a floor slab; and characterized in that it comprises a.

The construction method of a ramen bridge using a girder coupling casing according to another embodiment of the present invention, (a) while constructing a wall to be alternating or piers with primary concrete pouring, and simultaneously purchasing a girder coupling casing on the top of the wall Installation step; (b) After producing girders having vertically embedded steel and stepped supports at both ends, insert vertically embedded steel into the casing for girder coupling and support the stepped supports on the top of the first cast-in wall to mount the girders to the wall side. And placing; (c) pouring and curing the bonding concrete into the girder coupling casing so that the vertically embedded steel is strongly bonded to the wall; and (d) constructing a floor slab by pouring and curing the upper concrete supported on the girder to the top of the wall.

In addition, the construction method of a ramen bridge using a girder coupling casing according to another embodiment of the present invention, (a) the construction of a wall to be alternating or piers with primary concrete pouring, and at the same time, the casing for girder coupling to the top of the wall. Installing to be purchased; (B) removing the girder coupling casing; (c) inserting a vertically embedded steel into the girder coupling casing and mounting a cantilever parenteral girder by mounting a stepped support on top of the first cast-in wall; (d) installing a positive moment girder connected between both cantilever parent moment girders arranged in a straight line so that the weight of the girder acts as a hinge structure; (e) pouring and curing the bonding concrete into the girder mounting space portion so that the vertically embedded steel is strongly bonded to the wall; (f) pouring the upper concrete supported by the girder to the top of the wall to construct a floor slab; and characterized in that it comprises a.

In addition, the construction method of a ramen bridge using a girder coupling casing according to another embodiment of the present invention, (a) the construction of a wall to be alternating or piers with primary concrete pouring, and at the same time for girder coupling to the top of the wall Installing the casing to be buried; (B) removing the girder coupling casing; (c) After manufacturing the girders having vertically embedded steel and stepped supports at both ends, insert the vertically embedded steel into the girder mounting space formed by removing the casing for girder coupling, and the stepped support on the top of the first cast-in wall. Supporting and placing the girders on the wall side; (d) pouring and curing the bonding concrete into the girder mounting space portion so that the vertically embedded steel is strongly bonded to the wall; (e) pouring the upper concrete supported by the girder to the top of the wall to construct a floor slab; and characterized in that it comprises a.

In addition, the step of fixing the stepped support to the top of the wall through the fixing anchor to prevent the fall when installing the cantilever parent cement girder or girder while allowing rotational displacement; characterized in that it further comprises.

In addition, the vertically embedded steel is an I-type steel, and the stepped support is a T-shaped steel, lower than the height of the vertically embedded steel, and a steel sheet for fixing anchor installation is additionally installed on the lower surface thereof; The steel sheet for fixed anchor installation is formed upward at a constant curvature, so that a clearance a is formed between the top surface of the wall, and a clearance d is formed between the girder coupling casing and the vertically embedded steel, and these clearances a and d are respectively It is characterized in that the vertical displacement a1 and the horizontal displacement d1 generated by the self-weight are secured to be greater than or equal to the horizontal displacement d1, and the hinge structure is completely accommodated after the girder is mounted.

In addition, the reinforcing reinforcing bar to vertically arranged in the casing for girder coupling to reinforce the coupling between the floor slab and the coupling concrete in the girder coupling casing; It characterized in that the first shear coupling rebar is inserted and reinforced in the casing for girder coupling in a direction perpendicular to the coupling reinforcement.

In addition, the girder coupling casing is made of a rectangular parallelepiped or a cylindrical shape, it is characterized in that it is installed by forming wrinkles on the side to exhibit frictional resistance with the wall.

In addition, the girder coupling casing is characterized in that it is made of a mesh.

In addition, between the upper end of the wall and the steel plate for fixing anchor installation, it is characterized in that the expansion support plate is further installed to prevent damage to the upper end of the wall.

In addition, a second shear connecting material orthogonal to the vertically embedded steel is further characterized in that it is installed.

According to the ramen bridge using the girder coupling casing of the present invention and its construction method, only the positive moment is generated by the self-weight of the girder, and the parental force is generated in the right corner of the upper concrete pouring load and the post-synthesis load. While reducing the size of the foundation compared to the connection method, the material amount of the central girder can also be reduced compared to the hinge connection method, which can bring economic advantages.

The following drawings attached in this specification are intended to illustrate preferred embodiments of the present invention, and serve to further understand the technical idea of the present invention together with the detailed description of the present invention, so the present invention is only described in the accompanying drawings. It should not be interpreted as limited.
Figure 1a is a mounting state of the girder according to the present invention.
1B is a cross-sectional view taken along line AA of FIG. 1A.
Figure 1c is a longitudinal cross-sectional view showing the rotational displacement due to its own weight after mounting the girder according to the present invention.
Figure 2 is a state in which the combined concrete and the upper concrete is poured over the wall of Figure 1a.
Figure 3a is a state in which the first shear coupling and reinforcement reinforcement in Figure 2 is additionally constructed.
Figure 3b is a state in which the second shear connecting member is installed in various forms on the vertically embedded steel of Figure 3a.
Figure 4 is an exemplary configuration of a mid-point portion of a multi-span ramen bridge according to the present invention.
5A to 5F are construction sequence diagrams of one span of a ramen bridge according to one embodiment of the present invention.
(A), (B) of Figure 6a is an exemplary view of various types of casing for girder coupling applied to the present invention.
Figure 6b (a), (b) is a side cross-sectional view and a front view in a state in which the first shear coupling rebar is disposed in the girder coupling casing applied to the present invention.
Figure 6c is a plan view of the first shear coupling reinforcing bars and coupling reinforcement bars installed in the girder coupling casing applied to the present invention.
Figure 7 is an exemplary view showing the cross-sectional force and cross-sectional configuration of the right angle portion of the ramen bridge according to the present invention.
8A to 8C are construction flow charts of a ramen bridge 1 span according to another aspect of the present invention.
Figure 9a is a state of the girder coupling casing is removed in the construction step of the present invention.
Figure 9b is a state in which the bonding concrete is poured after the girder is mounted in the girder mounting space after the casing for the girder is removed in the construction step of the present invention.

The present invention will be described in detail below with reference to the embodiments presented in the accompanying drawings, but the presented embodiments are illustrative for a clear understanding of the present invention and the invention is not limited thereto.

First, the girder 20 applied to the ramen bridge of the present invention will be described. 1A to 3A, the girder 20 is made of steel or a composite cross-section of steel and concrete, and is characterized by having vertically embedded steel 201 and stepped support 202 at both ends.

The vertically embedded steel 201 has a certain length downward from the end of the girder 20 and has an I-shaped cross section in this embodiment as a vertical portion. The length of the vertically embedded steel 201 is formed to be relatively longer downward than the stepped support portion 202, and is sufficiently synthesized with the coupling concrete 11 of FIG. The stepped support portion 202 is a portion supported on the upper end of the wall 12 by being joined to the body of the vertically embedded steel 201 and the girder 20 and has a relatively short length compared to the vertically embedded steel 201. The vertically embedded steel 201 and the stepped support 202 have a ramen structure after pouring the concrete of the right angle portion to increase the stiffness of the right angle portion at the time of movement, thereby effectively responding to the parental moment due to the use load.

As such, the girder 20 having the vertically embedded steel 201 and the stepped support 202 at both ends may be manufactured as a single type or a divided assembly type.

When the girder 20 is manufactured in a divided assembly type, as shown in FIGS. 5B and 5C, the cantilever parent girder 21 and the positive moment girder 22 connected between the cantilever parent girder 21 and 21 of both sides. ). The connection between the cantilever parent moment girder 21 and the cantilever positive moment girder 22 may be made through a known bolt or welding connection. The cantilever parent cement girder 21 has a vertically embedded steel 201 and a stepped support 202 at one end (the part installed on the wall 12 to be alternated). Here, when the cantilever parent girder 21 is installed on the wall 12 to be a pier, the stepped supports 202 as shown in FIG. 4 have a structure installed on both sides of the vertically embedded steel 201.

The construction method of the ramen bridge using the girder 20 configured as described above will be described by applying it to one span. This is the case where the girders 20 are manufactured and installed in a divided assembly type.

First, as shown in FIG. 5A, while constructing a wall 12 to be alternated or piers with primary concrete pour, a casing 14 for girder coupling is installed on the top of the wall 12 to be embedded.

The girder coupling casing 14 is made of a rectangular parallelepiped or a cylindrical shape, and is preferably installed by forming wrinkles 141 on the side surfaces so as to exhibit frictional resistance with the wall 12 as shown in FIG. 6A (A). In addition, the girder coupling casing 14 may be made of a mesh as shown in Figure 6a (b).

Then, there is a step of installing the cantilever parent girder 21 in the girder coupling casing 14 as shown in Figure 5b. This is achieved by inserting the vertically embedded steel 201 into the girder coupling casing 14 and mounting the stepped support 202 on the top of the primary cast-in wall 12.

Here, as shown in FIG. 1A, the vertically embedded steel 201 is an I-type steel, and the stepped support 202 is a T-shaped steel that is lower than the height of the vertically embedded steel 201 and has a fixed anchor installation steel plate 202a on its lower surface. Mounting takes place in an additionally installed state.

Therefore, the fixed anchor installation steel plate 202a is formed upward at a constant curvature to form a clearance a between the top surface of the wall 12, and a clearance formed between the girder coupling casing 14 and the vertically embedded steel 201. d is formed. The clearance a is secured above the vertical displacement (a1) caused by the self-weight of the girder 20, as shown in FIG. 1c, and the clearance d is greater than the horizontal displacement (d1) caused by the self-weight of the girder 20, as shown in FIG. After securing (installation) of the girder 20 by securing it, a hinge structure in which rotational displacement is accommodated completely occurs. As a result, the moment due to the weight of the girder 20 is not generated in the wall 12.

At this time, between the upper end of the wall 12 and the steel plate 202a for fixing anchor installation, a stretchable support plate 19 may be further installed to prevent damage to the upper end of the wall 12. The elastic support plate 19 may be made of rubber, for example.

On the other hand, during installation of the parent girder 21, while allowing the rotational displacement of the parent girder 21, the stepped support 202 is fixed to the top of the wall 12 through the fixing anchor 30 to prevent falling. You can go through the process.

Then, the positive moment girder 22 is installed to be connected between the two cantilever parent moment girders 21 and 21 arranged in a straight line as shown in FIG. 5C so that the self-weight of the girder 20 is hinged to the wall 12. To act as. The cantilever parent girder 21 and the positive moment girder 22 may be connected to a joint method in which steel sheets and bolts are used to join the joint. Accordingly, a positive moment is generated in the girder 20, and as shown in the cross-sectional force diagram, the wall 12 is free from moment generation as shown in FIG.

Then, as shown in FIGS. 2 and 5D, the pouring concrete 11 is poured into the girder coupling casing 14 to cure the vertically embedded steel 201 to the girder coupling casing 14.

Next, as shown in FIG. 5E, the upper slab supported by the girder 20 is poured and cured to the upper part of the wall 12 to construct the floor slab 16. Thereafter, when the subsidiary work is completed, the construction of the ramen bridge 10 is completed as shown in FIG. 5F.

On the other hand, in this construction method, as shown in Figure 3a, it is arranged vertically vertically placed in the girder coupling casing 14, the reinforcement of the coupling to reinforce the coupling between the bottom slab 16 and the coupling concrete 11 in the girder coupling casing 14 The reinforcing bar 15 and the first shearing reinforcing bar 17 inserted and reinforced in the girder coupling casing 14 in a direction perpendicular to the coupling reinforcing bar 15 may be constructed. Also, as shown in FIG. 3B, the vertically embedded steel 201 may be reinforced with a second shear connecting material 17a installed orthogonally installed in various forms.

The ramen bridge 10 constructed as described above causes only positive moments to be generated by the self-weight of the girder 20, as shown in the moment diagram comparison table in Table 1 below, and the right corner portion for the upper concrete pour load and post-synthesis load. In order to generate the parental moment, the size of the base of the lower side of the wall 12 is reduced compared to the rigid connection method, but the material amount of the central girder, that is, the positive moment girder 22 is also reduced compared to the hinge connection method, which is economical. Can bring

On the other hand, when the girder 20 is made of a single type, the step of embedding the casing 14 for girder coupling to the top of the wall 12 as shown in Figure 5a, vertically embedded in the casing 14 for girder coupling as shown in Figure 8a Inserting the steel material 201 and supporting the stepped support portion 202 on the top of the primary cast-in wall 12 to mount the girder 20 on the wall 12 side, thereby placing the combined concrete 11 as shown in FIG. 8B. ) To pour cured to vertically bond the vertically embedded steel 201 to the girder coupling casing 14, and then construct the floor slab 16 as shown in FIG. 8C.

As such, when the girders 20 are manufactured in a single type as well as pre-assembled in a divided assembly type and installed on a wall, only positive moments are generated by the self-weight of the girders 20, and the upper concrete pour load and the post-synthesis load. With respect to the right corner, by generating a parental force, the size of the base of the lower side of the wall 12 is reduced compared to the rigid connection method, and the material amount of the girder 20 can also be reduced compared to the hinge connection method, thereby bringing economic benefits. Can be.

On the other hand, the present invention may have a step of removing the casing 14 for girder coupling as shown in FIG. 9A to form the girder mounting space portion 12a after constructing the wall 12 in the construction step of the ramen bridge.

Then, after manufacturing the cantilever parent girder 21 having the vertically embedded steel 201 and the stepped support 202, the vertically embedded steel (in the girder mounting space portion 12a) formed by removing the girder coupling casing 14 is removed ( 201) is inserted and the stepped support 202 is supported on the top of the first cast-in wall 12, and then the positive moment girder 22 is installed to be connected to the wall 12 and placed thereon. Next, as shown in FIG. 9B, the pouring concrete 11 is poured into the girder mounting space portion 12a to cure the vertically embedded steel 201 to the wall 12.

In addition, after fabricating the girders 20 each having a vertically embedded steel 201 and a stepped support 202 at both ends, vertically embedded in the girder mounting space portion 12a formed by removing the casing 14 for girder coupling. The steel material 201 is inserted and the girder 20 can be mounted on the wall 12 side by supporting the stepped support portion 202 on the top of the first poured wall 12. Next, as shown in FIG. 9B, the pouring concrete 11 is poured into the girder mounting space portion 12a to cure the vertically embedded steel 201 to the wall 12.

12: Wall
12a: Girder mounting space
14: girder coupling casing
15: Combined reinforcement
16: Floor slab
17: First shear bond
17a: Second shear connector
19: telescopic support plate
20: girder
201: Vertically purchased steel
202: stepped support
21: Cantilever parent comment girder
22: positive moment girder
30: fixed anchor

Claims (12)

(a) installing a wall 12 to be alternated or piers with primary concrete pouring, and simultaneously installing a casing 14 for girder coupling on the top of the wall 12;
(b) inserting a vertically embedded steel 201 into the girder coupling casing 14 and mounting a cantilever parent girder 21 by mounting a stepped support 202 on top of the first cast-in wall 12 Step and;
(c) installing a positive moment girder 22 connected between both cantilever parent moment girders 21 and 21 arranged in a straight line so that the self-weight of the girder 20 acts as a hinge structure;
(d) pouring and curing the concrete 11 into the girder coupling casing 14 so that the vertically embedded steel 201 is strongly coupled to the wall 12;
(e) pouring the upper concrete supported by the girder 20 to the top of the wall 12 to construct a floor slab 16 by curing;
The vertically embedded steel 201 is an I-type steel, and the stepped support 202 is a T-shaped steel that is lower than the height of the vertically embedded steel 201 and a steel plate 202a for fixing anchor installation is additionally installed on its lower surface;
The fixed anchor installation steel plate 202a is formed upward with a constant curvature to form a clearance a between the top surface of the wall 12, and a clearance d between the casing 14 for girder coupling and the vertically embedded steel 201. The clearances a and d are secured to the vertical displacement a1 and the horizontal displacement d1 or higher generated by the self-weight of the girder 20, respectively, and after the mounting of the girder 20, the rotational displacement is constructed to be completely accommodated. A method of constructing a ramen bridge using a girder coupling casing, which is characterized by a feature. (a) installing a wall 12 to be alternated or piers with primary concrete pouring, and simultaneously installing a casing 14 for girder coupling on the top of the wall 12;
(b) After manufacturing the girders 20 having the vertically embedded steel 201 and the stepped support 202 at both ends, the vertically embedded steel 201 is inserted into the girder coupling casing 14 and first poured. A step of supporting the stepped support portion 202 on the top of the wall 12 and placing the girder 20 on the side of the wall 12;
(c) pouring and curing the coupling concrete 11 into the girder coupling casing 14 so that the vertically embedded steel 201 is strongly coupled to the wall 12;
(d) constructing the floor slab 16 by pouring and curing the upper concrete supported on the girder 20 to the upper part of the wall 12;
The vertically embedded steel 201 is an I-type steel, and the stepped support 202 is a T-shaped steel that is lower than the height of the vertically embedded steel 201 and a steel plate 202a for fixing anchor installation is additionally installed on its lower surface;
The fixed anchor installation steel plate 202a is formed upward with a constant curvature to form a clearance a between the top surface of the wall 12, and a clearance d between the casing 14 for girder coupling and the vertically embedded steel 201. The clearances a and d are secured to the vertical displacement a1 and the horizontal displacement d1 or higher generated by the self-weight of the girder 20, respectively, and after the mounting of the girder 20, the rotational displacement is constructed to be completely accommodated. A method of constructing a ramen bridge using a girder coupling casing, which is characterized by a feature. (a) installing a wall 12 to be alternated or piers with primary concrete pouring, and simultaneously installing a casing 14 for girder coupling on the top of the wall 12;
(b) removing the girder coupling casing 14;
(c) inserting a vertically embedded steel 201 into the girder coupling casing 14 and mounting a cantilever parent girder 21 by mounting a stepped support 202 on top of the first cast-in wall 12 Step and;
(d) installing a positive moment girder 22 connected between both cantilever parent moment girders 21 and 21 arranged in a straight line so that the self-weight of the girder 20 acts as a hinge structure;
(e) pouring and curing the bonding concrete 11 into the girder mounting space part 12a to strongly bond the vertically embedded steel 201 to the wall 12;
(f) pouring the upper concrete supported by the girder 20 to the upper part of the wall 12 to construct the floor slab 16; including,
The vertically embedded steel 201 is an I-type steel, and the stepped support 202 is a T-shaped steel that is lower than the height of the vertically embedded steel 201 and a steel plate 202a for fixing anchor installation is additionally installed on its lower surface;
The fixed anchor installation steel plate 202a is formed upward with a constant curvature to form a clearance a between the top surface of the wall 12, and a clearance d between the casing 14 for girder coupling and the vertically embedded steel 201. The clearances a and d are secured to the vertical displacement a1 and the horizontal displacement d1 or higher generated by the self-weight of the girder 20, respectively, and after the mounting of the girder 20, the rotational displacement is constructed to be completely accommodated. A method of constructing a ramen bridge using a girder coupling casing, which is characterized by a feature. (a) installing a wall 12 to be alternated or piers with primary concrete pouring, and simultaneously installing a casing 14 for girder coupling on the top of the wall 12;
(b) removing the girder coupling casing 14;
(c) After manufacturing the girders 20 each having vertically embedded steel 201 and stepped supports 202 at both ends, vertically embedded in the girder mounting space portion 12a formed by removing the casing 14 for girder coupling. Inserting the steel material 201 and supporting the stepped support portion 202 on the top of the first cast-in wall 12 to mount the girder 20 on the wall 12 side;
(d) pouring and curing the coupling concrete 11 into the girder mounting space portion 12a so that the vertically embedded steel 201 is strongly coupled to the wall 12;
(e) pouring the upper concrete supported by the girder 20 to the top of the wall 12 to construct a floor slab 16 by curing;
The vertically embedded steel 201 is an I-type steel, and the stepped support 202 is a T-shaped steel that is lower than the height of the vertically embedded steel 201 and a steel plate 202a for fixing anchor installation is additionally installed on its lower surface;
The fixed anchor installation steel plate 202a is formed upward with a constant curvature to form a clearance a between the top surface of the wall 12, and a clearance d between the casing 14 for girder coupling and the vertically embedded steel 201. The clearances a and d are secured to the vertical displacement a1 and the horizontal displacement d1 or higher generated by the self-weight of the girder 20, respectively, and after the mounting of the girder 20, the rotational displacement is constructed to be completely accommodated. A method of constructing a ramen bridge using a girder coupling casing, which is characterized by a feature. The method according to any one of claims 1 to 4,
The step of fixing the stepped support 202 to the top of the wall 12 through the fixing anchor 30 to prevent the fall when installing the cantilever parent moment girder 21 or the girder 20 while allowing rotational displacement; further includes; Ramen bridge construction method using a girder coupling casing, characterized in that the. delete The method according to any one of claims 1 to 4,
A coupling reinforcing bar 15 which is vertically arranged and arranged in the girder coupling casing 14 to reinforce the connection between the bottom slab 16 and the coupling concrete 11 in the girder coupling casing 14;
Method of construction of a ramen bridge using a girder coupling casing, characterized in that a first shear coupling reinforcing bar (17) inserted and reinforced in the girder coupling casing (14) in a direction perpendicular to the coupling reinforcement (15) is constructed. . The method according to any one of claims 1 to 4,
The girder coupling casing 14 is made of a rectangular parallelepiped or a cylindrical, and the construction of a ramen bridge using a girder coupling casing characterized in that it is formed by forming a wrinkle 141 on the side to exhibit frictional resistance with the wall 12. Way. The method according to any one of claims 1 to 4,
The girder coupling casing (14) is a ramen bridge construction method using a girder coupling casing, characterized in that made of a mesh. According to claim 1,
Ramen using a girder coupling casing, characterized in that the expansion and contraction plate 19 is further installed between the upper end of the wall 12 and the steel plate 202a for fixing anchor installation to prevent the upper end of the wall 12 from being damaged. Construction method of school. According to claim 1,
A method of constructing a ramen bridge using a girder coupling casing, characterized in that a second shear connecting member (17a) orthogonal to the vertically embedded steel (201) is further installed. A ramen bridge using a girder coupling casing, characterized in that constructed by any one of claims 1 to 4.

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