KR101688517B1 - Continuous bridge construction method using support pier girder and continuous tendon of pier - Google Patents

Abstract

A continuous bridge construction method using a main head girder and a tendon of a continuous point is disclosed. The continuous bridge construction method enables main head girders to be held to be spaced from each other by a pier which is a continuous point and efficiently applies a prestressed effect for a load action in accordance with a construction step to enable lateral span and central span plate girders to be connected to the held main head girder. Moreover, the present invention does not use a temporary facility such as a temporary vent to enable a continuous bridge to be rapidly constructed with economic efficiency.

Description

TECHNICAL FIELD [0001] The present invention relates to a continuous bridging construction method using a head girder and a continuous point portion tension member,

The present invention relates to a continuous bridge construction method using a main head girder and a continuous branch tie. More specifically, when the main head girder is separated from the pier at the continuous point and the sideways and central span plate girders are connected to the mounted main head girder, the effect of the prestress introduction The present invention relates to a continuous bridge construction method using a toe girder and continuous tie tension material which can be economically and quickly constructed without using the temporary construction in girder construction.

Figs. 1A to 1C are flowcharts showing a conventional method of constructing a spliced prestressed concrete girder bridge having a reinforcing structure in consideration of a sectional force according to a construction step (Korean Patent No. 10-0923409).

That is, a method for constructing a spliced prestressed concrete girder bridge by connecting a fulcrum portion girder 11 of a fulcrum where a bridge pier is located to a center span girder 12 or a sidewall girder 13,

As shown in FIG. 1A, the temporary tension member 10 is disposed on the fulcrum girder 11 so that the compressive force is introduced into the end face of the fulcrum bottom girder 11 when the fulcrum girder 11 is lifted.

When the fulcrum girder 11 is lifted, tensile force is not generated on the lower girder or the tensile force is reduced to be within the allowable tensile force of the concrete, so that cracks due to tensile force are generated during the lifting of the fulcrum girder 11 To prevent them from doing so.

Next, as shown in FIG. 1B, the fulcrum portion girder 11 is mounted on the pier 20 so that the center portion thereof is supported. At this time, when a bottom plate (30) is integrally formed on the upper part of the bottom part girder (11) in a state where the temporary part girder (11) is stably installed by providing a temporary vent (21) .

In this case, due to the self-weight of the fulcrum girder and the bottom plate, it appears as tensile force at the upper end of the fulcrum girder 11 and compressive force at the lower end of the fulcrum girder 11. [

As shown in FIG. 1B, the primary tensile force applied to the fulcrums 11 is introduced into the fulcrum portion girder 11 by tensing the primary torsional members disposed on the fulcrums 11 so that a compressive force is introduced into the bottom plate 30.

As a result, a compressive force acts on the end face of the fulcrum girder 11 and the bottom plate 30 by the primary tension force. That is, since the compressive force is introduced to the bottom plate 30 in the moment of the moment, it is possible to prevent the bottom plate 30 from being cracked, and a large tensional force can be introduced because the cross- And it is possible to reduce the shape of the bridge at the focal point.

Next, when the bottom plate 30 is installed on the upper part of the fulcrum girder 11 and integrated together, the tension caused by the temporary tension member 10 is released.

As the compressive force due to the tension of the temporary tension member 10 is released, additional compressive force other than the compressive force due to the primary tension member is introduced into the bottom plate due to the moment effect due to the release of the tension of the temporary root member 10, It becomes very advantageous to suppress the cracks.

Next, as shown in FIG. 1C, in the state where the fulcrum portion girder 11 and the center span girder 12 or the sidewall girder 13 are connected to each other, the disposed second tension member 23 continuously disposed on the girders And the second tension is applied to the entire girders in the direction of the throttle.

At this time, since the secondary tension is introduced by tensing the secondary tension member 23 in the non-composite state where the bottom plate is not yet synthesized at the upper portion of the center span girder 12 and the sidewall girder 13, The central span, and the sidewall spacing), there is an effect that the introduction efficiency of the tensional force is improved.

Next, as shown in FIG. 1C, a bottom plate is integrally synthesized with the secondary span of the central span girder 12 and the sidewall girder 13 in the state where the secondary tension is applied, and finishing work such as packing and installation of road facilities is performed Complete the bridge.

In this case, it is possible to minimize the shape of the multi-span bridges by enhancing the efficiency of introducing the composite material in the non-composite state of the girders. However, in installing the temporary vent 21, If it is difficult to install such a temporary vent 21, it may be difficult to mount the end portion girder, which may limit the application.

In addition, it is advantageous to utilize the sectional force due to the composite and non-composite state of the girder and the bottom plate when tilting the secondary tension material over the foreground of the bridge, but it is necessary to use it unavoidably for longitudinal integration of the girders, If the extension is prolonged, the use amount of the taut material is inevitably increased, and the quality control according to the taut material may not be easy.

FIG. 1D shows an example in which a steel girder 40, which is a bridge overhead structure, is bridged to a bridge pier 20 as a bridge underlay structure that is a reinforced concrete structure (Korean Patent No. 10-1072259).

It can be seen that the steel girder 40 is extended in the longitudinal direction connected to each other in the upper surface of the bridge bottom structure, and it is understood that it is composed of the upper flange, the abdomen and the lower flange.

It can be seen that these steel girders 40 are constrained to each other in the transverse direction by using the cross beams 50 for the X-shaped strong steel joints.

The steel bridge structure 20 is formed by the steel bridge concrete 60 in the upper space of the bridge substructure, the space below the bottom plate 30 and the side space of the connecting end portion of the steel girder 40, It can be seen that the steel girder 40 is unified and tightened.

In this case, it can be seen that a perforated steel plate and a cast iron (70) having a through hole as a kind of shear connection material are used for integrating the steel joint concrete (60) and the upper steel girder (40).

As a result, such a steel girder or a PSC girder can be used to reinforce the bridge substructure (bridge) and the girder by using additional cast iron and steel plate on the upper surface of the bridge substructure (20) It is not easy to secure the integrity of the toe girder.

The present invention relates to a cantilever-type main head girder which is mounted on a bridge pier in a continuous bridging method using a main head girder and a continuous tie tension member, It is possible to construct the bottom girder, the side girder and the middle girder with each other continuously, and then the bottom plate can be integrally laid, so that it is possible to provide an economical and efficient technique for continuously providing a bridge construction method using a main girder and a tension member. We will do it.

It is also possible to more effectively control the flexural moments occurring in successive points of the main head girder, side girder and mid span girder connected to each other in the longitudinal direction, but by optimizing the cross section of the girders, This is another technical task to solve the problem of providing a continuous bridge construction method using a main head girder and a tension material.

In addition, as another technical task to solve the problem of providing a continuous bridge construction method using a main girder and a tension member capable of efficient and quick construction because of ensuring workability and stability in serializing the main head girder, sideways girder and central girder girder do.

In order to accomplish the above object, the present invention provides a continuous bridge construction method using a main head girder and a continuous tie-

(a) preparing a main girder with a tensile force at the upper part of the main head girder and a compressive force at the lower part of the U-shaped section with the lower flange and both side walls using the first tension, which is a permanent tension; A step of lifting the main head girder so that a compressive force generated in its upper portion due to its own weight and a tensile force generated in a lower portion of the main girder are canceled by a tensile force and a compressive force generated by primary tension members; (c) placing the continuous cantilever concrete at the pier of the main head girder and casting continuous continuous concrete (C1) into the cantilever, (d) raising and lowering the cantilevered and center span girder at both ends of the main head girder (E) continuously controlling the bending moments of the continuous fulcrums generated by the girders by connecting the downwardly curved parabolic curves Fixing the second tension member installed at both ends of the main head girder so that a prestress is introduced into the main head girder; And (f) installing a bottom plate integrally with an upper portion of the main head girder, sidewall girder and center span girder,
In the step (d), since the main head girder is installed in a cantilever structure in which the main head girder is rigidly connected to a bridge pier, bending moment is generated in the continuous fulcrum due to the sequential operation of the girders, and bending moment is generated in the sidewall girder and the central span girder , The bending moments are smaller than the bending moments of the continuous spans. The sideways girders and the center span girders are made of I-shaped steel girders including upper flanges, abdomen and lower flanges,
In the step (e), the prestressing of the main head girder by the secondary tension member may be carried out without using a secondary tension member over the entire extension length of the main head girder, side girder girder and center span girder, And the bending moments generated in the sidewall girders and the central span girder center portions by the bending moment control through the second tension member are also applied to the bending moments Control .

In the present invention, the cross-section of the girders is continuously optimized by using the U-shaped cross-section at the fulcrum portion and the composite plate girder cross-section at the sidewall cross section and the central cross section in the continuous cross- Therefore, it is possible to manufacture more economical girders, and it is possible to improve the resistance performance against the flexural vibration occurring at the continuous point portion, thereby improving the efficiency of continuous bridge construction.

In addition, by not using the temporary vent for the main head girder installation, it is possible to reduce the cost of the bridge installation, and it is possible to provide a continuous bridge construction method using the economical main head girder and the tension member.

In addition, it is possible to minimize the amount of tension material due to the introduction of longitudinal prestress to the continuous girders, but also to improve the workability of the control of bending moment control of continuous span due to the succession of bridges, thus providing a more efficient continuous bridge construction method using the main girder and tension material. Lt; / RTI >

In addition, the sidewall and mid-span girders of the present invention can be continuous without installing a secondary tension member, and since the main head girder is stronger than the bridge pier and becomes a laminated structure, a more efficient and economical main head girder It is possible to provide a continuous bridging method using a tension material.

FIGS. 1A, 1B, and 1C are diagrams illustrating an example of a construction method of a conventional splice prestressed concrete girder bridge,
FIG. 1 (d) is a view showing the steel bridge structure of a conventional steel girder and a bridge substructure,
FIGS. 2A, 2B, and 2C are perspective views of a main head girder, a sidewall spacer, and a center span girder according to an embodiment of the present invention.
Figs. 2d and 2e are schematic views showing the strength and rigidity of the main head girder and pier of the present invention,
3 is a view showing the connection structure between the main head girder of the present invention and the sideways and middle span girders,
FIGS. 4A and 4B are flowcharts of a continuous bridging method using the main head girder of the present invention and continuous tie portion tensions.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings, which will be readily apparent to those skilled in the art. The present invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. In order to clearly illustrate the present invention, parts not related to the description are omitted, and similar parts are denoted by like reference characters throughout the specification.

Throughout the specification, when an element is referred to as "comprising ", it means that it can include other elements as well, without excluding other elements unless specifically stated otherwise.

[Main head girder 100, Sidewalk girder 200 and Central span girder 300]

FIGS. 2A, 2B and 2C are perspective views of the main head girder 100, the sidewall girder 200 and the central span girder 300, respectively, and a connection diagram to the bridge pier 410, respectively.

First, as shown in FIG. 2A, the main head girder 100 is formed to have a U-shaped cross section.

The main head girder 100 is composed of a lower flange 110 and both side walls 120 and is opened at an upper portion thereof. The primary tension member 140 is curved upward in the longitudinal direction inside the side walls to form a parabolic shape And a prestress is introduced.

A vertical through hole 150 is formed in the lower flange 110 so that the vertical fulcrum 411 extending upward from the upper surface of the pier 410 can penetrate and extend into the side walls 120 .

A horizontal head portion reinforcement 412 passing horizontally and horizontally through the upper surface of the bridge pier 410 penetrates the both side walls 120 and the main head portion girder 100 mounted on the upper surface of the bridge pier 410, It can be seen that the horizontal through hole 160 is formed so as to be connected.

As shown in FIG. 2C, the main head girder 100 is installed in a cantilever structure in which the central bottom face is supported by the pier 410, so that both ends of the main head girder 100 are separated from the continuous fulcrum portion, And the mid-span girder 300. [0031] As shown in FIG. In other words, the connecting part of the girders can be moved away from the continuous point part, so that the influence of the bending moment acting on the continuous point part is small.

Referring to FIG. 2A, it can be seen that the height of the central section of the main head girder 100 is formed into a cross-sectional shape that becomes smaller as it goes to both ends, and since it is a U-shaped section, the flexural stiffness It can be seen that it is formed in a form advantageous for securing it.

The central bottom surface of the main head girder 100 is supported by the bridge pier 410 so that the main head bridge girder 100 is strengthened by the continuous point concrete C1.

When the sidewall girder 200 and the center span girder 300 are connected to both ends of the main head girder 100 in a cantilever structure in the bridge pier 410, And the flexural moment is generated in the sidewall girder 200 and the central span girder 300. The magnitude of the flexural moment is relatively smaller than the flexural moment of the continuous point portion.

Thus, the sidewall girder 200 and the center span girder 300 are made of composite plate girders rather than a U-shaped section, unlike the main head girder 100.

2B, the sideward girder 200 is connected to one side of the main head girder 100, the other side of which is supported on the pillar 410 while one side of the sideways girder 200 is supported by the bridge support, Shaped girder having an I-shaped cross section including an upper flange 210, an abdomen portion 220 and a lower flange 230. The upper flange of the central portion excluding both ends is provided with a lateral direction And the composite block 240 is integrated with a double composite structure by a combination of the bottom plate concrete pouring, thereby ensuring sufficient section rigidity and reducing the steel material. It can be seen that

Further, the other end of the sidewise girder 200 is exposed at one side of the main head girder 100 so that the steel material is spliced as shown in FIG. 2C. At both ends of the main head girder 100, So that the connecting beams are connected to the ends of the sideward girder 200. As shown in FIG. This will be described later.

2B, the center span girder 300 is a composite plate girder installed between the bridge pier 410 and the bridge pier 410 so that both ends of the main bridge girder 100 are connected to each other. 200).

Also, the upper flange 310, the abdomen 320, and the lower flange 330 are formed using an I-shaped cross-section of a steel girder, The composite block 340 having a direction width is integrally formed and then formed, and then the composite block 340 is integrated with a double-composite structure by composing with a bottom plate concrete, And it is possible to reduce the steel material.

Further, both ends of the center span girder 300 are exposed to one side and the other side of the main head girder 100 so that the steel material is spliced to each other. Thus, the main head girder 100 is provided with a connection Beams 170 are formed so that the connecting beams 170 and the ends of the center span girder 200 are connected to each other.

At this time, the end portions are formed at the end portion of the step (A) so that the splice connection is possible in the lifting.

[Method of strengthening the main head girder 100 and the pier 410]

Figures 2d and 2e illustrate the method of strengthening the main head girder 100 and the bridge pier 410.

That is, the main head girder 100 of the present invention is constructed so as to be strong against the bridge pier 410, and then the sidewise girder 200 and the center span girder 300 are successively connected to each other by splice connection. Is installed in the cantilever structure of the pier 410, it is important to secure stability.

Accordingly, in the present invention, when the main head girder 100 is installed in the cantilever structure of the bridge 410, it is possible to secure the stability of the main head girder 100 by tightening each other. This can eventually be seen as a kind of framing structure.

2D, a vertical fulcrum 411 extending upward is formed on the upper surface of the bridge pier 410 and a vertical through hole 150 is formed in the lower flange 110 of the main head girder 100. [ As shown in FIG.

As a result, it can be seen that the vertical fulcrum 411 penetrates through the vertical through-hole 150 and extends into the both side walls 120,

A horizontal through hole 160 formed in both side wall portions 120 of the main head girder 100 is formed as shown in FIG. 2E so that the horizontal point portion reinforcing bars 412 penetrate the upper portion of the bridge pier 410, It can be seen that the main head girders 100 mounted on the main head girder 100 can be connected in the lateral direction.

Further, the horizontal point portion reinforcing bars 412 are connected to the vertical point portion reinforcing bars 411 on the upper surface of the pierred portion 410 formed so as not to extend into the main head girder 100.

The vertical fulcrum reinforcement 411 and the horizontal fulcrum reinforcement 412 are passed through each of the main head girders 100 mounted on the upper surface of the bridge pier 410, It can be seen that all of the main head girder 100 is strongly urged to the bridge pier 410 by the auxiliary concrete C1.

[Connection of the main head girder and the sidewall girder (200) and the center span girder (300)

3 shows an example of connection between the main head girder 100, the sidewall spacer 200 and the center span girder 300.

Since the main head girder 100 is constructed so as to be rigid on the upper surface of the bridge pier 410 at the continuous point portion of the multi-span bridge (continuous bridges), it is constructed with a stable cantilever structure without any additional explanation. It should be constructed so that it is resistant enough to the bending moments that occur.

As described above, the sideways and mid-span girders 200 and 300 of the present invention are formed by connecting the upper flange, the abdomen, and the lower girder, A composite plate girder is used which can reduce the steel material while sufficiently securing the sectional rigidity in such a manner that the composite blocks 240 and 340 are integrated with each other by using a steel girder having an I-shaped section including the lower flange.

Therefore, the main head girder 100, which is a U-shaped hollow girder, can not be directly connected to the side girder 200, 300, which is a composite plate girder, and uses the connecting beam 170.

3, the connecting beam 170 is horizontally protruded from the connecting end of the main head girder 100 in advance so as to be exposed. The connecting beam 170 may be the same as the cross-sectional shape of the plate girder 200, but is not limited thereto.

As a result, it can be seen that both end portions of the main head girder 100 are formed in the shape of a concrete instead of a U-shaped cross-section as shown in FIG. 2A.

In FIG. 3, one side is embedded in the connection end of the main head girder 100, and the other side is exposed. A step (A) is formed so that the saddle-width intermediate girder (200, 300) (Initial setting) can be achieved.

The connecting beams 170 of the sidewall spacers, the central span girders 200, 300 and the spindle girder 100, which are the composite plate girders according to the step (A), adopt a splice connection method with each other, Bolt will be used.

Further, the main head girder 100 is disposed inside the primary tension member 140 and the secondary tension member 180, and is fixed after the tension at both end surfaces. ) Is also very effective for local stress resistance due to the tensions and settlement of the tensile members 140,180. The primary and secondary tensions 140,180 are thus referred to as continuous torsional tensions in the sense that they introduce prestressing to the girders only at the continuous fulcrum portion.

[Continuous bridging method using main head girder and tension material]

FIGS. 4A and 4B show a flowchart of a continuous bridging method using a main head girder 100 and a tension member.

First, as shown in FIG. 4A, the main head girder 100 is prepared as an open hollow box girder by lifting it on the upper surface of the bridge pier 410 (consecutive fulcrum portion).

The primary tensile member 140 is preliminarily disposed on the main head girder 100 so as to be upwardly curved upwardly above the neutral axis so that the primary tension member 140 is fixed on the end surface of the main head girder 100 after the tension, Tension force is applied to the upper part of the neutral axis, and compressive force is applied to the lower part of the neutral axis. These primary tensions 140 are permanent tensions.

The bridge pier 410 refers to a continuous point portion. In a multi-span bridge, a plurality of bridge portions are spaced apart in the longitudinal direction and two or more bridge portions are installed.

In addition, an alternation 420 is installed at the beginning and end of the bridge so that the interchange 420 and the bridge 410 are sideways spaced and the bridge between the bridge and the bridge is a central span.

As shown in FIG. 2A, when lifting both ends of the main head girder 100 with a lifting device such as a crane, tensile force is applied to the upper edge (upper portion of neutral shaft) and lower portion (lower portion of neutral shaft) It is possible to optimize the cross-section of the main head girder 100 by canceling the tensile force and compressive force of the main head girder 100.

The main head girder 100 is constructed in a cantilever structure with a central bottom supported on the upper part of the bridge pier 410 so that the sidewall and center span girders 200 and 300 are connected at both ends of the main head girder 100, The toe girder 100 is first pulled into the bridge pier 410.

This is because the vertical post portion reinforcement 411 and the horizontal post portion reinforcement 412 previously formed on the bridge pier 410 pass through each of the main head portion girders 100 mounted on the upper surface of the bridge pier 410 as shown in FIG. So that all of the main head girder 100 is made strong by the continuous fulcrum concrete C1 by using the formwork (not shown).

Therefore, it can be seen that the present invention is adapted to mount the cantilevered main head girder 100 without a separate vent.

Next, as shown in FIGS. 4A and 4B, the saddle-stitch girder 200 and the mid-span girder 300, which are composite plate girders, are connected to the main head girder 100 to make the girders continuous.

This sequential operation is performed by simply splicing the steel girder exposed at the end of the connecting beam 170, the sidewall girder 200 and the mid-span girder 300 exposed at both ends of the main head girder 100, A).

The continuous spindle girder 100, the sidewall girder 200 and the center span girder 300 are connected to each other to be continuous so that bending moment is generated in the continuous spots where the piers 410 are formed, A flexural moment is generated in the central portions of the span girder 300.

In order to control the bending moment, the present invention uses a secondary tension member 180 installed on the main head girder 100 and curved downwardly in a parabolic shape as shown in FIG. 4B. By using the prestress, The tension force is applied to the upper part of the girder 100 and the tensile force is applied to the lower part of the girder 100 so that the bending moment can be more effectively resisted. Can be maximized.

Since the bending moments generated in the center portions of the sidewall girder 200 and the center span girder 300 are also controlled by the bending moment control through the secondary tension member 180, It is possible to optimize the cross section of the girders because the moment can be easily controlled.

Next, the bottom plate concrete (C2) is laid on the upper surface, the sidewall spacing, and the upper surface of the central span girders (200, 300) of the curbed main head girder (100) .

As a result, it can be seen that the bottom plate is integrally formed on the upper surface of the main head girder 100, and the sidewall girder and the center span girder are formed of a bi-polymeric structure in which the composite block and the bottom plate are integrated.

Further, the present invention can be applied to the main head girder without using a temporary vent, and the sideways and middle span girders can be continuous without a secondary tension member, and the main head girder is stronger than the pier, It can be seen that continuous and efficient bridge construction is possible because the bridge supports are not used.

It will be understood by those skilled in the art that the foregoing description of the present invention is for illustrative purposes only and that those of ordinary skill in the art can readily understand that various changes and modifications may be made without departing from the spirit or essential characteristics of the present invention. will be. It is therefore to be understood that the above-described embodiments are illustrative in all aspects and not restrictive. For example, each component described as a single entity may be distributed and implemented, and components described as being distributed may also be implemented in a combined form.

The scope of the present invention is defined by the appended claims rather than the detailed description and all changes or modifications derived from the meaning and scope of the claims and their equivalents are to be construed as being included within the scope of the present invention do.

100: Main head girder
110: lower flange 120:
140: Primary tension
150: vertical through hole 160; Horizontal through hole
170: connecting beam 180: secondary tension member
200: Sidewall girder 210: Upper flange
220: abdomen 230: bottom flange
240: Composite block
300: center span girder 310: upper flange
320: abdomen 330: bottom flange
340: Composite block
410: Pier 411:
412: Horizontal point side reinforcement 420: Shift
C1: Continuous-point concrete
C2: Concrete floor plate

Claims (10)

(a) a tensile force is applied to the upper edge of the main head girder 100 having a U-shaped cross section and a compressive force is applied to the lower edge of the lower flange 110 and the lower side wall 120 using the primary tensile member 140, Preparing a main head girder (100) having the introduced main head girder (100);
(b) While the main head girder 100 is lifted, the compressive force generated in the upper portion due to its own weight and the tensile force generated in the lower portion are canceled by the tensile force and compressive force by the primary tension member 140, So as to support the center bottom;
(c) reinforcing the main head girder (100) by pouring the continuous fulcrum concrete (C1) at the pier (410);
(d) continuing the girders (100, 200, 300) by connecting the sideways and middle span girders (200, 300) to both ends of the main head girder (100) tightened to the bridge pier (410);
(e) a secondary curved member 180 installed on the main head girder 100 and provided in a curved downwardly curved parabolic shape to control the bending moment of the continuous point portion generated by the girders 100, 200, ) So that a prestress is introduced into the main head girder 100; And
(f) installing a bottom plate integrally with the bottom plate concrete on the upper part of the main head girder 100, the sidewall girder 200 and the central span girder 300,
In the step (d), since the main head girder 100 is installed in a cantilever structure in which the main head girder 100 is rigidly connected to the bridge pier, a bending moment is generated in the continuous fulcrums due to the sequential operation of the girders, and the sidewall girder 200 and the center span girder 300 and the center span girder 300 are formed in the upper flange, the abdomen, and the lower flange 300, respectively, since the bending moment is generated in the longitudinal span 300, Shaped cross-section of the steel sheet,
In the step (e), even if the secondary tension member is not disposed over the entire extended length of the main head girder 100, the sideward girder 200 and the center span girder 300, A compressive force is applied to the upper edge of the main head girder 100 and a tensile force is applied to the lower edge of the main head girder 100 by using the prestress of the head girder 100 to resist the flexural moment, The bending moment generated in the center portions of the sidewall girder (200) and the center span girder (300) is also controlled Continuous bridging method using main toe girder and continuous tension part. The method according to claim 1,
The main head girder 100 in the step (a) is composed of a U-shaped cross section having an open upper part composed of a lower flange 110 and both side wall parts 120, and a primary tension member 140 is formed inside the both side wall parts Continuous bridging method using the main head girder and continuous tie tension material arranged in a parabolic shape with upward curvature in the direction of. 3. The method of claim 2,
A connecting beam 170 for splice connection is further formed at both ends of the main head girder 100 and the connecting beams 170 are connected to both the sidewall girder 200 and the center span girder 300, And the splice connections of the girders are connected to each other by splicing in a state where they are mutually set by the step difference (A). The method of claim 3,
The end of the main head girder 100 is formed in the shape of a concrete concrete so that the connecting beam 170 is horizontally protruded horizontally at the connecting end of the main head girder 100 in advance so as to be exposed so that one side of the connecting beam 170 Continuous bridging method using main girder and continuous tie tension material to be embedded. 5. The method of claim 4,
The sidewall girder 200 uses a steel girder of I-shaped cross section including an upper flange 210, an abdomen 220 and a lower flange 230. In the upper flange of the central portion except for both ends, The composite block 240 having the width of the width equal to the width of the composite block 240 is integrally formed and then the composite block 240 is integrally formed into a double composite structure by combining the bottom plate concrete, Continuous bridging method using girder and continuous tie tension material. 5. The method of claim 4,
The center span girder 300 uses a steel girder of I-shaped cross section including an upper flange 310, a waist portion 320 and a lower flange 330. In the upper flange of the central portion excluding both ends, A composite block 340 having a transverse width equal to the direction width is integrally formed and then the composite block 340 is integrally formed into a double composite structure by synthesis by bottom plate concrete casting Continuous bridging method using head girder and continuous tension part. The method according to claim 1,
The strength of the step (c)
(c-1) On the upper surface of the bridge pier 410, a vertical fulcrum 411 extending upward is passed through a vertical through-hole 150 formed in the lower flange 110 of the main head girder 100, (120); And
(c-3) so that the main head girder (100) is strong on the bridge pier (410) by the continuous fulcrum concrete (C1) by using the form so that the vertical fulcrum reinforcement (411) Continuous bridging method using main head girder and continuous tie tension material. 8. The method of claim 7,
Between steps (c-1) and (c-3)
(c-2) A horizontal head girder 100 (see FIG. 1) which is horizontally connected to a horizontal through hole 160 formed in both side wall portions 120 of the main head girder 100, So that they can be connected in the lateral direction,
Wherein the horizontal point portion reinforcing bars 412 and the vertical point portion reinforcing bars 411 are embedded in the continuous point portion concrete C1. delete The method according to claim 1,
The main head girder 100 in the step (e) is configured such that even if the first tension member 140 and the second tension member 180 are fixed after they are tensed at both end surfaces of the main head girder 100, A continuous bridging method using a main head girder and a continuous tie tension material to resist local stresses due to tension and settlement of the car and secondary tensions 140,180.

Images