WO2013089324A1

WO2013089324A1 - Method for constructing psc girder and slab using precast deck for slab, and method for constructing bridge using precast deck for slab

Info

Publication number: WO2013089324A1
Application number: PCT/KR2012/003282
Authority: WO
Inventors: 이호근
Original assignee: 이엔이건설 주식회사
Priority date: 2011-12-14
Filing date: 2012-04-27
Publication date: 2013-06-20
Also published as: KR101121725B1

Abstract

The present invention relates to: a relatively efficient and economic PSC girder wherein, during PSC girder production, the deadweight is minimised while at the same time the prestress efficiency introduced into the PSC girder which is synthesised with a slab is maximised; and a girder bridge construction method using the PSC girder. In particular, the cross sectional height of the PSC girder is formed to lower the central section (L2) which excludes the two end sections (L1), a precast deck for a slab is provided continuing longitudinally while also being adapted to extend in the longitudinal direction of the PSC girder between the upper flanges of PSC girders laterally separated from each other, and slab concrete is cast.

Description

【Specification】

[Name of invention]

Construction method of PS girder and slab using precast deck for slab and bridge construction method for precast deck for slab

Technical Field

The present invention relates to the construction method of the PS girder and the slab using the precast deck for the slab and the bridge construction method using the precast deck for the slab. More specifically, the PSC girder and the bridge construction method using the same are more efficient and economically available by maximizing the prestress efficiency introduced into the slab and the synthesized PSC girder while minimizing the weight of the girder and the slab when manufacturing the PSC girder. It is about.

Background Art

FIG. 1 shows a PS beam 10 fabricated so that a structural steel sheet 14 is embedded inside an upper flange 11 in a conventional PS C bump 10. The AA cross-sectional view is shown on a schematic center. It is shown together.

The PS bum 10 is a concrete bum having an I-shaped cross section consisting of an upper flange 11, an abdomen 12, and a lower flange 13, and a tension member 20 is disposed in the longitudinal direction so that both ends of the beam are disposed. It can be said that the prestress is introduced to the entire beam by being fixed to the.

These CS bumps 10 are manufactured to be pre-stressed by the tension material in advance compared to the conventional reinforced concrete bumps to optimize the cross-section of the bumps can be used to reduce the weight of the self.

Furthermore, it can be seen that the steel plate 14 is embedded in the concrete inside of the upper flange 11 in the longitudinal direction, which raises the neutral axis of the PSB 10 to the upper flange (upward movement) and It can be said to increase the efficiency in the introduction of long tension by increasing the eccentric distance to the tension material.

That is, even if the same tension material 20 is disposed, if a larger tension force can be introduced, this can optimize the cross-sectional area of the PS beam 10, thereby reducing the weight of the PS beam 10 and introducing the tension force. It can be seen that raising the value is very important in the PS beam (10).

However, the method of embedding the steel sheet 14 in the upper flange or the lower flange is that the larger prestress can be introduced by the upward movement of the neutral axis. Although it is advantageous, there is a limit that the expensive steel plate 14 must be used for the CS 10, which has a limited advantage in terms of economics.

In addition, PSC girder supports the slab fixed load by the first tension and applies the additional tension and live load by the second tension when the system adopts the method of introducing all the tension forces in the workshop by the first tension. There is a way to apply it.

However, in the case of the secondary tension, since the PSC girder and the slab are synthesized with each other and the neutral axis is moved upward of the neutral axis, it is common to apply a significantly lower tension force than the primary tension force even though the tension efficiency is very high.

This is mainly considering the workability aspect (considering the difficulty of the secondary tension at high altitude), and the second tension has the advantage of minimizing the cross section of the PS girder, but when replacing the slab (floor plate) of the bridge One reason for this is that as the slab-bearing stress is eliminated, the upper flange tensile stress of the PS girder or the compressive stress of the lower flange do not resolve the condition exceeding the allowable stress.

Furthermore, it is very difficult to realistically set the PSC girder to the height (final end height) of the designed PSC girder when the PSC girder manufactured as shown in FIG. 2 is mounted on the bridge substructure (alternation, pier).

This is because the PSC girder generates CAMBER during the introduction of prestressing by the tension member 20, which is the largest in the center section of the PSC girder and because the amount of such rise is different for each PSC girder. That's because it's hard to get your plan in line.

Accordingly, in the installation of the PSC girder, it can be seen that a difference occurs in the installation height (h).

In particular, the long span PSC girder has a problem in that it is more difficult to match the plan of the PSC girder because the prestress is very large. A variety of means can be used to match this final height, but this is inevitably uneconomical due to the added work.

[Detailed Description of the Invention]

[Technical problem]

Therefore, the present invention can minimize the weight of the PSC girder and the slab, but also has excellent structural behavior and economically manufactured slab construction using the precast deck for slab and slab construction method and the slab precast deck Technical task to solve bridge construction method provision. In particular, the present invention can increase the introduction efficiency of the prestress introduced by the tension material in the PSC girder to provide a more efficient method of construction and bridge construction of PSC girder and slab using precast deck for slab It is a task.

In addition, the PSC girder according to the present invention is to use the precast deck for the slab that can improve the construction safety by reducing the risk of falling during the construction

The construction of PSC girders and slabs and the provision of bridge construction methods are technical problems to be solved.

In addition, the present invention can more easily match the plan height (final end height) of the PSC girder to provide a construction method and bridge construction method of the PSC girder and the slab using a precast deck for slab that is easy to quality control. It is a technical problem.

In addition, the present invention is to provide a construction method and bridge construction method of the PSC girder and the slab using a precast deck for a more economical and structurally efficient slab so that the thickness of the slab does not become thicker than necessary when combining the PSC girder and the slab The technical problem to be made.

In addition, the present invention effectively prevents the tensile force is generated in the upper portion of the PSC girder synthesized with the slab by the slab replacement when the slab replacement of the PSC girder bridge can be cracked, the compression force is excessively increased in the lower portion of the PSC girder It is a technical problem to solve the problem of providing PSC girder and slab construction method and bridge construction method using precast deck for slab.

Technical Solution

To this end, the present invention

First, in the manufacture of the PSC girder, a method of reducing the self-weight is adopted. In particular, the cross-sectional height of the PSC girder is formed so that the center section L2 is lowered except for both end sections L1.

In other words, the lower the cross-sectional height of the center section of the PSC girder, the less the amount of concrete and reinforcing steel used to manufacture the PSC girder, thereby reducing the weight of the PSC girder.

As such, when the weight of the PSC girder is reduced, it is more economical in the manufacture and transportation of the PSC girder, and the center of gravity of the thickening section of the PSC girder is lowered, thereby lowering the conductivity in construction and maximizing construction safety and efficiency. .

Also, when mounting the PSC girder, the PSC girder is It is very difficult to set, but the center section (L2) of the PSC girder of the present invention has a lower cross-sectional height than both end sections ι), so that it is possible to accurately set the plan by the slab concrete casting later to maximize the construction quality of the PSC girder. Can be.

Second, since the cross section height of the center section of the present invention is smaller than both end sections, the slab thickness of the center section must be larger when the slab concrete is placed by the cross section height, so the PSC girder must support the increased weight of the slab. do.

Therefore, the cross-sectional size of the PSC girders should be increased or the amount of tension material used should be increased. The present invention uses slab precast panels to reduce the slab thickness formed between the transverse directions of the PSC girders over the center section. This is to prevent the increase.

Third, the cross section height of the PSC girder according to the present invention as described above is reduced to increase the slab concrete thickness in the center section. Therefore, the tension force generated on the upper part of the PSC girder and the compressive force generated on the lower side of the slab dismantling and replacement during use may be greater than that of the conventional PSC girder.

Therefore, the present invention is to install the fixing device and the sheath pipe between the center section of the PSC girder in order to remove the tensile force and the compression force so that the tension or compression force generated during slab dismantling can be controlled by the prestress by the tension material.

Advantageous Effects

According to the present invention, in the PSC girder having a predetermined cross-sectional height, the cross-sectional height of the center section is reduced, so that the weight of the PSC girder can be reduced, so that the construction efficiency can be improved in manufacturing, transportation, etc. The movement reduces the risk of falling.

In addition, since the center section where the cross-sectional height is reduced after the mounting is formed into an empty space, the final end height of the PSC girder can be more easily matched, thereby greatly improving the workability.

In addition, the present invention can maximize the structural efficiency by the introduction of prestress by the tension operation after the synthesis of the slab and PSC girder after the mounting of the PSC girder. In addition, since the thickness of the slab can be effectively controlled, unnecessary weight increase of the slab loaded by the PSC girder can be eliminated, which is advantageous for the construction and quality control of the PSC girder bridge.

In addition, when the slab is dismantled and replaced during the use of the girder bridge according to the present invention, the tensile force generated at the upper part of the PSC girder or the compressive force generated at the lower part due to the slab dismantling Over-control is very advantageous for maintenance.

The scope of the present invention is shown by the following claims rather than the detailed description, and all changes or modifications derived from the meaning and scope of the claims and their equivalents are included in the scope of the present invention. Should be.

[Brief Description of Drawings]

1 is a perspective view and a cross-sectional view of a conventional PSC girder,

2 is a perspective view of setting the final end height of a conventional PSC girder;

3 is a perspective view and cross-sectional views of the PSC girder of the present invention;

4 is a cross-sectional view of the PSC girder of the present invention synthesized with a slab,

5 is a cross-sectional view of the construction of the precast deck for the slab of the present invention,

FIG. 6 is a perspective view of a PSC girder having a fixing device and a sheath installed to control a tension force generated at an upper portion of the PSC girder or a compression force generated at a lower portion thereof by dismantling the slab of the present invention; FIG.

7, 8 and 9 are construction flowcharts of the PSC girder bridge according to the present invention.

[Best form for implementation of the invention]

Best Mode for Carrying Out the Invention

In the middle section L2 between the two end sections L1 at positions spaced apart from both end faces of the PSC girder having the cross-sectional height HI over the entire length L from the central region, the cross section height HI By reducing the cross-sectional height of the PSC girder, the reduced cross-sectional height (ΔΗ) is maintained in the middle section (L2), so that the weight of the PSC girder is reduced by the reduced cross-sectional height in the center section and the part of the tension member is reduced. Settling after tension to introduce prestress into the PSC girder; Mounting the PSC girder on a bridge substructure; And a precast deck for slab formed in an arch shape curved upwardly by a cross-sectional height (ΔΗ), which is installed to support both ends in the transverse direction between the upper surfaces of the upper flanges of the PSC girder, and to be in contact with each other in the longitudinal direction. Installing 210 between the PSC girders adjacent to each other in the transverse direction over the center section L2 and then placing slab concrete over the entire length L; including, the PSC girder center section L2 The slab thickness T1 of is thickened by the cross-sectional height DELTA, and the slab thickness T2 between the PSC girders L3 transversely adjacent to each other across the center section L2 decreases by the cross-sectional height DELTA. To provide the method of construction of PS girder and slab using precast deck for slab, In the center section L2 between the two end sections L1 at positions spaced apart from both end faces of the PSC girder having the cross-sectional height HI over the entire length L from the central region, the cross section height HI By reducing the cross-sectional height of the PSC girder to maintain the reduced cross-sectional height (ΔΗ) in the middle section (L2), and fabricate the PSC girder to introduce a prestress by fixing a portion of the tension material after tension, bridge substructure The PSC girders are spaced apart from each other in the lateral direction, and extends in the longitudinal direction of the PSC girder between the upper flanges of the PSC girder spaced apart from each other in the lateral direction and precast for the slab continuously in the longitudinal direction. Installing deck 210 and placing slab concrete over the entire length (L) on top of the PSC girder to synthesize the PSC girder and the slab precast for slabs To provide a bridge construction method using the deck.

[Form for implementation of invention]

Hereinafter, 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. As those skilled in the art would realize, the described embodiments may be modified in various different ways, all without departing from the spirit or scope of the present invention. In the drawings, parts irrelevant to the description are omitted for simplicity of explanation, and like reference numerals designate like parts throughout the specification.

PSC of the present invention: 100)

PSC girder 100 of the present invention can be used as an I-shaped cross-section consisting of the upper flange 110, the abdomen 120 and the lower flange 130, but is not limited thereto.

The PSC girder 100 has a predetermined extension length L as shown in FIG. 3, which can be largely divided into both end sections L1 except the center section L2 and the center section L2. have.

This division can be divided into the center section (L2) and the other sections into both end sections (L1) where a portion of approximately 60-80% of the total bending static moment acting on the PSC girder 100 occurs. The sections LI and L2 may be divided into two end sections L1 up to a position spaced 3 / L to 5 / L from both ends, and a section between the two end sections may be divided into a center section L2.

Since the magnitude of the bending constant moment acting on the center section (L2) is the largest, structural stability should be ensured by securing the bending rigidity of the PSC girder based on this.

Therefore, the cross-sectional height of the PSC girders is determined based on the center section, and this cross-sectional height is maintained throughout the entire length in consideration of the usability of the formwork. Will be done.

At this time, if the cross-sectional height is increased, it is advantageous to secure the bending rigidity of the PSC girder, but in the case where there is a limitation in the shape of the bridge, the cross-sectional height cannot be largely increased. This cross-sectional height has a limited value.

In this state, when the tension member 140 disposed inside the PSC girder 100 is tensioned and settled, prestress is introduced. The prestress causes the bending moment Ml and the compressive force C in the form of axial force. This allows the PSC girders to have a vertical height (a type of rise).

At this time, the prestress introduced by the tension member is determined to be able to resist the bending moment generated when lifting from the production site of the PSC girder, the bending moment due to slab casting.

The reason is that the PSC girder can be safely installed only when the PSC girder and the slab concrete are placed in a stable manner.

Furthermore, the present invention allows the cross-sectional height H2 of the center section L2 to be smaller than the cross-sectional height HI of both end sections L1.

Accordingly, the PSC girder gradually decreases the cross-sectional height HI in a section in which one side center section L2 starts while maintaining a constant cross-sectional height HI in one end section L1 (downward inflection section). The cross section height (H2) lower than (HI) is maintained in the center section L2, and the cross section height gradually increases at the site (upper inflection section) where the other end section L2 of the PSC girder starts again. HI) again. Therefore, as shown in FIG. 4, the position of the neutral axis in the center section L2 and the neutral axis between the two end sections must be different. When determining the cross-sectional height of the PSC girder, the bending moment acting on the PSC girder is designed based on the largest section. Therefore, the PSC girder according to the present invention can be seen that the enlarged shaft CL2 as a reference is formed lower than the neutral shaft CL1 based on the cross-sectional height HI of the end section.

In general, the prestress introduced by the tension member 140 increases in eccentric distance from the center of the tension member to the center of the PSC girder, and the prestress introduction effect increases even with the same tension force.

At this time, since the PSC girder of the present invention has a low neutral axis CL2 of the center section L2, the effect of introducing the prestress due to the eccentricity of the tension member 140 becomes relatively small.

Accordingly, in the present invention, relatively low introduction efficiency due to the eccentricity of the tension member In the manufacturing process of the PSC girder, the amount of tension member 140 is determined so that it can resist the bending moment caused by the weight of the PSC girder and the bending moment caused by the slab weight. To take full advantage of the effect of reducing the weight of the person.

In other words, if the cross-sectional height of the center section (L2) of the PSC girder 100 becomes smaller, the center of gravity is also lowered, so that the fall prevention effect is used during the movement and mounting of the PSC girder.

In addition, as the cross-sectional height of the center section (L2) decreases, the self-weight of the PSC girder is also reduced, so that the heavy lifting machine can be effectively used during manufacturing, transportation and mounting.

In addition, in the center section (L2) there was a problem that it is difficult to match the final end height of the PSC girder due to the rise of the prestress introduced, but the present invention is rather small in the cross section height in the center section (L2), the upper portion of the PSC girders into empty space The empty space is filled by the slab concrete which is formed and poured later, so that the final terminal height of the PSC girder can be naturally adjusted.

Furthermore, as the total extension length of the PSC girders increases, the magnitude of the bending constant moment that acts also increases, so that the cross-sectional height of the PSC girders that can resist them also increases, so that the self-weight of the PSC girders naturally increases. In the event of a loss, the PSC girder may not be available for the first economic production.

Of course, this can be overcome by increasing the amount of tension, but when the amount of tension increases, the compressive force acting on the PSC girder can exceed the allowable compressive stress allowed by the upper part of the PSC girder, thus increasing the amount of tension. You won't be able to.

Therefore, in the present invention, especially in the application of PSC girder to long span bridges, economical PSC girder can be used more effectively by reducing the weight of the section by reducing the cross-sectional height of the middle section. In case of limitations, it can be a very suitable alternative.

The reduced cross-sectional height (ΔΗ) of the central section (L2) may be used to reduce the upper portion of the upper flange 110 and the abdomen 120.

[Synthesis of PSC Girder 100 and Slab 200 of the Present Invention]

In the PSC girder 100 of the present invention as described above, the cross-sectional height of the center section L2 is reduced as shown in FIG. 4, so that its own weight is reduced, but the neutral shaft CL2 is formed lower than the neutral shaft CL1 of the end section. Eccentricity from the city center (CL0) to the neutral axis (CL2) The efficiency of introducing prestress due to the eccentricity of the elongated material 140 is smaller than the eccentricity up to the neutral axis CL1.

Since this hinders the effective structural behavior of the PSC girder, it is necessary to increase the efficiency of introducing the tension member by moving the neutral axis between the reference center spheres upward.

Thus, the present invention is to purchase an expensive steel sheet as shown in Figure 1, in order to increase the introduction efficiency of such a tension material, although not shown, without using a method of forming the upper flange as an expansion flange,

After the PSC girder 100 is mounted on the bridge substructure 300, a method of moving the position of the neutral shaft CL2 positioned on the PSC girder upward by synthesizing with the slab 200 by slab concrete placing is adopted.

That is, as the slab concrete has a certain casting thickness, the neutral axis of the slab and the synthesized PSC girder is naturally moved upward. Accordingly, the present invention can maximize the prestress introduction effect by the tension material by adding the tension member 140 to the PSC girder synthesized with the slab on the basis of the upwardly moved neutral shaft (CL3). It can be seen that the structural behavior of the PSC girder can be effectively utilized without the use of a back light.

That is, according to the bending moments (BMD1, BMD2) as shown in Fig. 4, the eccentric effect (e2) is ensured to be much larger than the eccentric effect (el) of both end sections due to the upward movement of the neutral axis in the center section (L2). e2).

In this case, since the slab concrete fills the space S formed by the reduced cross-sectional height ΔΗ of the center section L2, the effect of moving upward on the neutral axis based on the center section is further increased.

In this way, when slab concrete is poured, the thickness of the slab maintains the overall thickness, but the slab thickness of the center section L2 becomes larger than the thickness of both end sections (ΔΗ).

Therefore, as the slab thickness increases, the slab concrete is inevitably increased, so the increased weight of the slab acts on the PSC girder.

In this case, the amount of the tension material may be increased, but the economical efficiency may be reduced, and thus the present invention uses the precast deck 210 for the slab as shown in FIG. 5. That is, after installing the slab precast deck 210 formed in the shape of an arch curved upward by the cross-sectional height (ΔΗ) as shown in Fig. 10 between the adjacent PSC girders in the transverse direction over the center section (L2) Slabed concrete over the entire length (L) All.

Accordingly, the slab thickness T1 of the center section L2 of the PSC girder is thickened by the cross section height ΔΗ, and the slab thickness T2 between the PSC girders adjacent to each other in the transverse direction over the center section L2 is the cross section height. It can be seen that it is formed to be reduced by (ΔΗ), the slab precast deck 210 can be seen that the plurality is installed in contact with each other in the longitudinal direction.

Thus, to reduce the weight of the slab to be transferred to the slab precast deck 210, slab concrete PSC girder 100 by the bit placement amount _i decrease excluded by for it can be seen that can be improved more effectively tendons introduction efficiency have.

In general, since the lateral separation distance of the PSC girder is generally larger than the width of the upper flange of the PSC girder, it can be seen that the weight reduction effect of the slab becomes very large and the structural efficiency increases.

In addition, because the precast deck 210 for the slab can be used as a kind of formwork for the slab, it is possible to construct a more effective PSC girder.

In addition, when applied to the precast deck 210 for the slab fabricated in the form of a cross-sectional arch as shown in Figure 5, compared to the conventional straight construction when the same load action when the tensile stress generated on the lower surface of the precast It can be reduced to 70¾, resulting in a structurally very efficient shape.

As described above, the PSC girder of the present invention has a form in which the thickness of the slab is kept constant from one side end to the other end when the slab is constructed in a general manner, but becomes thicker in the center section, but as in the present invention, the slab free Applying a cast deck reduces the thickness of the slab between the cross section of the PSC bump and the PSC bump across the center section by the cross-sectional height (ΔΗ).

It can be seen that it is possible to structurally have the effect of keeping the slab thickness of the girder end and the center portion constant over the entire length (L).

[Disassembly of the slab 200 from the PSC girder 100 of the present invention]

Such a slab 200 may be broken by an accident later.

The slab 200 is to be replaced by removing the slab 200. At this time, since the slab 200 is formed to be synthesized in the PSC girder 100, when the slab 200 is removed, the synthesis is released, and the PSC is removed by the slab removal. A tensile force is generated at the top of the girder and a compressive force is generated at the bottom. PSC girder, which is inevitably vulnerable to such tensile force, may cause tensile cracking in the upper portion, and excessive compressive force may be introduced in the lower compression portion.

In order to solve this problem, in the present invention, as shown in FIG. 6, the fixing device 410 is buried in both ends of the center section in advance, and the sheath pipe 420 is connected between the fixing device 410.

When the slab is dismantled, the tension member (not shown) is inserted into the sheath tube, and after tension, the tension member is fixed to the fixing device so that the slab is dismantled to resist the tensile force. Such sheath tube may be embedded in the upper portion of the center section and may be installed to extend in the longitudinal direction to be exposed to the upper part of the girder flange.

[Bridge construction method using the PSC girder 100 and the cross-sectional surface slab 200 of the present invention] First, as shown in FIG. 7, a shift substructure 300 including shifts and piers is constructed.

Apart from the construction of such an alternating substructure 300, the PSC girder 100 of the present invention is prepared in advance.

As described above, the PSC girder 100 is a girder composed of an upper flange, an abdomen, and a lower flange, which is formed in a shape in which the cross-sectional height of the center section is reduced than both end sections.

This cross-sectional height reduction may be formed by reducing the thickness of the upper flange or upper flange of the PSC girder and the abdomen.

In addition, it can be seen that the fixing unit 410 and the sheath pipe 420 are installed in both side ends of the central section in advance.

Such a PSC girder may be manufactured using steel formwork, and the tension member 140 is disposed therein, and the tension member 140 is pre-stressed to be settled in advance so that the initial prestress is introduced into the PSC girder, and the rest is shifted. After the PSC girder and the slab 200 is synthesized with each other after being mounted on the substructure 300, the prestress is introduced into the slab and the synthesized PSC girder by being tensioned and fixed.

Accordingly, the manufactured PSC girder 100 is mounted after lifting by using a crane or the like in the bridge lower structure 300.

By this mounting, the bending constant moment is generated by the weight of the PSC girder. The bending moment is controlled to be resisted by the initial prestress by the tension member while minimizing the weight of the PSC girder.

The present invention reduces the cross-sectional height of the center section over the entire extension length to reduce the weight You can maximize the effect.

The lifted PSC girder is mounted on the bridge undercarriage, and if the work is made at high altitude, a lot of safety accidents may occur due to the fall down. However, the PSC girder according to the present invention has a reduced cross section height in the center section, so that the center of gravity of the low center of gravity can greatly reduce the generation of conduction.

In addition, it is not effective to reduce the construction cost considering that the heavy equipment use cost is a big part of the construction cost since it is not possible to use a crane having a large capacity due to its low self-weight.

Thus, between the upper flange of the mounted PSC girder 100, the precast deck 210 for the slab described above is installed in the transverse direction as shown in FIG. 8, and installed so as to be continuous with each other in the longitudinal direction.

That is, it can be seen that the slab precast deck 210 is installed between the transverse direction of the PSC girder over the center section (L2).

The slab precast deck 210 serves as a slab concrete formwork and slab while controlling the thickness of the slab.

It is also integrated with the slab concrete and can be effectively arched to the slab weight and actuating PSC girder.

Thus, when the slab precast deck installation is completed, the slab concrete is poured into the slab precast deck 210 and the PSC girder by a predetermined thickness as shown in FIG. Completed. When such a slab is completed, the construction of the girder bridge according to the present invention can be completed.

The slab thickness T1 of the center section L2 of the PSC girder is thickened by the cross-sectional height ΔΗ, and the thickness of the slab T2 between the PSC girders adjacent to each other in the transverse direction over the center section L2 is the cross section. The average thickness of the slab thickness (T1J2) in the center section is adjusted to be equal to the thickness of the end section slab, so that the slab thickness is maintained over the entire length (L). You can have an effect. Furthermore, when the slab is completely or partially dismantled after the slab is completed, the tensile force is generated at the upper part of the PSC girder synthesized with the slab, and the compressive force is generated at the lower part of the slab. The tension member is inserted into the fixing device 410 and the sheath pipe 420 of both side ends of the central section, and the prestress is introduced to the PSC girder again.

Claims

[Range of request]

[Claim 1]

In the center section L2 between the two end sections L1 at a position spaced from both end faces of the PSC girder with the cross section height HI over the entire length L to the central region, the cross section height HI By reducing the cross-sectional height of the PSC girder, the reduced cross-sectional height (ΔΗ) is maintained in the middle section (L2), so that the weight of the PSC girder is reduced by the reduced cross-sectional height in the center section and the part of the tension member is reduced. Settling after tension to introduce prestress into the PSC girder;

Mounting the PSC girder to a bridge substructure; And

Precast deck for slabs formed in an arch shape curved upwardly by the cross-sectional height (ΔΗ), which is installed so as to support both ends in the transverse direction between the upper surfaces of the upper flange of the PSC girder, Placing the slab concrete over the entire length (L) and then placing the slab concrete over the entire length (L); and placing the slab of the PSC girder middle section (L2). The thickness T1 is thickened by the cross-sectional height ΔΗ, and the slab thickness T2 between the PSC girders adjacent to each other in the transverse direction over the center section L2 is reduced by the cross-sectional height ΔΗ. Method of constructing CS girder and slab using precast deck for slab, characterized in that forming.

[Claim 2]

The method of claim 1, further comprising the step of introducing the pre-stressed by the rest of the tension material to the PSC girder integrated with the slab concrete is poured into the slab concrete.

[Claim 3]

The method according to claim 1 or 2,

Both sides of the upper flange of the upper section of the central section formed with a small thickness so that the fixing device is additionally installed so that the prestress can be introduced into the upper portion of the PSC girder by the tension member installed in the fixing device. Construction Method of Cross Section Slab.

[Claim 4]

In the center section L2 between the two end sections L1 at a position spaced from both end faces of the PSC girder with the cross section height HI over the entire length L to the central region, the cross section height HI Reduces the cross-sectional height of the PSC girder, thus reducing the reduced cross-sectional height (ΔΗ) PSC girders are to be maintained in the angular section (L2), and some of the tension material is settled after tension, so that prestress is introduced.

The PSC girders are mounted on the bridge substructure by being spaced apart from each other in the lateral direction, and extending in the longitudinal direction of the PSC girder between the upper flanges of the PSC girder spaced apart from each other in the lateral direction and continuously for longitudinal slabs. Install the precast deck 210,

A method of constructing a bridge using a slab precast deck comprising the step of placing the slab concrete over the entire length (L) on the PSC girder to synthesize the PSC girder and the slab.

[Claim 5]

The method of claim 4,

Bridge construction method using a slab precast deck characterized in that the step of introducing the prestress by the remaining tension material to the slab integrated PSC girder is further added.

[Claim 6]

The method according to claim 4 or 5,

Fixtures are installed on both side ends of the upper flange of the central section formed with a small thickness so that the prestress can be added to the upper portion of the PSC girder by the tension member installed in the fixing device. Bridge Construction Method Using Strut Deck.