KR101440436B1 - Method for constructing of Prestressed Concrete Composite Girder which combined tension applied type - Google Patents

Abstract

The present invention relates to: a method of continuous construction of a prestressed concrete composite girder adopting a composite tension method to be able to easily secure working space because of working for fixing continuous PC steel wire in cross beams in second tension as efficiently decreasing negative moment after manufacturing a PSC girder adopting a pretension method, and applying second PC steel wire and continuous PC steel wire at the same time in a continuation process, to effectively resist a shearing force applied to a bridge as a shearing key part is formed on a binding face, and to structurally stabilize point parts because tension can be controlled in or before a step for placing an upper-part structure of the bridge by a tension controlling means; and to a concrete composite girder bridge constructed thereby.

Description

TECHNICAL FIELD [0001] The present invention relates to a prestressed concrete composite girder having a plurality of prestressed concrete composite girders,

The present invention relates to a continuous construction method of a prestressed concrete composite girder employing a complex tension system and a prestressed concrete composite girder bridge constructed by the construction method. More specifically, the PSC girder is manufactured by employing the pre-tension method, and the secondary PC steel wire and the sequential PC steel wire are simultaneously applied in the sequencing process, thereby effectively reducing the momentum. Since the sequential PC steel wire is fixed at the secondary beam when the secondary tension is applied, the work space can be secured easily, and the shear force can be effectively applied to the shear force applied to the bridge. The present invention relates to a method of continuously applying a prestressed concrete composite girder which is capable of adjusting the tension before or during the pouring of a structure and structurally stabilizing the fulcrum portion.

Generally, concrete has excellent resistance strength against compressive stress, but resistance strength against tensile stress is very weak. Therefore, when concrete girder is manufactured, Should be considered.

For this purpose, it is possible to reinforce the fixed load acting on the girder after the concrete girder construction and the tensile stress due to the live load by introducing the prestress into the concrete by installing the stranded wire in the concrete girder and fixing it by tension.

The conventional PSC girder introducing the prestress by the strand of strand is constructed by placing reinforcing bars in a girder formwork of a predetermined size and installing a sheath tube in which a stranded wire is embedded in the longitudinal direction of the formwork, When the cement is cured so as to exhibit a predetermined strength, the stranded wire embedded in the sheath tube is tightened and fixed at one end of the cemented concrete girder.

Therefore, the above-described PSC girder has been usefully used in the conventional simple bridge type bridge.

However, even in the case of a conventional simple beam type bridge, since the continuous portion of the bridges is continuously damaged by the bottom plate concrete of the bridge superstructure, damage to the continuous portion is often caused by the momentum, which increases the maintenance cost. Due to the problem of giving, there has been a recent development of the technique of continuing the decrees while decreasing the momentum.

Fig. 1 shows a side sectional view of a conventional continuous PSC girder 1. 2A is a sectional view taken along the line A-A in FIG. 1, FIG. 2B is a sectional view taken along the line B-B in FIG. 1, FIG. 2C is a sectional view taken along line C-C in FIG. 1 and FIG. 2D is a sectional view taken along line D-D in FIG.

As shown in FIGS. 1 and 2A to 2D, when a PSC girder 100 is manufactured, a prestress is introduced through a primary PC steel wire 2, and a plurality of PSC girders 100 are alternately disposed 3, The secondary PC steel wire 111 is inserted into and connected to the sheath pipe 110 for secondary tension so as to have a concave curved line at the central portion installed in the PSC girder manufacturing step, , It can be seen that a plurality of PSC girders are connected to each other.

However, in the case of employing the conventional method, since the post tension method is applied at the stage of manufacturing the PSC girder, there is a problem that the PC steel wire fixing part takes up a large amount of material consumption, and the secondary PC steel wire is inserted into the second- , There is a problem that tension is not enough to reduce the momentum near the fringe part. As shown in Fig. 1, when the two spans are continuous, it is possible to construct the springs with one tread. However, It is impossible to effectively tense the continuous stranded wire due to the curved section because the curved section is increased in the bridged bridges.

In addition, according to the prior art, since the girders are continuously subjected to one tension after the installation, it is impossible to reintroduce tensions for maintenance and reinforcement thereafter, and a problem that the tension can not be adjusted Respectively.

Korean Patent No. 0770574 Korean Patent Publication No. 1001443 Korean Patent Publication No. 1275000

SUMMARY OF THE INVENTION The present invention has been made in order to solve the above problems, and it is an object of the present invention to provide a pre-tensioning method and a post-tensioning method, The PSC girder is manufactured by applying the post tension method to the secondary tension, continuous tension and maintenance tension corresponding to the live load on the PSC girder, while securing economical efficiency, workability and efficiency while securing secondary tension or continuous tension and maintenance It is possible to provide a continuous construction method of a prestressed concrete composite girder employing a composite tension system capable of introducing management tensions.

Also, according to an embodiment of the present invention, by connecting a reinforcing bar protruding from the side of the end of the PSC girder integrally with the beam, and by using the beam as the main member and fixing the continuous PC steel wire to the beam, The girder width and the girder height can be reduced by increasing the section modulus of the cross section of the cross section by using the cross beams as the main part. Since the work of fixing the continuous PC steel wire is carried out in the transverse direction at the time of pulling, it is possible to provide a continuous construction method of the prestressed concrete composite girder employing the complex tension method which can secure the work space.

According to an embodiment of the present invention, there is provided a method of successively installing a prestressed concrete composite girder that employs a composite tension system that can effectively resist a shear force applied to a bridge by forming a shear-key portion on a joint surface .

Further, according to an embodiment of the present invention, since the tensile force or the compressive force can be given to the connecting rod by selectively controlling the length of the tension adjusting means, when the tensile force is applied, the PSC girder, The compressive force is applied to the PSC girder when the tensile force is generated on the upper part of the PSC girder due to the weight applied to the upper portion of the PSC girder and the negative moment caused by the upper load, It is possible to provide a continuous construction method of a prestressed concrete composite girder employing a composite tension system capable of structurally stabilizing a fulcrum portion.

According to an embodiment of the present invention, the connecting steel material for introducing the preceding compressive force to the PSC girder of the fulcrum portion is disposed on the upper surface of the PSC girder, thereby increasing the prestressing efficiency of the connecting steel, It is possible to use the apparatus repeatedly so as to provide a continuous construction method of a prestressed concrete composite girder employing a composite tension system capable of reducing the cost due to introduction of a tension force.

Other objects, specific advantages and novel features of the present invention will become more apparent from the following detailed description and preferred embodiments with reference to the accompanying drawings.

A first object of the present invention is to arrange a sheath tube for secondary tension, a sheath tube for continuous use and a sheath tube for maintenance so as to tense the primary PC steel wire in a pre- A plurality of projecting reinforcing bars projecting in a direction perpendicular to the side surfaces of the reinforcing bars are integrally connected to the reinforcing bars of the beams to be installed on the side surfaces of the side walls, Forming a PSC girder by drawing a predetermined length of the continuous PC steel wire through the draw-out hole in a sheath pipe for manufacturing; Placing a plurality of manufactured PSC girders at an installation position of a pier and an upper portion of an alternation; A step of inserting a secondary PC steel wire into a sheath pipe for secondary tension and combusting a plurality of PSC girders; And connecting the protruding reinforcing bars protruding from the side surface of the end of the PSC girder to the reinforcing bars provided on the cross beams and filling the continuous PC steel wire drawn out from the draw- A step of exposing a predetermined length at an end of the beam and installing a concrete beam to form a beam; Connecting the PSC girder by tensioning and fixing the secondary PC steel wire in the cross beam curing process; Casting the bridge superstructure; Fixing the sequential PC steel wire to one side of the cross bar after straining to introduce a secondary prestress; And a step of tensioning the PC steel wire for maintenance into the maintenance sheath pipe embedded in the PSC girder when the common maintenance management is required and then post tensioning the PS steel girder. As shown in Fig.

In addition, in the step of manufacturing the PSC girder, the PSC girder is manufactured such that the connecting rod is fixed to one end or both ends to expose the free end of the connecting rod, and before the bridge superstructure is laid, Binding the adjacent connecting rods fixed to be exposed to the girder by tension adjusting means capable of adjusting the length; Adjusting a compressive force or a tensile force of the PSC girder by selectively tensioning or compressing the jointed steel rods by selectively adjusting the length of the tension adjusting means for connecting the connecting steel rods; And placing the concrete between the PSC girder where the tension adjusting means is installed and embedding it.

The step of installing the bridge superstructure may include installing a fixing device on a PSC girder located at an inflection point of a bending moment caused by a load of a bottom plate concrete, and installing a connecting steel material in each fixing device; Binding the neighboring connecting rods with a tension adjusting means capable of adjusting the length; Selectively adjusting the length of the tension adjusting means for clamping the connecting steel bar to adjust the compressive force or the tensile force by tensioning or compressing the connected steel bar; And installing the bottom plate concrete in a section excluding the place where the fixing device is installed and cutting and fixing the connecting steel material at the rear side of the fixing device after the curing of the bottom plate concrete is finished.

The PSC girder may have a structure in which at least one ball rocker is formed on one side of the joint surface of the PSC girder and a key groove corresponding to the ball rocker is formed on the joint surface of the PSC girder opposite to the joint, .

Further, a cut-out portion may be formed in the lead-out hole formed on one side end surface of the PSC girder.

As another category, the second object of the present invention can be achieved as a prestressed concrete composite girder bridge manufactured by the construction method according to the first object mentioned above.

As described above, according to an embodiment of the present invention, first, the PSC girder is manufactured by pre-tensioning method in which only the advantages of the pre-tensioning method and the post-tensioning method are combined, The PSC girder can be applied to the secondary tension, continuous tension, and maintenance tension by applying the post tension method to guarantee the economical efficiency, the workability and the efficiency, and to introduce the tension for secondary tension or continuous tension and maintenance Effect.

Secondly, according to one embodiment of the present invention, by connecting the reinforcing bar protruded from the side of the end of the PSC girder integrally with the beam, and by using the beam as the main member and fixing the continuous PC steel wire to the beam, The girder width and the girder height can be reduced by increasing the section modulus of the cross section of the cross section by using the cross beams as the main part. It is easy to secure the work space since it is necessary to fix the sequential PC steel wire in the transverse direction during pulling.

Third, according to an embodiment of the present invention, a shear-key portion is formed on the joint surface, thereby having an advantage that the shear force applied to the bridge can be effectively resisted.

Fourthly, according to one embodiment of the present invention, since the tensile force or the compressive force can be given to the connecting steel bar by selectively controlling the length of the tension adjusting means, when the tensile force is applied, the PSC girder, The compressive force is applied to the PSC girder when the tensile force is generated on the upper part of the PSC girder due to the weight applied to the upper portion of the PSC girder and the negative moment caused by the upper load, So that it has the effect of structurally stabilizing the fulcrum portion.

Fifth, according to an embodiment of the present invention, the connecting steel material for introducing the preceding compressive force to the PSC girder of the fulcrum portion can be disposed on the upper surface of the PSC girder, thereby increasing the prestressing efficiency of the connecting steel, It is possible to use the apparatus repeatedly, thereby reducing the cost of introducing the tension force.

Although the present invention has been described in connection with the above-mentioned preferred embodiments, those skilled in the art will readily appreciate that various other modifications and variations can be made without departing from the spirit and scope of the present invention.

1 is a side cross-sectional view of a conventional PSC girder bridge,
2A is a sectional view taken along the line AA of FIG. 1,
FIG. 2B is a sectional view taken along the line BB of FIG. 1,
FIG. 2C is a cross-sectional view taken along the line CC of FIG. 1,
FIG. 2D is a DD sectional view of FIG. 1,
3 is a perspective view of a PSC girder according to an embodiment of the present invention,
4 and 5 are side views of a PSC according to an embodiment of the present invention,
FIG. 6 is a side view of a PSC girder according to an embodiment of the present invention, in which a secondary PC steel wire is connected to a sheath tube for a secondary tension,
Fig. 7 is a partial side view in the vicinity of the fulcrum of Fig. 6,
8 is a plan view of a vicinity of a fringe portion in a state where a cross bar is formed according to an embodiment of the present invention,
Figure 9 is a side view of a PSC composite girder bridge having a beam formed according to an embodiment of the present invention;
FIG. 10A is a partial side view of the vicinity of a fulcrum portion in a state where a tension adjusting means according to an embodiment of the present invention is installed;
FIG. 10B is a partial side view of the state before the tension adjusting means binds the connecting steel bar according to the embodiment of the present invention,
FIG. 10C is a partial side view of the initial state in which the tension adjusting means according to the embodiment of the present invention binds the connecting steel bar
FIG. 10D is a partial side view showing a state in which the tension adjusting means according to the embodiment of the present invention pulls the connecting steel bar,
FIG. 10E is a partial side view showing a state in which concrete is embedded in a block-out groove according to an embodiment of the present invention;
FIG. 11A is a partial side view of a PSC girder according to an embodiment of the present invention, in which a fixing device is installed on one side of a PSC girder, a connecting rod is installed, tension adjusting means is installed between connecting rods,
FIG. 11B is a partial side view of a state in which a bottom plate concrete is installed in a portion except a fixing device according to an embodiment of the present invention; FIG.
FIG. 11C is a partial side view of a fixing device according to an embodiment of the present invention in a state where a fixing device is detached, a connecting steel bar is fixed, and a bottom plate concrete is installed in the remaining part.
12 is a side view of a prestressed concrete composite girder bridge according to an embodiment of the present invention.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings. However, the detailed description of known functions and configurations incorporated herein will be omitted when it may unnecessarily obscure the subject matter of the present invention.

The same reference numerals are used for portions having similar functions and functions throughout the drawings. Throughout the specification, when a part is connected to another part, it includes not only a case where it is directly connected but also a case where the other part is indirectly connected with another part in between. In addition, the inclusion of an element does not exclude other elements, but may include other elements, unless specifically stated otherwise.

Hereinafter, a prestressed concrete composite girder (PSC girder) bridge construction and a sequential construction method according to an embodiment of the present invention will be described.

A method of successive construction of a PSC girder (100) employing a composite tension system according to an embodiment of the present invention is characterized in that a primary PC steel wire (2) is tensed in a pre-tensioning manner and a curved line A sheath tube for secondary tension 110, a sheath tube 130 for continuous use and a sheath tube 120 for maintenance are arranged so that the outgoing hole 132 is formed at the side of one side end, A plurality of protruding reinforcing bars 140 protruding in a direction perpendicular to the end sides integrally with the reinforcing bars of the side beams 200 are pierced to pour concrete and a continuous PC steel wire 131 is inserted into the continuous sheathing pipe 130, And pulling out the continuous PC wire 131 by a predetermined length with the drawing hole 132 to manufacture the PSC girder 100;

Mounting a plurality of manufactured PSC girders (100) at installation positions above the piers (4) or alternations (3); Inserting a secondary PC steel wire (111) into the secondary sheathing sheath pipe (110) to combust the plurality of PSC girders (100);

The protruding reinforcing bar 140 protruding outward from the side surface of the PSC girder 100 and the reinforcing bars provided on the beam 200 are connected to each other and the PC steel wire 131 drawn out from the through hole 132 is connected Installing a beam 200 by exposing a predetermined length at an end of the beam 200 and placing concrete thereon to fix the continuous PC wire 131 while being embedded in the beam 200;

Connecting the PSC girder (100) by tensioning and fixing the secondary PC steel wire (111) during the curing of the beam (200);

Casting the bridge superstructure (400);

Fixing the continuous PC wire 131 to one side of the beam 200 and introducing a secondary prestress; And

And inserting the PC steel wire for maintenance into the maintenance sheath pipe 120 buried in the PSC girder 100 when the joint maintenance management is required, and then tensing in the post tension manner.

Hereinafter, each step will be described in more detail with reference to the drawings.

PSC Girder  Production stage

3 is a perspective view of a PSC girder 100 according to an embodiment of the present invention. 4 is a side view of a PSC with a ball lock key 141 formed on a contact surface according to an embodiment of the present invention. FIG. 5 is a side view of a PSC having a groove on a contact surface according to an embodiment of the present invention. It is.

As shown in FIGS. 3 to 5, the PSC girder 100 is manufactured by first providing a primary PC steel wire 2 in a longitudinal direction of the body in a formwork, It is understood that the primary PC steel wire 2 is fixed to the primary PC steel wire fixing part by tensioning the secondary PC steel wire 2 to introduce the primary prestress.

As shown in FIGS. 3 to 5, it can be seen that at least one or more secondary sheathing tubes 110 are provided so as to have a concave curve at the center in the longitudinal direction. Also, two continuous sheath pipes 130 are provided so as to have a concave curve at the center in the longitudinal direction. Similarly, at least one maintenance sheath tube 120 is provided so as to have a concave curve at the center in the longitudinal direction.

4) or a key groove 142 (FIG. 5) is formed on one side of the contact surface, and the block groove 160 is formed on the upper side of the one side to be the contact surface of the fulcrum , And the concrete is laid so that the draw-out hole (132) is formed on the side surface of one end portion. In addition, as shown in FIGS. 3 to 5, a protruding reinforcing bar 140 protruding laterally is disposed on the side surface of the concrete in the concrete installation process. The protruding reinforcing bar 140 is integrally connected to the reinforcing bar of the cross bar 200 to be installed later.

3 to 5, the continuous PC steel wire 131 is inserted into the continuous sheath pipe 130 and drawn out to a predetermined length by the take-out hole 132 after the concrete is laid.

That is, in an embodiment of the present invention, the PSC girder 100 is manufactured by installing at least two continuous PC steel wires 131 installed in the continuous sheath pipe 130 in the PSC girder 100, The PC steel wire 131 is drawn out to a certain length by the lead-out hole 132 formed in the notch 133 at one end of the PSC girder 100.

The pulling out of the continuous PC wire 131 from the take-out hole 132 is carried out by burying the withdrawn serial PC wire 131 into the beam 200 to be installed at the end of the PSC girder 100, The tensioned continuous PC steel wire 131 is tensioned and fixed to one side of the beam 200 to introduce a secondary prestress.

The serial PC cable 131 drawn out from the right front side of the drawing hole 132 for temporarily fixing the serialized PC steel wire 131 drawn out of the predetermined length from the drawing hole 132 formed in the cutout 133 on one side end side of the PSC girder 100, The sheath pipe 130 of the steel wire 131 may be removed and only the continuous PC steel wire 131 may be pulled out and then the continuous PC wire 131 may be temporarily fixed to the fixing hole without the continuous sheath pipe 130. However, The reason for temporarily fixing the continuous PC steel wire 131 is to prevent the stranded wire from being pulled out from the PSC girder 100 during the operation. When the PSC girder 100 is mounted on the pier 4, After the continuous sheath pipe 130 is covered with the concrete, the concrete pipe 200 is put in place. The notch 133 may be formed at the position of the lead-out hole 132 on one side of the end of the PSC girder 100. The notch 133 may be formed on the side of the cross bar 200 To prevent excessive bending and bending during embedding.

3 to 5, in the process of pouring concrete, the connecting rod 150 is fixed to one end of the PSC girder 100 so that the free end of the connecting rod 150 is exposed to the PSC girder 100 100) can be fabricated. The connecting rod 150 is for adjusting the compressive force and the tensile force at the fulcrum portion, as will be described later.

PSC Girder  Mounting stage;

After the PSC girder 100 manufactured in the above-described manner is transported to the site, the PSC girder 100 is mounted on the bridge 3 and the bridge pier 4. The ball lock key 141 formed on the contact surface shown in FIG. 4 is inserted into the key groove 142 shown in FIG. The shear-key portion including the ball lock 141 and the key groove 142 effectively resists the shear force applied to the bridge.

The PSC girder 100 is mounted on the upper portion of the bridge 3 and the PSC girder 100 is installed on the upper portion of the pier 4. The PSC girder 100 is inserted into the secondary sheath 110 through the secondary PC steel wire 111, To each other.

6 is a sectional view of a PSC girder 100 according to an embodiment of the present invention in which a second PC strand 111 is connected to a sheath 110 for a second strain Fig. 7 shows a partial side view of the vicinity of the focal point of Fig.

6 and 7, in order to make the two PSC girders 100 continuous, one end of the PSC girder 100 to which the sequential PC steel wire 131 is pulled out is brought into contact with the upper end of the pier 4, It can be seen that the two PCC girders 100 are placed on the upper part of the bridge pier 4 so that the drawn PC steel wires 131 are arranged to intersect with each other.

6 and 7, the connecting steel rods 150 having the free end exposed in the block-out groove 160 are disposed opposite to each other, and after the mounting, the secondary PC steel wire 111, The PSC girders 100 are inserted into the sheath tube 110 for secondary strain so as to burn the PSC girders 100 together.

Crossbow  Forming step

The PSC girder 100 is formed by connecting the protruded reinforcing bars 140 protruding at right angles to one side end face of the PSC girder 100 and reinforcing bars (not shown) of the beam 200, The serialized PC steel wire 131 of a certain length inserted in the continuous sheath pipe 130 drawn out from the draw-out hole 132 of the one side end side notch 133 of the side end side cutout 133 of the side end cut- In order to fix the PC steel wire 131, the wire 200 is formed by exposing the drawn-out continuous PC wire 131 by a certain length and pouring concrete.

8 is a plan view of a vicinity of a fringe portion in a state where the beam 200 is formed according to an embodiment of the present invention. 9 is a side view of a PSC composite girder bridge formed with a beam 200 according to an embodiment of the present invention.

The PSC girder 100 and the beam 200 are integrally connected to each other by connecting the protruding reinforcing bars 140 protruding at right angles to one side end surface of the PSC girder 100 to the reinforcing bars of the beam 200, So that the ends of the PSC girder 100 and the beam 200 are integrated.

A plurality of protruding reinforcing bars 140 protruding at a right angle from one side end surface of the PSC girder 100 are integrally connected to reinforcing bars laid on the beam 200 to form a beam 200 ) Is converted into a main beam 200 as a main component. In this case, a length of about 60 to 70 cm, which is exposed to the outside of the end portion of the beam 200 to fix the drawn-out continuous PC wire 131 at the end of the beam 200, is suitable for tensioning.

In the process of installing the beam 200, the secondary PC steel wire 111 inserted into the sheathing tube 110 for secondary tension is fixed after the tension, and the prestress is introduced by the post tension method to form the two PSC girders 100, And reinforces the tensile stress on the lower central portion of the concrete girder caused by the fixed load or the activation.

The tension control step and Bottom plate  concrete Step of casting

Next, a reinforcing bar is placed on the upper part of the PSC girder 100 and the beam 200 installed on the bridge pier 4, and the bottom bridge concrete is installed to install the bridge overhead structure 400. That is, the reinforcing bars are disposed on the piers 4, the PSC girder 100 installed on the upper part of the alternation 3, and the beams 200, and the bottom plate concrete is installed to install the bridge overhead structure 400.

That is, when concrete laid on the beam 200 is cured and exhibits a certain strength or more, reinforcing bars are installed on the upper part of the PSC girder 100 and the beam 200, and a bottom plate concrete is laid on the upper part of the beam 200, The structure 400 is installed.

In an embodiment of the present invention, it is possible to further include adjusting the tension between the PSC girder 100 by the tension adjusting means 300 before installing the bridge superstructure 400.

10A is a partial side view of the vicinity of a fringe portion in a state where the tension adjusting means 300 according to the embodiment of the present invention is installed. 10B is a partial side view of the state before the connecting rod 150 is coupled by the tension adjusting means 300 according to the embodiment of the present invention, And shows a partial side view of the initial state in which the adjusting means 300 binds the connecting rod 150. FIG. 10D is a partial side view showing a state in which the tension adjusting means 300 according to an embodiment of the present invention pulls the connecting rod 150. FIG. FIG. 10E is a partial side view showing a state in which concrete is embedded in the block-out groove 160 according to an embodiment of the present invention.

In an embodiment of the present invention, after the connecting rod 150 having the free end is exposed, the length of the tension adjusting means 300 is selectively adjusted to apply a tensile force or a compressive force to the both connecting steel rods 150 .

10A to 10E, the tension adjusting means 300 according to an embodiment of the present invention can be seen in that the side coupler 320 is fastened to both sides of the center coupler 310. [

The center coupler 310 is formed with a screw hole 311 therein so that the side coupler 320 can be fastened. It is preferable that the screw hole 311 is formed so that the side coupler 320 can select a fastening depth. The center coupler 310 is disposed at a position corresponding to the center of the inner coupler 320 so as to prevent any one of the side couplers 320 of the side coupler 320 fastened to the screw hole 311 from being deeply engaged and the other side coupler 320 being fastened to a thin depth. A blocking wall 312 is formed.

The center coupler 310 is formed in a square shape by forming a flat portion on the outer periphery so as to be easily rotated by a tool in order to apply a tensile force or a compressive force to the connecting rod 150 in a state where the connecting rod 150 is bound And the square shape can be configured as a rectangular, hexagonal, or octagonal shape widely used for fastening.

The side coupler 320 coupled to the center coupler 310 is formed with a side coupler bolt 322 at one end so as to be fastened to the screw hole 311 of the center coupler 310 and at the other end with a connecting rod 150 A screw hole 321 is formed so that the bolt 151 is fastened. In the case of the outer periphery of the screw hole 321 of the side coupler 320, it is preferable that the flat portion is formed so as to be rotatable by a tool or the like so as to have a square shape.

The tension adjusting means 300 binds the connecting rod 150 and applies a tensile force or a compressive force to the connecting rod 150. 10B, each connecting rod 150 fixed to the two-side PSC girder 100 is prepared so as to be able to be bound by the tension adjusting means 300 in such a manner that the height and the length are aligned with each other.

The tension adjusting means 300 shortens the length of the PSC girder 100 by fastening the side coupler 320 fastened to the screw hole 311 of the center coupler 310 deeply. In this case, the tension adjusting means 300 is prepared to be able to fasten the connecting rod 150 by locating the both side coupling rods 320 in a straight line with the corresponding side connecting rod 150 respectively.

In this state, when the both side lateral couplers 320 fastened to the center coupler 310 are loosened and the bolts 151 of the connecting rod 150 are simultaneously fastened to the screw holes 321 of the respective side couplers 320, The connecting rod 150, the side-surface side coupler 320, and the center coupler 310 are integrally fastened together as shown in FIG. 10C.

The step of introducing the compressive force to the sequential continuous PSC girder 100 includes a step of rotating the center coupler 310 so that the side-surface side coupler 320 is inserted deeply into the screw hole 321. That is, since the flat portion is formed on the outer periphery of the center coupler 310, when the tool is forcibly rotated while holding the flat portion using the clamping tool, the side coupler 320 fastening and fixing the connecting rod 150 The bolt 322 is inserted into the screw hole 311 of the center coupler 310 to be as shown in FIG. At this time, it is preferable to fix the side coupler 320 with a tool so that the side coupler 320 does not rotate with the center coupler 310.

10d, the connecting rod 150 is inserted into the screw hole 311 of the center coupler 310 in the state of FIG. 10c, so that the connecting rod 150 is pulled in the direction of the tension adjusting means 300 And a prestressing (compressive force) for holding the original state against the tensile force of the connecting rod 150 is introduced into the fulcrums of the both side PSC girders 100 in which the connecting rod 150 is embedded.

Accordingly, when a load is applied to the PSC girder 100 by the tension adjusting means 300 and the connecting rod 150, a torsional moment is generated at the fulcrum portion. Such a torsional moment is canceled by the introduced compression force, The shearing force acting on the fulcrum portion is reduced, and the fulcrural portion becomes structurally more stabilized.

The compressive force is applied to the PSC girder 100 by using the tension adjusting means 300. However, if the tension adjusting means 300 is rotated in the opposite direction as necessary to apply the compressive force to the connecting rod 150, So that tensile force can be applied to the girder 100. Therefore, according to one embodiment of the present invention, the tension of the connecting rod 150 can be selectively adjusted by rotating the central coupler 310 of the tension adjusting means 300 in the forward and reverse directions.

After the tension between the PSC girder 100 is adjusted by the tension adjusting means 300, the connecting portion of the PSC girder 100 on which the tension adjusting means 300 is mounted, that is, the block-out groove 160, .

In another embodiment of the present invention, it is possible to further include a tension adjusting step of adjusting a tensile force or a compressive force between the PSC girders 100 in the step of installing the bottom plate concrete. That is, the tension adjustment step is introduced in the process of casting the bottom plate concrete, not controlling the tension before the above-mentioned bottom plate concrete casting.

11A is a side view of a PSC girder 100 according to an embodiment of the present invention in which a fixing device 330 is installed on a side of a PSC girder 100 and a connecting rod 150 is mounted and a tension adjusting means 300 is installed between the connecting rods 150 And a partial side view showing the installed state. FIG. 11B is a partial side view of a state in which a bottom plate concrete is installed in a portion excluding the fixing device 330 according to an embodiment of the present invention. 11C is a partial side view showing a state in which the fixing device 330 according to the embodiment of the present invention is detached, the connecting rod 150 is fixed, and the bottom plate concrete is installed in the remaining part.

11A, the fixing device 330 is installed within the inflection point of the bending moment generated when the bottom plate concrete is installed on the upper part of the PSC girder 100. In the fixing device 330, (150) are arranged to be opposed to each other. In addition, the tension adjusting means 300 is mounted between adjacent connecting steel rods 150. The specific configuration of the tension adjusting means 300 and the tension adjusting method are as described above.

By adjusting the compressive force or the tensile force of the PSC girder 100 by the tension adjusting means 300, a compressive stress of a relatively large size is introduced into the upper edge of the fiducial portion and a compressive stress of a minute size is introduced into the lower edge of the fiducial portion, The tensile stress of the upper surface of the PSC girder 100 located near the fulcrums generated in the PSC girder 100 is reduced.

Next, as shown in FIG. 11B, a bottom plate concrete is installed to form a composite state with the PSC girder 100. At this time, a certain section of the vicinity of the fixing device 330 is not fixed to the bottom plate concrete, Thereby allowing the device 330 to be disassembled.

11C, after the curing of the bottom plate concrete is finished, a plurality of individual connecting steel materials are cut and the tension applied to the fixing device 330 is applied to the PSC girder through the adhesive force with the bottom plate concrete, So that the fixing device 330 of the PSC girder 100 is no longer required. Then, an empty space around the fixing device 330 is poured into the concrete.

Secondary Prestress  Introduction

Next, the secondary prestress introduction step using the continuous PC wire 131 exposed at the outer end of the beam 200 will be described. After forming the bridge superstructure 400 including the bottom plate concrete, the continuous PC wire 131 exposed at the outer end of the beam 200 is embedded in the beam 200 through the drawing hole 132 and is tension-fixed A second prestress is introduced.

The pulled out serialized PC steel wire 131 which is drawn out from the draw-out hole 132 formed in the PSC girder 100 and embedded in the cross beam 200 and exposed for a predetermined length is secondarily tensed and fixed on the beam 200, Thereby decreasing the momentum generated at the upper portion of the continuous portion of the apparatus 100.

That is, if the bridge overhead structure 400 is cured and exhibits a certain strength or more, the PCC steel wire 131 (hereinafter, referred to as " PC ") 131, which is drawn out from the draw- ing hole 132 formed in the PSC girder 100, Is fixed to the beam 200 in a continuous fixing fixture and the PSC girder 100 and the PSC girder 100 are continuously connected to each other to reduce the moment generated at the upper portion of the continuous portion.

Finally, FIG. 12 shows a side view of a prestressed concrete composite girder bridge 10 according to an embodiment of the present invention.

For maintenance PC  Maintenance steps using steel wire

As described above, the PSC girder bridge constructed by the construction method according to the embodiment of the present invention adopts the maintenance-use sheath pipe 120 at the stage of manufacturing the PSC girder 100, 120) can be used later for maintenance.

That is, in the case where common maintenance management is required, the PC steel strand for glass management is inserted into the maintenance sheath buried in the abdomen of the PSC girder 100, and then the prestress can be additionally introduced do.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is evident that many alternatives, modifications and variations will be apparent to those skilled in the art. It is to be understood that such modified embodiments are within the scope of protection of the present invention as defined by the appended claims.

1: Conventional PSC girder bridge
2: Primary PC wire
3: Shift
4: Pier
10: PSC girder bridge
100: PSC girder
110: Sheath tube for secondary tension
111: Secondary PC wire
120: Maintenance Sheath tube
130: Sheath tube for continuous use
131: Sequential PC wire
132: drawer
133:
140: protruding bar
141: Bow Rocky
142: keyway
150: Connecting rod
151: Connecting rod bolt
160: Block Out Home
200: Rear beam
300: tension adjusting means
310: center coupler
311: Central coupler or screw
312: blocking wall
320: Side coupler
321: Side coupler or screw
322: Side coupler bolt
330: Fixing device
400: Bridge superstructure

Claims (6)

A sheath pipe for secondary tension, a sheath pipe for continuous use and a sheath pipe for maintenance are arranged so as to tense the primary PC steel wire in the form of a pre-tensioning method and to have a concave curve at the center in the longitudinal direction, A plurality of protruding reinforcing bars protruding in a direction perpendicular to the side surface of the end portion are integrally connected to the reinforcing bars of the cross beams to be installed on the side surfaces of the end portions, concrete is laid, and continuous PC steel wires are inserted into the continuous sheathing pipe A step of drawing the continuous PC steel wire to a predetermined length by means of a drawer to produce a PSC girder;
Placing a plurality of manufactured PSC girders at an installation position of a pier and an upper portion of an alternation;
A step of inserting a secondary PC steel wire into a sheath pipe for secondary tension and combusting a plurality of PSC girders;
And connecting the protruding reinforcing bars protruding from the side surface of the end of the PSC girder to the reinforcing bars provided on the cross beams and filling the continuous PC steel wire drawn out from the draw- A step of exposing a predetermined length at an end of the beam and installing a concrete beam to form a beam;
Connecting the PSC girder by tensioning and fixing the secondary PC steel wire in the cross beam curing process;
Casting the bridge superstructure;
Fixing the sequential PC steel wire to one side of the cross bar after straining to introduce a secondary prestress;
And inserting the PC steel wire for maintenance into the maintenance sheath pipe embedded in the PSC girder when the joint maintenance management is required,
The PSC girder is manufactured such that the connecting rod is fixed to one end or both ends of the PSC girder to expose the free end of the connecting rod,
Before the step of installing the bridge superstructure,
Binding adjacent rigid connecting rods fixed to be exposed to the connected PSC girders by a tension adjusting means capable of adjusting the length;
Adjusting a compressive force or a tensile force of the PSC girder by selectively tensioning or compressing the jointed steel rods by selectively adjusting the length of the tension adjusting means for connecting the connecting steel rods; And
And placing the PSC girders between the PSC girders where the tension adjusting means is located, by embedding them in concrete.
delete The method according to claim 1,
Wherein the step of pouring the bridge superstructure comprises:
Installing a fixing device on a PSC girder located at an inflection point of a bending moment due to a bottom plate concrete load and installing a connecting steel material in each fixing device;
Binding the neighboring connecting rods with a tension adjusting means capable of adjusting the length;
Selectively adjusting the length of the tension adjusting means for clamping the connecting steel bar to adjust the compressive force or the tensile force by tensioning or compressing the connected steel bar; And
And a step of cutting the connecting steel material at the rear side of the fixing device after finishing the curing of the bottom plate concrete to fix the bottom steel plate in the section except the place where the fixing device is installed. Continuous construction method of PSC girder.
The method according to claim 1,
Characterized in that at least one ball rocker is formed on one side of the joint surface of the PSC girder and a key groove corresponding to the ball rocker is formed on the joint surface of the opposite PSC girder and coincided with each other. A method of continuous application of PSC girders.
The method according to claim 1,
Wherein the PSC girder is formed with a notch in a through hole formed at a side surface of one side of the PSC girder.
A prestressed concrete composite girder bridge produced by the method of any one of claims 1 to 5.

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