KR100563126B1 - Prestressed composite girder continuous bridge constructed by introducing prestressed concrete steel prestressed by a construction stage and compression stress to the upper structure through a partial down process, and constructing method thereof - Google Patents

Abstract

        The present invention is to be applied to a multi-span bridge over two spans, connecting the beams installed at a constant height in succession to the inner point, and then by the construction stage so that the tension force is introduced by the tension device installed in the point and the center of the girder The present invention relates to a continuous bridge using a prestressed composite girder and a method of installing the same, in which a prestressed composite beam including a PSC beam and a reinforced composite girder and a compressive stress is installed in an upper structure according to a partial drop. It is to use a quality control device to prevent deformation by attaching a displacement gauge that can measure the relative displacement when the prestressed composite girder descends.

        The first inner point of a bridge with an odd span of five to five spans or more than five spans, or an even span of six or more spans, and a fixed height at the first inner and central spots. The prestressed composite girders installed adjacent to each other, and the slab is poured, and then the prestressed devices are connected to each other by the tension lines connected to the anchorages connected to the two ends of the prestressed composite girders. To introduce

       Unlike the prior art, in order to improve the durability and smooth construction even in multi-span continuous bridges of 3 spans or more, which were not applied in the conventional up-down and down methods, up to 5 spans are not performed in all bridge piers. Alternatively, the down process may be performed only at the first inner point of a bridge having an odd span of five spans or more, or in the case of even spans of six or more spans. The prestress is introduced into the upper structure by tensioning the PS steel by introducing tension to the strand installed by the anchorage installed in the lower portion of the center of the prestressed composite beam after the partial down process of introducing the necessary prestress to the upper structure. Prestress to the girder In the introduction, it is characterized by causing the compressive force for each construction stage by the PS steel and the partial down process.

       In addition, a prestressed composite is characterized in that a displacement gauge, which is a quality control device for preventing harmful stress from acting upon the synthetic girder, is installed by attaching a displacement meter to measure the displacement of the girder when the prestressed composite girder is lowered. Girder continuous bridge construction method

Description

 Prestressed composite girder continuous bridge constructed by introducing prestressed concrete steel prestressed by PS steels that introduce prestresses at each construction stage and installed by introducing compressive stress to the upper structure through a partial down process a construction stage and compression stress to the upper structure through a partial down process, and constructing method             

1 (a), (b), (c), (d), (e), (f) is a diagram showing a step-by-step CS bridge construction using a conventional branch point rise and fall.

     Figure 2 (a), (b), (c), (d), (e), (f) is a view showing a method for constructing a continuous bridge in stages using the partial down process of the present invention.

     3 is a view showing a section A of FIG. 2 in detail;

     4 is a view showing yet another embodiment of a displacement meter installed in section A of FIG.

     5 is a view showing the installation method of the transverse and vertical scale of the displacement meter of FIG.

     Figure 6 is a view showing in detail the pooling and lowering device of the present invention.

    Figure 7 is a plan view showing the installation and the lowering device of the present invention on the inner point portion.

8 (a) (b) (c) (d) (e) show moments generated when the partial down process of the present invention is applied over multiple spans.

Figure 9 (a) (b) (c) is a moment distribution diagram showing the moment generated in another conventional multi-span continuous bridge.

     Figure 10 (a) (b) is a view showing the moment generated by performing the next step in the central pier is another embodiment of the partial down process of the present invention and partially tensioned step by the strand.

     FIG. 11 is a view showing a moment generated by uneven down with different down sizes in an inner piers, another embodiment of the partial down process of the present invention. FIG.

<Description of the symbols for the main parts of the drawings>

        10: prestressed composite girder continuous bridge 11: outer point

        12: inner branch portion 13: bottom plate

        14: teaching device 15: connection portion

        16: ascon packaging

        20; Prestressed Composite Girder

        30; Lowering amount 31: High wage

        40: branch tension device 41: anchorage

        42: stranded wire

        50: central tension device

        60: pulling and lowering device

        70: displacement meter 71: displacement measurement horizontal frame

        72: blister 73: insect repellent pad

        81: vertical scale 82: lateral scale

        83: wing 84: scale

        85: hole 86: bonded iron piece

        100: PS seabeam 101: Branch part

        102: central point portion 103: the chair device

        110: PS seabeam 111: branch

        112: high wage 113: increase

        114: descending amount 115: connecting portion

        116: bottom plate

According to the present invention, the first inner point portion of a bridge having an odd span of five spans or more than five spans or an even span among bridges having six or more spans has a constant height in the first inner spot and central spots. Point tension where the prestressed composite girders installed adjacent to each other are connected to each other, and the bottom plate is placed and sequentially connected, and the anchorages installed at both ends of the adjacent prestressed composite girders are connected to each other with a strand. The prestress is introduced into the composite girder by introducing compressive stress using the device,

     Unlike the prior art, in order to improve the durability and smooth construction even in multi-span continuous bridges of 3 spans or more, which were not applied in the conventional up-down and down methods, up to 5 spans are not performed in all bridge piers. Alternatively, the down process may be performed only at the first inner point of a bridge having an odd span of five spans or more, or in the case of even spans of six or more spans of a bridge. After the partial down process of introducing the necessary prestress to the upper structure, the tension force is introduced into the strand installed by the anchorage installed in the lower part of the center of the prestressed composite beam to tension the PS steel to maximize the post-tension effect to the bridge upper structure. By introducing prestress, In the introduction of prestress to the composite girder, it is to induce compressive force by construction stage by PS steel and partial down process.

     Prestress to prevent displacement of the composite girder due to the difference in the amount of fall when the pre-stressed composite girder is lowered by attaching a displacement meter to measure the displacement of the girder to prevent harmful stress on the composite beam The present invention relates to a continuous bridge construction method for composite girders.

     The purpose of the present invention is to lower the amount of the original girder initially, while preventing the generation of harmful stress on the girder that occurred in the point due to the conventional girder while tensioning the stranded wire installed in the girder so that the tension force is introduced into the girder construction of the continuous bridge It is possible to reduce construction cost by reducing the process of the process, and to measure the unilateral deflection that may occur on the girder when the girder is lowered, so as to prevent the generation of harmful stress that may occur on the girder, To provide a pre-stressed composite girder continuous bridge construction method having a post-tension effect to reinforce the load capacity of the bridge when the continuous bridge is aging or reinforcement of the load capacity of the bridge to re-tension the tension device installed on the girder It is.

      The summary of the features of the main configuration of the present invention described above is as follows.

     (1) In the case of bridges with odd spans of up to 5 spans or more than 5 spans in multi-span continuous bridges, the first inner spot and center spots in case of even spans among bridges of 6 spans or more. The high loading amount 31 of a constant height is formed on the top of the holding device and the lowering device 60, and then the prestress compound girder 20 is installed thereon.

     (2) the prestress is introduced to the upper structure of the bridge by introducing a compressive force to the girder 20 by tensioning the strand 42 connected to the point tension device 40 installed at the upper both ends of the beam 20 at both sides. ,

     (3) If the first inner point of a bridge having an odd span of up to five spans or more than five spans, or an even span among six or more spans, a fixed high dose on the first inner spot and a central spot ( Down the prestressed composite girder 20 installed by 31),

    (4) to tension the strand 42 connected to the central tension device 50 installed below the central portion of the beam 20 to introduce prestress into the bridge superstructure,

      (5) When the girder 20 is lifted and mounted on the inner point portion 12 by a constant high dose 31, the blister 72 is installed on the displacement meter 70 installed on the lifter and lowering device 60. By using the girder 20 is attached to a quality control device to be lowered while maintaining the horizontal to be seated on the bridge device 14 to manage the quality of the bridge.

     As a conventional technique corresponding to the present invention, the prestress introduction method by the mid-point rise and fall introduced in the design guideline of the composite structure of steel and concrete issued by the Japanese Society of Civil Engineers on March 20, 1989 is introduced. Due to the disadvantages of complicated and difficult maintenance after completion, the construction method is not used at present, the detailed construction method is the same as the construction sequence of FIG.

     Referring to the drawings, the construction sequence is as follows.

    Figure 1 (a) shows the manufacturing of short span PS beam which is conventionally a correction structure,

      (b) is the PS beam (110) to the hydraulic jack that is the branch point 111 is raised to a predetermined length installed on the branch portion 101 and the central point portion 102 on both sides of the PS beam (110) On the center point 102 through the) shows that the PS beam (110) is lifted up in a fixed state at a constant high dose 112 on the hydraulic jack,

      (c) installs reinforcing bars and steel sheets in the continuous portion of the PS beam 110 in a constant state of succession to the central point portion 102 and welds them, connects them, and pours concrete to connect the connecting portion ( 115) to show the process of forming a continuous bridge (100),

      (d) shows that the PS beam 110, which is installed to be lifted at a constant high dose 112 onto the central point portion 102, is raised by a constant amount 113 again,

      (e) pours the bottom plate 116 on top of the PS beam 110, which is lifted upward by the high dose 112 and the rise amount 113 in step (d) and connects the beam with the beam. After installing the cross beams to lower the 114 as much as the high dose and the rising amount of the raised PS beam again to the seating device 103 installed in the central point portion 102,

      (f) shows step by step the process of installing the PSC beam continuous bridge 100 by installing a bridge on top of the continuous CS beam 110 through the step (e) above.

        Features of the main components of the continuous bridge 100 installed through a series of processes,

        (1) After installing the beam 110 by a constant high dose 112 on the point portion

        (2) The beam 110 is raised upward by a certain amount of the rising amount 113.

        (3) again lowering the beam lifted up by the high and rising amounts by a certain amount of descending 114 to the intersection device 103 of the central point portion 102;

        That is, the continuous bridge is installed while lifting the raised beam again and descending the beam which is lifted in this way to be seated at the point.

        In addition, as a technology filed using the above method, filed on October 08, 1998 and registered as a Patent No. 10-0328320, "Continuous Method of PS Beam Using Point Rise and Fall" and January 22, 1998 The application method is a patented "No. 10-0283603", "Pease C beam continuity method using the rising and falling point" and the application of the date of January 21, 1999, and registered as "10-0341342", the rising and falling of the branch Construction, repair, and reinforcement method of the PS beam beam bridge, which is used, and the same method as the above-mentioned method, which also includes the following problems. The problem is to raise the beam for the purpose of improving the stress at the central point. At this time, in the structure of the point part before the bottom plate is placed, the parent moment acts additionally, and harmful tensile stress is additionally generated at the upper edge of the beam. To remove the harmful stress generated at the upper edge of the beam by acting greatly, but in actual construction, as much as the amount of rise and fall must be controlled by the deviation of the rise and fall amount, the construction complexity is complicated, Problems such as increased construction costs and harmful stresses have been introduced at the branch.

For reference, the high dose 112 in the continuous bridge spanning 30 m, which is applied in FIG. 1, is 150 mm, the amount of rise 113 is 200 mm, and the amount of descending sum of the high dose 112 and the amount of rise 113 ( 114) is 350 mm.

        That is, the characteristics of the continuous bridge described above will be described by substituting the above numerical values.

        (1) After the beam is fixedly installed by a constant high dose (150 mm) on the point portion

        (2) ascending up the beam by a certain amount (200 mm)

(150mm + 200mm)

        (3) Install the continuous bridge by lowering the beam (150mm + 200mm) that is lifted up by the high dose and the amount of lift up by the amount of descending (350mm) to the seating device of the central point.

It is.

When explaining the technical difference between the present invention and the prior art in the above summarized once again by using a degree of stress generated as follows.

As shown in the above moment comparison table, in the prior art, a moment is generated by applying an up (UP) process of lifting a beam upward by 200 mm, but in the present invention, there is no up (UP) process and a moment is generated. In addition, in the prior art, there is no post-tension process and no moment is generated, but in the present invention, there is a post-tension process and it can be seen that the moment is generated.

    In other words, the prior art up process means that the beam is lifted upward from the point part, which means that harmful stress may be applied to the beam and cracks may be generated in the beam. In the present invention, there is no up process, which is a process of lifting the beam again in the prior art, so that harmful stress does not occur in the beam, and thus, the possibility of causing cracks in the beam is basically excluded. In the post-tension method, in the present invention, a strand is installed at a lower portion of the center portion of the beam by using a fixing unit, the beam is installed at a point, and after the beam is continually introduced, the prestress is separately introduced into the beam by introducing a tension force to the strand installed on the beam. In the prior art, there is no post-tension process, so the beam is prestressed separately. It means that there can be introduced. In addition, the anchorage and the strand used in the post-tension as a reinforcing reinforcement device to re-tension the strand when the aging of the bridge and reinforcement of the load is required later to introduce tension to the beam to extend the durability of the bridge. It is to play a role.

As shown in the above moment comparison table, if the cross-sectional specification in the up process and the cross-sectional specification in the down process of the present invention are the same in the prior art, M7 = M5-M3 and M8 = M6-M4. As the relationship is formed, it can be seen that the structural dynamic effect by the technique of the present invention is excellent by the magnitude of the post-tension effect, that is, M9 and M10.

     In terms of workability, since the construction requires a great deal of power and attention to raise a heavy weight structure, the present invention excludes the UP process, which is adopted in the prior art, so that the beam can be leveled when the beam descends. The moment comparison table clearly demonstrates that if only the DOWN process is carried out, simple construction and post-tension effects can be applied and economical and secured bridges with excellent quality can be constructed.

    Another prior art relates to a "multi-span continuous composite structure without an ascending process," filed on May 8, 2002, registered under registration number 20-0285993, which shows a moment generated in a bridge of the present invention. Moment is generated as shown in Figure 9, the design is to mount the mold and before the connection and the amount of the design fall on the outer point and the inner point before the connection, and the bottom flange of the mold by removing the mounting gripping in the state of placing the bottom plate concrete The compressive force is introduced into the bottom plate concrete at the inner point.

     When describing the technical content of the invention in detail

       -At the inner point, install the mounting platform corresponding to the descending amount to introduce the compressive force to the bottom plate concrete, and attach it to the outer point at any one of the two outer points, and release the mounting ring to apply the compressive force to the bottom plate concrete. Introducing,

       -It is to apply the compressive force to the bottom plate concrete by releasing the ridge and releasing the ridge in both of the two outer points while carrying out the ridge in the inner point.

     The above description is carried out at all or one of the two points of the inner branch and the outer branch, so that the girder between at least one span is always in the state of being totally held on the branch and is lowered. The whole of one girder is held down and descends.

     In the five-span continuous bridge to which the prior art is applied as shown in FIG. 9, when the down process is performed at all inner point piers to control the parent moment of the first inner piers, as shown in FIG. In one case, a parent moment Ma is generated in the inner pier located in the center part, and it acts as a moment distribution and superimposition of the design load, indicating a harmful quality state, and an inner pier is additionally designed, or additionally due to construction errors. If a problem such as point settlement occurs, the contradiction point in which the positive moment (Mc) is generated in the first inner pier that receives the largest parent moment under the design load, the prior art cannot be applied to bridges longer than 5 spans. Due to the structural problems, there are no cases of design and construction that apply the above technology to more than 5 spans in Korea and abroad. And, there is a very difficult disadvantage that the construction to make the same amount of down and rise at all points.

The present invention is a technique proposed to improve the above problems, the same principle is applied to not only the conventional PS concrete beam bridge, but also pre-stressed steel bridge is called prestress composite girder, such pre-stress composite girder, the pre-stress composite girder Alternatively, by lowering the girder mounted by the high dose of a certain height on the inner point and the central point by only the high dose, the compressive force is introduced to the girder by lengthening the stranded wire installed in the girder while preventing the generation of harmful stress on the girder. To reduce construction costs by reducing the process of bridge installation work of continuous bridges, to reduce construction costs, and to prevent unilateral sagging of girders due to the lowering of the girders, a displacement gauge is installed to prevent harmful stresses on the girders. So that you can precisely install Of prestressed composite girders with post-tensioning effect to reinforce the load-bearing capacity of the bridge by installing a displacement gauge as a quality control device and re-tensioning the tension device installed on the girder when the continuous bridge is deteriorated or the load capacity needs to be reinforced. It is to provide a continuous bridge construction method.

According to the present invention, the first inner point portion of a bridge having an odd span of five spans or more than five spans or an even span among bridges having six or more spans has a constant height in the first inner spot and central spots. Point tension device that is installed by the stiffness of the joint, adjacently installed prestressed composite girder connected to each other, the bottom plate is placed in a continuous manner, and anchors installed at both ends of the adjacent prestressed composite girder connected by a strand The prestress is introduced into the composite girder by introducing the compressive stress, and the first inner point of the bridge having the odd span of the bridge up to 5 spans or more than 5 spans, i.e., from 6 spans or more spans For even spans, a constant high dose (3 Down the prestressed composite girder 20 installed by 1),

 The prestress is introduced into the upper structure of the bridge to maximize the post-tension effect by tensioning the strand 42 connected to the central tension device 50 installed below the central portion of the beam 20.

       When descending the girder 20 mounted on the inner point portion 12 or the first inner point portion and the central point portion with a constant high dose 31, the displacement meter 70 installed on the holding and lowering device 60. By using the installed blister 72 is characterized in that the girder 20 is attached to the quality control device to be lowered while maintaining the horizontal to be seated on the bridge device 14 to manage the quality of the bridge.

       Hereinafter, described in detail by the accompanying drawings the configuration and operation of the present invention.

        2 (a), (b), (c), (d), (e), and (f) are views showing a method of constructing a continuous bridge step by step using a partial down process of the present invention. ,

       (a) shows the manufacture of the PS seam beam or the composite girder bridge into which the prestress used conventionally is introduced,

       (b) is the prestress composite girder 20 produced on the first inner point portion or the first inner point portion and the center point portion while mounting the girder on the outer point portion 11 and the inner point portion 12 on both sides; The prestressed composite girder 20 is mounted on the hydraulic jack or screw jack, which is the spooling and lowering device 60, which is raised upward at a predetermined height, and the prestressed composite girder 20 is fixed on the hydraulic jack. To show that it was installed in a state of being held as 31,

        (c) welds and installs reinforcing steel and steel plate to the continuous portion of the prestressed composite girder 20, which is held on the first inner point portion or the first inner point portion and the central point portion at a predetermined height upward. It shows the process of forming a continuous bridge (100) by forming a connection portion 15 by curing with concrete in the

        (d) is a bottom plate (13) on top of the prestressed composite girder (20), which is installed to be lifted at a constant high dose (31) upwards at a constant height on the first inner point portion or the first inner point portion and the central point portion. ) Shows the introduction of prestress into the composite girder by introducing compressive stress using the point tensioning device connected to each other with a strand of anchorages installed at both ends of the prestress composite girder installed adjacent to each other.

       (e) is a hydraulic jack or screw which is the spooling and lowering device respectively installed in the lower portion of the prestressed composite girder 20 which is installed on the first inner point portion or the first inner point portion and the center point portion in succession in step (d). Displacement meter 70 is connected to each other in a jack, and the prestressed composite girder in the stagnant state is lowered while the girder 20 is horizontally lowered by using the blister 72 installed in the displacement meter 70. It is to be seated on the bridge device 14 installed in the point portion 12 so that no displacement occurs,

       (f) the road pavement on the upper portion of the continuously installed prestressed composite girder 20 while tensioning each of the strands 42 installed in the lower portion of the central portion of the prestressed composite girder 20 to introduce post-tension to the girder 20. 16) shows a step-by-step process of installing the prestressed composite girder continuous bridge (10) by preventing corrosion to the fixing device (40, 50) and the strand (42) installed around the girder (20).

The features of this construction method

     (1) sticks the prestressed composite girder 20 on a hydraulic jack or a screw jack, which is a raising and lowering device 60 which is raised upward at a constant height on the first inner point portion or the first inner point portion and the central point portion,

     (2) introduces the prestress into the composite girder by introducing a compressive stress using a point tension device that is connected to each other by a strand of anchorages installed at both ends of the prestress composite girder;

(3) is a displacement meter 70 to the hydraulic jack or screw jack which is the stabilizing and lowering device installed in the lower portion of the prestressed composite girder 20 successively installed on the first inner point portion or the first inner point portion and the center point portion. Installed and attached to the lowered prestressed composite girder in the stagnant state while using the displacement meter 70 to fall horizontally,

     (4) is to tension the strand wire 42 installed in the lower portion of the center portion of the prestress compound girder 20 to introduce a post-tension force to the girder 20, respectively.

The lowering of the girder 20 held at the constant high dose 31 by the high dose lowers the amount 30 so as to prevent occurrence of cracks, which are harmful stresses in the girder 20.

     Regarding the lack of load capacity that may be possible by lowering the girder as much as the high dose, the stranded wire connected to the upper part both ends of the girder 20 and the lower side tension device 40 and the central tension device 50 installed on the lower side of the center part. To tension the 42 to introduce a tension force to the girder 20 to reinforce the load capacity.

     The point tension device 40 and the center tension device 50 is a strand wire 42 connected to each of the tension device (40, 50) when the continuous bridge (10) is aging or reinforcement of load capacity is required It is also installed to reinforce the bridge to reinforce the load capacity of the bridge.

    In the case where the girder 20 stuck to the first inner point portion or the first inner point portion and the center point portion at a constant high dose 31 is lowered again by a high dose as a descending amount 30, a typical 30m span continuous bridge In the case of describing the reference, the high wage 31 is lifted and mounted so as to be 150 mm, and the high wage 150 mm is lowered again as the lower amount 30, and then the first inner point part or the first inner point part and the center are lowered. The bridge 10 is installed by seating on the bridge device 14 installed on the branch.

3 is a view showing the cross-section A of FIG. 2 in detail, when lowering the girder 20 successively installed on the first inner point portion or the first inner point portion and the central point portion by being raised at a constant high dose 31. A plurality of displacement measuring horizontal frames 71 are installed vertically in a hydraulic jack or a screw jack, which are respectively a spool and a lowering device 60 installed at the lower part of the girder, and a blister 72 is formed at the center of the horizontal displacement measuring frame 71. ) Is formed.

    When the girder 20 is lowered by the high dose 31, the girder 20 is lowered horizontally while descending the hydraulic jack or the screw jack, which are the high and low amount devices 60, in this case. And because there is a risk that a deviation or the like is generated in the lowering device (60) due to the deviation of the girder 20, the blister 72 is installed in the displacement measuring horizontal frame 71, which is the displacement meter 70 at this time This is to prevent the occurrence of the deviation displacement according to the deviation of the girder 20 by continuously descending the girder 20 while observing whether is located in the center.

At this time, the displacement measuring horizontal frame 71 is attached to the side of the pulley and the lowering device 60 in plural numbers to check the horizontality. Because it can be confirmed.

       The blister 72 installed at the center of the displacement measuring horizontal frame 71 is used to check whether the instrument is horizontal when surveying. If the instrument is horizontal, the blister 72 is positioned at the center. The survey will be conducted after confirming this. This phenomenon is to be applied to the construction of the continuous bridge 10, when the lowering and lowering device 60 is horizontal and lowered, since the blister 72 installed in the displacement measuring horizontal frame 71 is positioned at the center. The descent work will continue.

       Figure 4 is a view showing another embodiment of the displacement meter installed in the cross-section A of Figure 2, the first inner point portion or the first inner point portion and the central point portion on the girder 20 successively installed on the central point portion, respectively, A lowering device 60 is installed, and a plurality of horizontal scales 82 are connected to each other by the coupling portion 87 in the vertical direction between the stacking device and the lowering device, and the plurality of horizontal scales 82 are in contact with the horizontal scales 82. The vertical scale 81 is a displacement meter 70 fixedly installed on the first inner point portion or the first inner point portion and the center point portion.

       5 is a view showing a horizontal and vertical scale installation method of the displacement meter of Figure 4, as described in Figure 4 above the first inner point portion or the first inner point portion and the centering portion installed on the lower point ( 60, a plurality of vertical scales 81 are installed at regular intervals, and a horizontal scale 82 is provided so as to be perpendicular to the vertically installed vertical scale 81 at regular intervals up and down. It is a displacement meter 70 which forms the coupling iron piece 86 of fixed size in which the hole 85 was formed in the center part in the both end parts of 82.

      The bolted connection or welding is performed by connecting bolts 86 to the upper and lower portions of the spooling and lowering device 60 of FIG. 6, which will be described later, with the coupling iron piece 86 provided at both ends of the lateral scale 82. It is.

      Scales 84 are formed on the entire surface of the vertical and lateral scales 81 and 82 at regular intervals to prevent the unilateral displacement of the beam caused by varying the falling amounts by using the graduations to be constant. To do this.

Figure 6 is a view showing in detail the pooling and lowering device of the present invention, the first inner point portion or the first inner point portion and the portion installed in the upper portion of the upper portion and the central girder 20 in close contact with the portion installed It is configured, and the movable part is moved up and down by hydraulic or screw between the two parts, the wing portion 83 of a predetermined size is formed on the side of the two portions, but the hole in the center of the wing portion 83 A 84 is formed, and a portion of the girder 20 which is installed in close contact with the lower surface of the girder 20 is provided with a insect repellent pad 73 so that the holding device and the lowering device 60 are in close contact with the girder 20 when the girder descends. It is installed to absorb the impact of the weight of (20).

     7 is a plan view showing the installation and the lowering device of the present invention on the inner point portion in a plan view, as shown in the drawing on the upper surface of the first inner point portion or the first inner point portion and the central point portion as shown in the figure; Install the 60 in four directions and install them by connecting to each other with a displacement meter 70 and then to lower the girder 20 by using the pool and lowering device (60).

    Said hoisting and lowering device 60 is to be installed in close contact with the lower part of the girder 20 so that it may be installed in the upper part of a 1st inner point part or a 1st inner point part, and a center point part, and is shown in the lower part in which the girder 20 is installed. You will install it as in

    Although the drawing showing the pooling and lowering device 60 has been described using a screw jack as an example, it is also apparent that a jack using a hydraulic jack and a lever (not shown) can also be used as well as all types of pooling and lowering devices described above. It is also clear that all kinds of displacement meters 70 mentioned in the present invention applied to (60) can be applied and utilized.

    4 and 5, the method of connecting with the stool and lowering device 60 is connected to the stool and lowering device 60 at regular intervals up and down the displacement measuring horizontal frame 71 in FIG. It can also be applied to the method.

    In addition, while the displacement meter 70 is a mechanical device, while the sensor is installed in the tack and lowering device 60 using a computer and the sensor is connected to the computer, the tack and lower device 60 is The program of the computer and the horizontal so that the displacement is not generated in the girder 20 while adjusting the amount of falling of the beam 20 by using the falling program already stored in the program by connecting to the hydraulic jack or screw jack It should be noted that a computer-based method of lowering the hydraulic jack while adjusting the hydraulic amount of the hydraulic jack or the lowering amount of the screw jack may be used.

8 (a) (b) (c) (d) (e) illustrate moment distributions generated when the partial down process of the present invention is applied to multiple spans. In this figure, a five span continuous bridge is described as an example. However, the present invention is a technique that can be applied to all continuous bridges of more than two spans.

       Figure 10 (a) (b) is a view showing the moment generated by partially performing step tension by a PS steel, such as a strand, in a central pier which is another embodiment of the partial down process of the present invention, (a) is Moment is generated by performing the down process in the center piers, and (b) shows the location of the partial stresses that occur when the down process is performed in the middle piers and stepwise tension is applied.

       FIG. 11 is a view illustrating a moment generated by varying down sizes in the inner piers, which is another embodiment of the partial down process of the present invention, to differently down, and different down sizes of the inner piers and the outer piers.

     Referring to the step of installing the continuous bridge of the present invention already described in FIG. 2 in connection with the moment distribution diagram of the present invention is as follows.

           (a) fabricates a PSC beam or a composite girder bridge into which prestresses used in the prior art are introduced, and are high-mounted on the first inner point portion or the first inner point portion and the center point portion, and the prestressed composite girder ( Placing concrete on the continuous part of 20) forms the connecting part 15, and casts the bottom plate, and tensions the strand of the anchorages installed at both end portions of the prestressed composite girder adjacent to each other and introduces a compressive force to the composite girder. The prestressed composite girder 20 is lowered and seated on the seating device 14 while preventing the unilateral displacement caused by the displacement cradle, and the stranded wire 42 provided below the central portion of the prestressed composite girder 20 is mounted. Showing the prestressed composite girder continuous bridge 10 installed by introducing the after-tension force to the girder 20 by each tension. Will be

          (b) shows the design load moment distribution on the continuous bridge installed according to the above procedure,

            (c) shows the prestress distribution diagram introduced into the girder,

           (d) differently from the prior art, by holding the girder on the first inner point or the first inner point and the center point and down only by the high dose (the arrow of the main figure is down). Moment distribution).

           Here, the reason for lowering the girder of the girders installed only in the first inner point part is similar to when the entire piers are down as in the moment diagram of this figure, compared to bringing down the girders installed in all conventional points. The size of the piers is more than twice as large (Mb << Md), and even if the inner piers are subsided, the moment of tension is increased due to the overlapping effect by tensioning the PS steel wires such as the partial down process and the strand. In the center, it can be seen that it is a very effective process to offset the design load by inducing parent.

         (e) shows the moment generated by additionally introducing prestress into the upper structure by stretching the unstrained strand in the first steel manufacture, which is a strand steel connected to the anchorage installed in the center of the girder.

Therefore, the use of the technique of the present invention has the advantage that can be eliminated by the effects through the tension of the PS steel, such as Md and stepped strand by the step down process Ma, Mc such as shown in the prior art.

As described above, the result of applying the prestressing method introduced stepwise by the tension and partial down process of the steel strand of the PS steel shows that it is possible to construct an economical and excellent continuous bridge by simple construction and improved durability compared to the conventional technology.

The present invention relates to a method for constructing a multi-span continuous bridge of two spans or more using a prestressed composite girder, wherein the beam mounted on the first inner point portion or the first inner point portion and the center point portion by a high dose of a predetermined height is It reduces the construction cost by facilitating the construction process by reducing the process of bridge installation work of continuous bridges by tensioning the stranded wire installed in the girder while preventing the occurrence of harmful stress on the girder while reducing only the high dose of In order to prevent the lateral deflection of the beam due to the descending of the girder, by installing a displacement meter, a displacement gauge, which is a quality control device, is installed so that precise construction is performed so that no harmful stress is generated in the beam during bridge construction. The long installed in the beam in case of aging or reinforcement of load capacity It is economical to reload the equipment to reinforce the load capacity of the bridge, and it is easy to reinforce the reinforcement even when the retirement and load capacity of the bridge is required while maintaining the quality of the bridge to ensure the bridge's planned durability life. It is a very efficient method of constructing a continuous bridge.

Claims (17)

The prestressed composite girder 20 is mounted on the spool and the lowering device 60 that is upwardly raised to a certain height on the point portion of the multi-span continuous bridge, and is installed in a state in which it is fixedly connected to the inner point portion 12 in succession. The prestressed composite girder 20 is connected by using reinforcing bars and steel sheets, and concrete is poured to form a connecting portion 15, and the bottom plate 13 is placed on top of the continuous prestressed composite girder 20. In the continuous bridge constructed by installing a cross beam connecting the girder 20 and the girder 20 to each other,     Tension force is introduced into the point tension device which is connected to each other by the strand 42, the fixing unit 41 provided on the upper both side end points of the prestress compound girder 20 installed adjacent to the inner point portion 12, The first inner point and center point of the first inner point of a bridge with odd spans of up to five spans or more than five spans, ie from six spans, or of even spans of six or more spans. Connecting a plurality of displacement measuring horizontal frame (71) up and down in the spool and lowering device (60) installed on the top, and install a displacement meter formed with a blister 72 in the center of the displacement measuring horizontal frame (71), The girders are lifted up by a predetermined high wage amount 31 by the high and low tension devices provided with the displacement meter on the first inside point or the first inside point and the center point. Partly down to the amount of descending only 30 as the high dose to be seated on the seating device 14, the tension wire 42 connected to the central tension device 50 installed in the lower center of the prestress composite girder 20, respectively, Prestressed composite girder continuous bridge installed by introducing compressive stress to upper structure through partial down process .        The method of claim 1,        The partial down is carried out in the central piers, and the ps-steel is introduced to the pre-stress according to the construction stage, which is characterized by partial tensioning using the strand, and the compressive stress is introduced into the upper structure through the partial down process. Prestressed composite girder continuous bridge.        The method of claim 1,        Pre-stressed composite that is installed by introducing compressive stress to the upper structure through partial down process with PS steel that introduces prestress for each construction stage characterized by uneven down with different down sizes in inner piers during partial down Girder continuous bridge. The method of claim 1,      The displacement meter is formed on the body of a plurality of vertical scales 81 vertically installed at regular intervals between the spool and lowering device 60 installed on the inner point portion 12, the vertically installed vertically A horizontal scale 82 is provided so as to be perpendicular to the scale 81 at regular intervals up and down, and a coupling iron piece 86 having a constant size is formed at both ends of the horizontal scale 82, and the coupling iron piece ( 86) and the upper portion through the partial down process with the PS steel to introduce the pre-stress by the construction stage, characterized in that the bolt portion or the bolt portion connected to each other and the welding portion 83 installed in the spool and lowering device 60 Prestressed composite girder continuous bridge installed by introducing compressive stress into the structure.        The method of claim 4, wherein        The blister is formed on the body of the vertical and horizontal scales, and the entire surface is subjected to the PS steel and the partial down process to introduce the prestress for each construction step, characterized in that the graduations 84 are formed at regular intervals. Prestressed composite girder continuous bridge installed by introducing compressive stress to the superstructure.        The method according to claim 1 or 4,        The displacement meter installs a sensor in the pooling and lowering device 60, and connects the sensor to a computer, and connects the sensor to the pooling and lowering device, and lowers the amount of the girder by using a lowering program already stored in a computer. Part of the CS steel and the introduction of pre-stress for each construction stage characterized in that the lowering by adjusting the hydraulic amount of the hydraulic jack or the lowering amount of the screw jack by using the program of the computer so that the displacement does not occur in the girder while adjusting the Prestressed composite girder continuous bridge that is installed by introducing compressive stress to the upper structure through the normal down process. In the construction method in which a multi-span continuous bridge is installed by connecting prestressed composite girders composed of PS beams or steel composite girders into which prestresses are introduced,         (a) manufacturing a conventional prestressed composite girder 20 which is a correction structure;        (b) The number of the bridges from up to five spans or more than five spans, i.e., from six spans, while mounting the girder on the outer point portion 11 and the inner point portion 12 of the prepared prestressed composite girder 20 on both sides. In the case of even-numbered span among the first inner point part of the bridge having a span of 6 or more spans, the hydraulic jack which is a swelling and lowering device 60 which rises upward at a constant height on the first inner point part and the center point part or Placing the prestressed composite girder 20 on a screw jack;        (c) welding and installing reinforcing bars and steel sheets in the continuous portion of the prestressed composite girder 20 which is held on the first inner point portion or the first inner point portion and the central point portion at a constant height upward; Filling curing with concrete to form a connecting portion 15 to form a continuous bridge (100);         (d) a bottom plate 13 on top of the prestressed composite girder 20 which is installed to be lifted at a constant height at a constant height upwards on the first inner point portion or the first inner point portion and the central point portion. Introducing a prestress into the composite girder by placing a compressive stress using a point tensioning device connected to each other with a strand by placing anchors installed at both end portions of the prestress composite girder adjacent to each other;        (e) Hydraulic jacks or screw jacks, which are the spooling and lowering devices respectively installed in the lower portion of the prestressed composite girder 20 successively installed on the first inner point portion or the first inner point portion and the central point portion in step (d). One side of the girder 20 by horizontally installing the displacement gauges 70 to each other and using the blisters 72 installed on the displacement gauges 70 while lowering the prestressed composite girder in the stagnant state. Seating on a seating device (14) installed in the point portion (12) while preventing displacement; And        (f) pavement 16 on the upper part of the continuously installed prestressed girder 20 while tensioning each of the strands 42 provided on the lower portion of the center of the prestressed girder 20 to introduce post-tension to the girder 20. ) And the pre-stressed composite girder continuous bridge 10 is installed to prevent corrosion of the fixing devices 40 and 50 and the stranded wire 42 installed around the girder 20. Prestress composite girder continuous bridge construction method installed by introducing compressive stress to upper structure through partial down process with PS steel to introduce prestress.        The method of claim 7, wherein        The displacement meter is provided by connecting a plurality of displacement measuring horizontal frames 71 vertically to the spool and lowering device 60 provided on the first inner point portion or the first inner point portion and the center point portion, wherein the displacement measuring horizontal Continuous prestressed composite girders installed by introducing compressive stress to the upper structure through partial down process and PS steel which introduces prestress for each construction stage characterized by the formation of blister 72 in the center of frame 71 Construction method.        The method of claim 7, wherein        The displacement meter vertically installs a plurality of vertical scales 81 at regular intervals between the spool and the lowering device 60 installed on the inner point portion 12, and is vertically fixed with the vertical scales 81 installed vertically. A horizontal scale 82 provided at right angles at intervals is provided, and coupling iron pieces 86 having a predetermined size are formed at both end portions of the horizontal scale 82, and the coupling iron pieces 86 and the holding and lowering devices are arranged. Compression stress is applied to the upper structure through a partial down process and the PS steel which introduces the prestress for each construction stage, characterized in that it is a displacement gauge that is connected to the bolt nut or welded to each other and the wing portion 83 installed in the (60). Pre-stressed composite girder continuous bridge construction method introduced and installed.        The method of claim 9,        Compression stress is introduced into the upper structure through the partial down process with the PS steel which introduces the prestress for each construction step, characterized in that the graduations 84 are formed at regular intervals on the entire surface of the vertical and lateral scales. Prestress composite girder continuous bridge construction method installed.        The method according to claim 9 or 10,        The CS steels for introducing prestresses for each construction step characterized in that both the blister 72 and the regular intervals 84 are formed on the body of the vertical and horizontal scales or only the blister 72 is provided. Prestress composite girder continuous bridge construction method is installed by introducing compressive stress to the upper structure through partial down process.        The method of claim 7, wherein        The displacement meter installs a sensor in the pooling and lowering device 60, and connects the sensor to a computer, and connects the sensor to the pooling and lowering device, and lowers the amount of the girder by using a lowering program already stored in a computer. Part of the CS steel and the introduction of pre-stress for each construction stage characterized in that the lowering by adjusting the hydraulic amount of the hydraulic jack or the lowering amount of the screw jack by using the program of the computer so that the displacement does not occur in the girder while adjusting the Prestressed composite girder continuous bridge construction method installed by introducing compressive stress to the upper structure through a typical down process.        The method of claim 7, wherein        The hoisting and lowering device is a prestressed composite girder continuous installed by introducing a compressive stress to the upper structure through a partial down process with the PS steel to introduce the prestress for each construction stage characterized by being a jack using a hydraulic jack or a screw jack or a lever. Construction method.        The method of claim 7, wherein        The amount of descending of the prestressed composite girder installed in the inner point portion is initially compressed into the upper structure through partial down process with the PS steel to introduce the prestress for each construction stage, which is characterized in that it is a high-density installed in the inner point portion. Prestressed composite girder continuous bridge construction method installed by introducing stress.        The method of claim 7, wherein        Wings 83 having a predetermined size are formed on the side of the portion that is installed in close contact with the lower portion of the upper girder and the lower portion of the girder and the lowering device, and is in close contact with the lower surface of the beam Prestressed composite girder continuous bridge construction is installed by introducing compressive stress to the upper structure through partial down process and PS steel which introduces prestress for each construction stage characterized by the fact that the insect repellent pad 73 is installed in the installed part. Way.        The method of claim 7, wherein        In the step (b), the installation of the holding device and the lowering device on the inner point part is installed on the lower part where the girder is installed, each of which is installed in each of four directions, and the prestress for each construction step characterized in that they are connected to each other by a displacement meter 70. Pre-stressed composite girder continuous bridge construction method installed by introducing compressive stress into the upper structure through the introduction of PS steel and partial down process.        The method of claim 7, wherein        The partial down is an uneven down which is performed at the center piers or at different down piers in the inner piers, and the prestress is performed by the construction stages, which are characterized in that the tension is partially performed step by step using the strand after performing the above partial downs. Pre-stressed composite girder continuous bridge construction method installed by introducing compressive stress into the upper structure through the introduction of PS steel and partial down process.

Images