KR101080945B1 - Continuous prestressed concrete girder bridge construction method using end-anchorage block and end blockot space - Google Patents

Abstract

PURPOSE: A multi-span prestressed concrete girder bridge construction method using end protruding blocks and upper spaces of internal supports is provided to facilitate quality management by efficiently arranging tension members at internal supports. CONSTITUTION: A multi-span prestressed concrete girder bridge construction method is as follows. A sheath(311) for an end protruding block is installed inside an end protruding block(310) which is formed on the top of the upper flange of a girder, separate from an end of the girder. The upper flange is cut to form an internal support upper space(340). A sheath(330) for a second tension member is connected to the sheath for an end protruding block. Girders manufactured as above are installed to be adjacent to each other in the longitudinal direction, wherein the end protruding blocks are faced each other and separated in the longitudinal direction by the internal support upper space. The sheaths for an end protruding block are connected using a connection sheath(110) for internal supports, and a slab is constructed on the top of the girders. A second tension member(300) is installed to pass through the girders in the longitudinal direction. The girders and the slab are prestressed.

Description

Construction method of multi-span PSG girder bridge using end projecting block and upper space part of continuous point {CONTINUOUS PRESTRESSED CONCRETE GIRDER BRIDGE CONSTRUCTION METHOD USING END-ANCHORAGE BLOCK AND END BLOCKOT SPACE}

The present invention relates to a multi-span CS girder bridge construction method using the end protrusion block and the continuous space of the upper end portion. More specifically, reinforced concrete girders can be used to place a tension material such as PC strands inside to allow construction of PSC girders that are designed to introduce prestresses in multiple spans, while improving structural efficiency at the continuous point and adjusting longitudinal curvature. The present invention relates to a method for constructing a multi span PS Girder bridge using an end protrusion block and an upper space portion of a continuous point portion.

In general, there are several types of bridges, among which girder bridges are installed longitudinally (longitudinally) between shifts and piers or between piers and piers, and bottom plates (also called slabs) are installed on the top of the girders. The bridge will be constructed.

In addition, between bridges and bridges are called spans or spans. Bridges in which the molds of each span are separated are called simple bridges, and continuous bridges are called continuous bridges. It is called a 4 span, 5 span continuous bridge.

At this time, the short span girder bridge is mounted in such a way as to mount a girder between shifts and shifts, and to install a slab on the upper part of the girder.

In addition, the multi-span girder bridge is installed in such a way that a plurality of shifts and piers are installed, and a girder is installed between shifts and piers to construct a slab on the upper part of the girder.

Various methods for constructing such a multi-span girder bridge are known, and as a conventional construction method for this,

For example, Korean Patent No. 10-0456471 "exposure fixing device and a method of construction of a continuous bridge using the prestressed concrete girder having the same" can be found.

Looking at the contents of the prior patent 10-0456471, as shown in Figure 1a "connecting at least one set of simple steel wire (tension material) and at least one set of continuous steel wire and / or girder passing through a plurality of girders installed per girder. In the method of constructing a continuous bridge using prestressed concrete girders containing at least one pair of connecting steel wire and having an exposed fixing device,

After fabrication of the girder, simply tension the steel wire, mount the girder to the piers, arrange the sheath connection and / or continuous, connecting steel wire of the connecting part, cast the connecting part and slab simultaneously, and tension the continuous and / or connecting wire to the girder Applying a tensile force to the; And

PSC girder bridge construction including; acting on the girder, and the step of aging the girder during use, re-tensioning the connection steel wire in the event of excessive sagging and crack generation, to relieve sagging or cracking, and to increase the load capacity of the girder; Is open to the public.

Accordingly, the exposed fixing device mounts a plurality of tension girders on the piers once, and arranges the connecting steel and the bottom plate at the same time after arranging the connecting wire for two consecutive tensions so as to be tensioned twice after curing. As one configuration, it is possible to reduce the construction period by placing the girder connection and the bottom plate at the same time, and when the bridge is aging over a long period of time or when excessive deflection, cracking occurs due to the large vehicle exceeding the design load, and the design load capacity needs to be increased. Even without extensive repair reinforcement process, the unattached steel wire built into the girder can be re-tensioned or additionally tensioned using the tensioning device in the exposed fixing device, and it can be seen that the reinforcing reinforcement can be performed at a very small cost.

However, as described above, a plurality of girders that are tensioned once are mounted on the piers, and the tension plate for tensioning the two consecutive tensions and connecting steel wires may be exposed to the outside, so that the tension may be easily performed. Since steel wires are used in combination with the tensioning material for bridge construction and the tensioning material for repairing (a kind of construction error), the tensioning material used for reinforcement as well as the tensioning material used for reinforcement had difficulty in introducing sufficient tensile force.

Therefore, the lower part of the girder at the center of the section allows tension cracking under partial compression (particial prestressing), and lacks the tensile force introduced to cope with the bending moment generated at the continuous part (point) connected between the girder and the girder. To allow cracks in the bottom plate and the continuous branch of the branch,

Especially in the case of curved bridges, in order to maintain the curve with straight girders, the girder is arranged at a short distance from the point part, and it is effective due to the extreme frictional resistance of the two-tension continuous, connecting steel wire (second tension member) at the continuous point part. It was difficult to introduce the tensile force, which caused the girder's height to be lowered because it could not cope efficiently with the bending moment generated at the point.

In addition, when reinforcing aging bridges, additional tensile force of 25% to 30% of the tension material of the construction is required to be added. There was a problem with installing the device.

1B and 1C illustrate a prestressed concrete girder 1 in which a tensioning member 3 for retension of a conventional PSC girder is disposed, and a recess 10 is formed on an upper surface of one end of the prestressed concrete girder 1. It is; A vertical surface (11) is formed in the concave portion (10) in the center direction of the prestressed concrete girder (1); A tension member fixing device 12 is installed on the vertical surface 11 to fix the end portion of the tension member 3 to be restrained; The prestressed concrete girder is formed on the upper end of the other end of the prestressed concrete girder 1, the protrusion 20 through which the retensioning tension member 3 is disposed to protrude on the upper surface. Discuss the construction method of multi-span continuous bridge.

This may allow the tension member 3 to be disposed in the protrusion 20. According to this configuration, the eccentricity of the tension force acting by the tension member 3 is increased so that the parental portion at the central point portion is increased. There is an advantage that the reinforcing effect for the exerted effect is further increased.

However, when the protrusion 20 is used in a curved bridge, there is a problem in that the protrusion is too close to the continuous point, so that it may interfere with the tension curve.

Furthermore, PSC girders are usually manufactured as straight girders depending on the shape of the girders (shape features having a very small width and height compared to the overall length of the girders), especially in the construction of pedestrian bridges or curved bridges. It was common to use a method of fabricating and installing the rods and arranging the connecting ends of the PSC girders in the longitudinal direction of each other in the bridge continuous portion.

This is a result of lowering the manufacturing cost of PSC girder because it requires a bridge system system formwork that can adjust the curvature, because the manufacturing of curved PSC girder that can only have various curvatures, but does not produce the actual curved PSC girder It wasn't because I couldn't.

In addition, quality control of curved PSC girders takes a lot of effort, so in Korea, it is common to use steel box girders that are easy to machine without using PSC girders, especially in girder bridges with small longitudinal curvature.

Of course, efforts have also been made to produce the PSC girders themselves in a curved form, a typical curved PSC girder 1 is shown in FIG. 1D.

Such a curved PSC girder has a problem in that there is no problem in manufacturing when there is a formwork for girder, but there is a problem in that it is difficult to introduce workability and prestress due to the arrangement of tension members installed therein.

That is, as the PSC girder is made in a curved form, the tension member is curved in a curved form, and thus, the installation of the tension device and the introduction of the tension force may decrease efficiency, which may cause difficulties in manufacturing the PSC girder between the limbs. There was a problem that the quality control of the prestressing process is very difficult.

Thus, in the manufacture of curved PSC girder 1, a method of using a tension bridge 3 and a main tensioning material 4 in a curved bridge and a bridge bridge structure has been introduced.

That is, in particular, the main tensioning material (4) in the upper or lower flange of the girder to cross each other in a planar form.

According to this method, even if a problem arises in the introduction of the main tension member 4 in the form of a parabola over the entire length of the inside of the girder, additional prestress is introduced by the main tension member 4 crossed in the upper and lower parts. It is possible to do this, which is less influenced by the introduction of the prestress according to the curved shape of the PSC girder has an advantageous advantage, especially in the PSC girder bridge of the curved bridge type.

However, this method also did not suggest the connection and curvature adjustment of the tension member 3 extending in the bridge continuous part in the bridge continuous part where the PSC girders are connected to each other.

Meanwhile, as shown in FIG. 1E, a method using a precast PSC girder 20 using a beam connecting member 21 and a steel beam 22 is proposed in constructing a curved shape of a bridge.

The method of using the steel girder 22 is to install the steel girder 22 in advance when manufacturing the precast girder 20 and the PSC girder 20 to the steel girder 22 together with the tension material not shown This is how you do it.

Therefore, PSC girders are designed to stably construct curved bridges by forming a lattice structure in the bridge continuity from the girder installation stage.

However, the curved bridge using the steel beams is also the precast PSC girder 20 also in the continuous point portion, the tension material inside the PSC girder can not be accommodated by the sheath. Since the method of adjusting the longitudinal curvature is not suggested otherwise, there is a need for a device capable of adjusting the longitudinal curvature of the sheath.

Accordingly, the present invention has been made to solve the conventional problems, the object of the PSC girder bridge using a PSC girder installed in a multi-span,

The space between the girder ends adjacent to each other in the continuous point such as the piers is too narrow (approximately 30CM) to solve the problem that it is very difficult to continuously place the tension member at the point. To facilitate the placement efficiency and continuity of the tension material,

Thus, especially in girder bridges with curved bridges, the point connection pipes are arranged in a curve so as to coincide with the longitudinal linear curvature of the bridge at the point and maximize the eccentricity at the girder neutral axis. (2) The tensioning force of the tension member is increased to not only allow cracking under the full prestressing state at the bottom of the girder at the center of the bridge, but also effectively cope with the bending moment at the point, thereby preventing cracking at the top of the slab and the girder at the point. The present invention provides a method of manufacturing and constructing a prestressed reinforced concrete girder (PSC girder).

In addition, the tension member is continuous in the continuous point portion of the prestressed reinforced concrete girder (PSC girder) that can be improved in the construction of the tension material by allowing the tension and the fixing work is performed on the upper surface or side of the girder end In providing.

In addition, in the construction of bridges such as curved bridges, in particular, the tension member connecting the girder to the girder via the point portion maintains the same spacing in the curved connection space and provides a method for introducing a prestressed prestress through a constant longitudinal curvature. It is an object of the present invention to provide a multi-span PSC girder bridge provided with a longitudinal curvature regulating device for the sheath of a bridge continuous section.

The present invention

First, it is difficult to continuously arrange the tension member (second tension member) due to the narrow space at the continuous point of the PSC girder. Especially, as the tension member is curved in the curved bridge, the frictional resistance due to the tension settled in contact with the inner side of the sheath tube To solve the problem,

The continuous point upper space part and the end protrusion block are spaced apart from each other in the continuous point part to ensure sufficient working space, and through the space connecting the connecting sheath for the continuous point part to match the linear longitudinal curvature of the bridge, Minimize the curve friction of tension material

Second, when installing the connection point for the continuous point portion to maximize the eccentricity in the neutral axis of the PSC girder, the connection point for the continuous point portion containing the tension member spaced apart from each other in the transverse direction by using a fixing member such as a clamp member and a spacing member such as a turnbuckle. The longitudinal curvature of the tension member is ultimately adjusted by adjusting the lateral separation distance of the tension member, and the fixing member uses a semicircular clamp for installing a plurality of longitudinally spaced connection sheaths for continuous point portions, wherein the semicircular clamp The semicircular clamp is formed on the surface of the connecting sheath for the continuous point portion, and the semicircular clamp is formed so that the engaging hole and the fastening hole are formed together at the connecting end portion protruding to the transverse side of the connecting sheath for the continuous point portion. To be simply inserted into the hook to be hooked to form By forming the gap holding member were to be simple in the field to adjust the lateral spacing of the successive points bouillon connection sheath.

Third, the first tensioning material of the girder to resist the self-weight of the girder and the slab load is typically made at both end faces of the girder to enhance the placement efficiency of the tension members.

To this end,

With the fixing device disposed on both end faces of the PSC girder, the first tension member 200 and the PSC girders adjacent to each other in the longitudinal direction are inserted into the sheath provided through the interior of the PSC girder between the fixing devices. In the multi-span bridge construction method of completing the bridge by installing a girder at the end point portion and the continuous point portion of the bridge using the tension member including the second tension member 300 to be continuous,

A sheath for an end protruding block is installed inside an end protruding block formed on the upper surface of the upper flange of the girder from one end of the girder located at the continuous point, and spaced apart from the end protruding block to the upper end of the girder. The upper portion of the continuous branch portion formed by cutting the flange is formed, and the second tension member sheath extending from the other end of the girder positioned at the simple branch portion is connected to the sheath for the end protrusion block so as to connect the second tension member sheath. Manufacturing a girder to communicate with the end protruding block from the simple point portion through the girder;

The fabricated girders are constructed so as to be adjacent to each other in the longitudinal direction at the continuous point portion, so that the end protrusion blocks are spaced apart from each other in the longitudinal direction with the continuous space extending from the continuous point portion to the upper space between the end protrusion blocks. Connecting the sheaths through the continuous point portion connecting sheath for the continuous point portion through the upper space portion, and constructing the slab on the upper part of the girder;

After the slab construction, the second tension member is installed so as to penetrate the connecting sheath for the continuous point portion and the girders adjacent to each other in the longitudinal direction to introduce the compression prestress to the girder and the slab by tension and fixation at the other end of the girder located at the simple point. Including;

The longitudinal curvature adjusting device is installed in the continuous point portion so that the second tension member penetrating the connecting point for the continuous point portion in the longitudinal direction can maintain the longitudinal curvature in the bridge continuous portion.

A plurality of clamps are formed to be spaced apart in the longitudinal direction along the connection point for the continuous point portion, the clamp is formed so that the engaging hole and the fastening holes are disposed together in the transverse side of the connection point for the continuous point portion arranged in the horizontal direction. absence; And a ring portion formed at both ends to be caught by the locking hole of the fixing member, the gap being installed between the sheaths arranged laterally spaced apart from each other, and including a turnbuckle installed to adjust the longitudinal curvature of the sheath by length adjustment. Including a holding member;

The spacing member is formed at one end of the ring portion formed to be caught by the locking hole of the fixing member on both sides, the other end of the bolt portion formed on the outer circumferential surface of the screw fastening portion; And a body portion formed at both ends of the female fastening portion to which the male fastening portion is fastened by inserting and fastening the two bolt portions, and adjusting a separation distance of the bolt portion inserted and fastened by rotation. Provides a multi-span PSG girder bridge construction method using the projecting block and the upper space portion of the continuous point.

Also preferably

The second tension member sheath is spaced apart from the other end of the girder to be connected to the sheath for the end protruding block from the girder upper tension portion formed on the upper flange upper surface of the girder through the inside of the girder so that the second tension member is tensioned at the upper side of the other girder. And it provides a multi-span PS C girder bridge construction method using the end projection block and the continuous point portion upper space portion to be fixed.

Also preferably

The second tension member sheath is spaced from the other end of the girder to the center portion so that the second tension member is connected to the sheath for the end protruding block through the inside of the girder from the girder side anchoring hole formed at the abdomen side between the upper flange and the lower flange of the girder. The present invention provides a method for constructing a multi-span PSG girder bridge using an end protrusion block and a continuous space at an upper end of a continuous point part to allow tension and fixation on the other side of the girder.

Also preferably

The first tension member is installed on the girder together with the second tension member, respectively, and the first tension member is configured to allow the compression prestress to be initially introduced into the girder by being fixed after tension using fixing devices at both end faces of the girder. Provides a multi-span PSG girder bridge construction method using the projecting block and the upper space portion of the continuous point.

Also preferably

The fixing member is formed by two semi-circular clamp members are connected by a hinge to surround the sheath surface in the form of a circular band,

The connecting end of the semi-circular clamp member is formed so that the fastening engaging hole and the fastening hole including the bolt and the nut are formed together, so that the two semicircular clamp members surround the sheath surface in the form of a circular tube, and the connecting ends are in contact with each other. Provided is a multi-span PSG girder bridge construction method using the end protrusion block and the continuous point portion upper space portion to communicate with each other.

The PSC girder bridge according to the present invention has a high efficiency of placing the tension member in the continuous point portion, so that the quality control is very easy, thereby fundamentally solving the slab cracking problem in the point portion, and the efficiency of the tension member placement and prestressing operation can be improved. More economical and efficient construction of PSC girder bridge will be possible.

In addition, in the continuous point portion of the curved bridge, in particular, the sheath exposed to the continuous space by the longitudinal space between the girders by the upper space portion of the continuous point can maintain the same longitudinal curvature so that the tension member is inserted into the sheath. The amount of prestress loss is eliminated to ensure the efficiency of the prestress introduced into the PSC girder.

In addition, the tension member can be arranged to have the same longitudinal curvature, and the work of inserting the tension member into the sheath in the continuous space also has the effect of minimizing friction with the sheath, thereby reducing the error in construction. Quality control of construction can be expected.

The scope of the present invention is shown by the following claims rather than the above description, and all changes or modifications derived from the meaning and scope of the claims and their equivalents should be construed as being included in the scope of the present invention. do.

Figure 1a is a flow chart for the construction method of the conventional PSC girder
1b and 1c is a girder and construction cross-sectional view used in a conventional multi-span PSC girder bridge,
1D and 1E are installation plan views of a PSC girder used in a conventional curved bridge,
2a and 2b is a perspective view of the connection of the multi-span PSC girder according to the present invention,
3 is a perspective view of the bridge continuous portion of the PSC girder provided with a longitudinal curvature adjusting device for the sheath of the bridge continuous portion of the present invention,
4a and 4b is a perspective view of the mounting fixture of the longitudinal curvature adjusting device for the sheath of the present invention,
Figure 5 is an installation perspective view of the gap holding member constituting the longitudinal curvature adjusting device for the sheath of the present invention,
6 is an installation perspective view of the longitudinal curvature adjusting device for the sheath of the present invention installed on a plurality of (three or more) sheaths,
7A and 7B schematically illustrate a flow chart of a continuous bridge construction using a PSC girder according to the present invention.

DETAILED DESCRIPTION Hereinafter, exemplary embodiments of the present invention will be described in detail with reference to the accompanying drawings so that those skilled in the art may easily implement the present invention. The present invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. In the drawings, parts irrelevant to the description are omitted in order to clearly describe the present invention, and like reference numerals designate like parts throughout the specification.

<Production of PSC Girder (A)>

PSC girder bridge for the present invention first looks at the process of manufacturing the PSC girder (A) used in the present invention with reference to Figures 2a and 2b.

First, an example of a PSC girder used in a multi-span bridge as shown in FIGS. 2A and 2B will be described.

The PSC girder (A) is made of pre-stressed reinforced concrete of a conventional I-shaped cross-section fabricated so that the tension material is arranged by the sheath, the tension material is to be largely arranged in the first tension member 200 and the second tension member (300). do.

At this time, the first tension member 200 is a reinforced concrete girder, which is installed in order to fabricate the PSC girder with a lower mold height, that is, to sufficiently secure the bending rigidity due to all or part of the weight of the PSC girder and the weight of the slab. Can be called tension

The second tension member 300 may be referred to as a tension member which is installed to resist the live load (common load, etc.) acting after the slab is formed after passing the PSC girder alternately.

First, the first tension member 200 is disposed between, for example, in a parabolic form between the fixing devices in a state in which a fixing device including a pressure plate, a fixing head, and a fastening nut is disposed on both end faces of the PSC girder, Tension and settle.

Of course, such a first tension member 200 may be arranged by a first tension sheath (not shown) disposed inside the girder and a PC strand may be used.

At this time, the first tension member 200 will be determined to adjust the amount of the installation so that it can sufficiently resist the weight of the PSC girder, and all or part of the weight of the slab to be formed later.

Next, the second tension material 300 may be said to continually girder adjacent to each other in the longitudinal direction in the multi-span bridge.

Although the second tension member 300 has a smaller installation amount than the installation amount of the first tension member 200, when the tension and fixation are carried out at the end surface of the PSC girder manufactured to the lowest possible height, the second tension member 300 may be installed according to the size of the end surface of the PSC girder. Although there are differences, most of them are not enough to secure the installation section.

The PSC girder has a safety problem due to heightening work because it is tensioned and settled after the alternating and piering, and there is a problem that the workability of the PSC girder is inferior when the tension and the fixing work are made around the end of the PSC girder.

Therefore, in the present invention, the end of the second tension member 300 to be drawn out to the upper surface or the side of the PSC girder so that the tension and fixing operation of the second tension member 300 can be made on the upper surface of the girder (slab upper surface after the slab construction). To this end, as shown in FIG. 2, an upper surface tension portion 320 of a groove-shaped girder having a predetermined depth is formed on an upper surface of the other side PSC girder to be disposed at an end point, and an end portion is formed on an upper surface of one side PSC girder to be disposed at a continuous point. The protruding block 310 and the continuous branch portion upper space portion 340 is formed.

At this time, the upper girder tension section 320 is spaced apart from the other end of the girder to be formed in the shape of a groove formed on the upper surface of the upper flange of the girder and the second tension sheath 330 is from the upper girder tension section It will be placed through the inside of the girder.

The size of the upper girder tension section 320 is minimized to accommodate the fixing device to minimize the cross-sectional loss of the PSC girder.

In addition, the end of the second tension member 300 to be drawn out to the side of the PSC girder so that the tension and the fixing operation of the second tension member 300 can be made in the side of the girder, for this purpose it will be disposed at the end point as shown in FIG. On the side between the upper flange and the lower flange of the other side PSC girder can be seen that the protruding girder side fixing opening 400 is formed on the side surface from the girder side fixing opening 400 from the side of the girder It will be placed through the inside of the girder.

The end protruding block 310 is spaced toward the center of the girder from one end to be located in the continuous point in particular to be formed on the upper surface of the upper flange of the girder sufficient work required for the arrangement of the second tension material in the continuous point portion To have space.

Furthermore, the upper space portion 340 of the continuous point portion formed by cutting the upper flange to one end surface of the girder spaced apart from the end protrusion block 310 is formed to ensure the working space more securely.

Therefore, the second tension sheath 330 is disposed between the girder upper tension part 320 or the girder side fixing holes 400 via the girder between the end protrusion blocks 310.

Therefore, the second tension member 300 is also arranged by the second tension material sheath 330 in the interior of the PSC girder, the second tension material 300 is to arrange the interior of the PSC girder in a parabolic form, the construction order After the girder is installed, the slab is tensioned and settled.

When manufacturing the PSC girder (A) is set so as to be adjacent in the longitudinal direction for the multi-span bridge, the end protruding block 310 in the longitudinal direction of the continuous point portion of the upper space portion 340 between the continuous point portion It is arranged so as to be spaced apart in detail with reference to Figure 2 on the basis of the case of two spans.

Each PSC girder (A) is made of pre-stressed reinforced concrete of the conventional I-shaped cross-section as described above, so that the tension material is arranged by the sheath, the tension material is largely arranged the first tension member 200 and the second tension member 300. Will be used.

Therefore, it can be seen that the first tension member and the second tension member are disposed at different positions, thereby preventing the phenomenon of being mixed when the bridge is constructed.

In this case, the position where the piers are constructed may be referred to as a continuous point portion in which bending parent moments are generated, such that the multi-span PSC girder A, which is temporarily installed (installed) in such a continuous point portion, is structurally connected to each other (continuously). Done.

This is done in such a way that the second tension member 300 is installed via adjacent girders. The continuous point portion has an adjacent distance of about 30CM at the end of the conventional PSC girder for economic reasons.

Accordingly, in the end point portion such as the alternating portion, as shown in FIG. 2A, the upper girder tension portion 320 formed in a groove shape having a predetermined depth is formed on the upper surface of the other end portion of the girder, and the other end portion to be positioned at a continuous point portion such as a pier. The second tension member 300 is disposed in such a manner that the continuous point portion upper space portion 340 and the end protrusion block 310 are formed at the upper portion.

That is, the second tension member is spaced from the one end to be located in the continuous point toward the center of the girder so that the end protrusion block sheath 311 formed in the end protrusion block 310 formed on the upper flange of the girder. and,

The second tension material sheath 330 inside the girder to be connected to the sheath 311 for the end protrusion block, the upper girder tension section 320, the end protrusion block 310, the upper portion of the continuous branch portion 340 Through the second tension sheath 330 is in communication with,

The second tension material 300 is inserted into the girder upper tension portion 320, the end protrusion block 310, the continuous branch portion upper space portion 340, the continuous sheath portion connecting sheath 110 of the adjacent girders to be installed. Compression prestress is introduced into the girder and the slab by allowing it to settle after tension at the end of the girder.

Accordingly, it can be seen that the connection sheath 110 for the continuous branch portion is installed between the end protrusion block 310 and the upper portion of the continuous branch portion 340 so that the second tension material 300 penetrates.

In addition, as shown in Figure 2b in the end point portion, such as the alternating girder side fixing port 400 protruding to the other end side of the girder is formed, the end protrusion block 310 at the other end to be located in the continuous point portion, such as piers. ) May be formed so that the second tension material 300 is disposed.

That is, the second tension member 300 is an end protrusion block sheath 311 formed in the upper end flange block 310 formed on the upper flange of the girder spaced apart from the one end to be located in the continuous point portion toward the center of the girder. To install

The second tension member sheath 330 inside the girder is connected to the sheath 311 for the end protrusion block, so that the girder side fitting hole 400, the end protrusion block 310, and the upper portion 340 of the continuous point portion are continuous. While the second tension sheath 330 is in communication with each other,

The second tension material 300 is to be installed across the girder side fitting hole 400, the end protrusion block 310, the continuous branch portion upper space portion 340, the continuous sheath portion connecting sheath 110 of the girder adjacent to the Compression prestress is introduced to the girder and the slab by allowing the end portion to settle after tension.

The continuous sheath connecting sheath 110 is also installed in the continuous point portion of the upper space portion 340 between the end protrusion block 310 can be seen that the second tension member 300 is installed to pass through.

In addition, the work space for connecting the second tension member 300 is narrow, and the workability is inevitably deteriorated, and the heights of the upper ends of the adjacent girders do not coincide with each other, making it easy to match the longitudinal linear curvature. Did.

Also, in a curved bridge, it is very difficult to curve the second tension members in a narrow space so that the second tension members are arranged with curvature radii at successive points.

Therefore, especially in the construction of curved bridges in multi-span bridges, the arrangement of the curves of the second tension material 300 in the continuous point portion becomes very important.

Accordingly, the longitudinal curvature adjusting device 100 for the sheath of the bridge continuous portion according to the present invention is for the continuous point portion exposed from the continuous point portion upper space portion 340 of the continuous point portion continuous in the curved bridge as shown in FIG. It is installed to adjust the longitudinal curvature R of the connecting sheath 110.

First, the continuous point portion is a multi-span bridge, that is, the point portion is installed so that at least two PSC girders are connected to each other in the longitudinal direction, which may be referred to as the site where the pier is installed.

In the continuous point portion, two PSC girders (A) are adjacent to each other in the longitudinal direction, are installed embedded in each of the PSC girders and connected to the second tensioning sheath 330 extending from the end protrusion block (310). As described above, the connecting sheath 110 for the continuous point portion is installed.

In FIG. 3, two continuous point connecting sheaths 110 extend from each end of the adjacent PSC girder A to each PSC girder via the continuous point upper space 340 of the continuous point. It can be seen that they are spaced apart laterally.

The present invention adopts a configuration for maintaining the horizontal separation distance (d) of the continuous point portion connecting sheath 110 is a fixed member 130 and the interval maintaining member 120. .

First, the connecting sheath 110 for the continuous point portion may be installed in the transverse direction in accordance with the number of installation of the tension member installed in the PSC girder, transverse direction intervals, and is installed inside the PSC girder for the second prestress introduction The tension member 300 is formed in the form of a hollow corrugated pipe to be inserted.

The connecting sheath 110 for the continuous point portion can be seen that a plurality of nodes 111 are formed as shown in Figs. 4a and 4b there is a fixed member 130 of the present invention between the node and the node portion. To be mounted.

First, the fixing member 130 is largely embodied in two semi-circular clamp member 131.

First, the semi-circular clamp member 131 is a band-shaped member that is installed to surround between the node portion 111 of the connection point 110 for the continuous point portion, as shown in Figure 4a, one side connection end of the semi-circular clamp member 131 It can be seen that (A) is installed to be rotatable with each other by the hinge 133.

Accordingly, as shown in FIG. 4B, the other connection end portion B formed in the semicircular clamp member 131 is bent to surround the node portions 111 of the connection point 110 for the continuous point portion, such that the fastening hole 132b and the locking hole 132a are folded. ) Are formed together.

The other connection end portion (B) is to be protruded in the transverse side of the connecting sheath 110 for the continuous point portion so that the interval maintaining member 120 to be described later can be installed.

First, the fastening hole 132b is to allow the two semicircular clamp members 131 to be connected to each other by a fastener including a bolt and a nut not shown.

The locking hole 132a is to allow the hook portion 121a constituting the gap maintaining member 120 to be inserted therein.

At this time, each of the two semi-circular clamp member 131 is preferably installed so that at least three are spaced apart from each other in the longitudinal direction connecting sheath 110 for the continuous point portion as shown in FIG.

This is because the two semi-circular clamp members 131 are installed to adjust the gap between the transverse directions of the sheath, so it is advantageous to precisely adjust the gap based on the three fixing parts in the sheath. .

Thus, as shown in FIG. 5, the member for adjusting the gap is the gap maintaining member 120 of the present invention.

The gap maintaining member 120 basically uses a turnbuckle member whose length can be adjusted to adjust the horizontal gap of the connecting sheath 110 for the continuous point portion.

The gap maintaining member 120 is largely composed of both bolt portions 122a and 122b in which the ring portions 121a and 121b are formed, respectively, and a body portion 123 for adjusting the separation distance between the two bolt portions through rotation.

First, both bolt portions (122a, 122b) is one end of the hook-shaped ring portion (121a, 121b) is formed and the other end is composed of a bolt body portion formed with a threaded portion of the screw thread.

Accordingly, the ring portions 121a and 121b are members that are inserted into and caught by the locking holes 132a of the fixing member 130 as shown in FIG. 5, but the bridge continuous portion has a narrow working space so that an operator can easily maintain the gap of the present invention. In order to be installed on the fixing member 130 to 120 is to play a very important role.

That is, it can be seen that the interval maintaining member 120 is simply installed using the ring portions 121a and 121b to be detachable to the fixing member 130.

In addition, by using the hook portions 121a and 121b, it is very useful to install the space keeping member 120 in a diagonal form by using the fastening holes of the adjacent fixing members 130 in addition to the locking holes 132a through which the hook portions are caught. do.

Therefore, the fastening hole and the locking hole function as holes having different functions from each other, but it can be seen that they can have the same function for installing the space keeping member. Particularly, to secure a more stable restraint force for maintaining the transverse spacing of the sheath It is very useful.

The ring portions 121a and 121b may be formed by bending bolt portions in which the bolted portion, which is a screw thread, is not formed while manufacturing the bolt portions 122a and 122b.

Accordingly, the bolt part which is continuous with the ring part is fastened to the female fastener 124 which is formed as a fastening hole in the body part 123 to be described later, which is formed on the surface of the screw fastening part.

The body portion 123 is formed in an elliptical ring shape, for example, the female fastening holes are formed at both ends, and accommodates the bolt portions 122a and 122b therein.

That is, the male fastening portions of the bolts 122a and 122b are inserted into and fastened to the holes for the female fastening holes 124 formed at both ends of the body portion 123, respectively, but the ring portion integrated with the bolt portion is fixed to the fixing member 130. When the body portion 123 is rotated by using a jig or the like not shown in the locked state, the end portions C of the water fastening portions of the bolt portions 122a and 122b are adjacent to or far from each other. Therefore, the lateral spacing of the sheath can be adjusted.

According to the present invention, the horizontal spacing of the sheath is adjusted by the rotation of the spacing member 120.

That is, the interval maintaining member 120 is installed in a plurality of longitudinally spaced apart along the connecting sheath 110 for the continuous point portion, so as to maintain the interval of each interval maintaining member 120 different from each other to secure the desired longitudinal curvature. This allows precise adjustment of the longitudinal curvature of the sheath.

In addition, it can be seen that the adjusted spacing can be maintained by both bolts fixed by the fastening force of the spacing members 120 to easily secure the desired longitudinal curvature.

Accordingly, it can be seen that the longitudinal separation distance and the number of installation of the spacing member 120 can be determined by the longitudinal curvature of the PSC girder, and the spacing member 120 according to the number of installation of the fixing member 130. It can be seen that the number of installation can be determined freely.

In addition, since the gap holding member 120 is installed in a lateral direction to cross each other, even if one of the gap holding member 120 is damaged, it is possible to maintain the horizontal gap of the sheath by the other gap holding member 120. Able to know.

FIG. 6 illustrates a case in which two continuous point connecting sheaths 110 in the PSC girder are laterally spaced apart from each other, but three or more sheaths may be installed depending on the PSC girder.

In FIG. 6, four sheaths 110a, 110b, 110c, and 110d are installed, and an installation state of the fixing member 130 and the space keeping member 120 of the present invention is illustrated.

Specifically, the embodiment of the bridge continuous section longitudinal curvature adjusting device 100 for maintaining the same curvature on the four sheaths (110a, 110b, 110c, 110d) in the curved point (J) as follows.

First, as described above, the fixing members 130a are mounted on the outside of the sheaths 110a, 110b, 110c, and 110d, and the fixing members are mounted on the sheaths by using fasteners including the fastening holes 132b and the bolts and nuts. 130a) will be installed.

In this case, the fixing members 130a may be located on the coaxial line, but as shown in FIG. 6, the fixing members 130a may be installed to be adjacent to each other in the intermediate sheaths 110b and 110c.

Accordingly, when the fixing members 130a are installed, the gap maintaining members 120 of the present invention are installed on the respective fixing members 130a.

It can be seen that such installation can be easily installed in the end using the ring portion of the gap maintaining member 120 to the fixing member (130a), the fixing member is also because the plurality of longitudinally spaced along the sheath is also installed The space maintaining members 120 are also provided in the longitudinal direction along the fixing member.

Next, it is possible to secure a predetermined longitudinal curvature by rotating the body constituting the installed spacing member 120, but the amount of rotation of each spacing member 120 is different so that the longitudinal curvature of the sheath You can make adjustments.

As a result, the connection sheath 110 for the continuous point portion exposed from the point J of the curved bridge can be maintained at a constant longitudinal curvature, thereby easily inserting the second tension member 300 into the connection sheath 110 for the continuous point portion. It is possible to efficiently introduce the prestress determined in the design to the PSC girder, and to effectively prevent the unexpected prestress loss due to the curvature formation in the bridge continuous portion.

Longitudinal curvature adjusting device for the sheath of the bridge continuous portion by the fixing member and the gap maintaining member of the present invention as described above is not heavy, easy installation and does not require a skilled skill for the operator tension material not easy to conventional quality control It is very effective in securing and maintaining curvature.

<Construction of multi span PSC girder>

When the fabrication of the PSC girder A described above is completed, the construction is carried out in such a manner as to carry it into the site as shown in FIGS. 7A and 7B, and based on the two spans, the shift 500 is installed at both sides, Pier 600 is installed between the shift so that the PSC girder is installed between the shift, piers, respectively.

As described above, in the manufacturing process of the PSC girder A, the first tensioning sheath 210 and the second tensioning sheath 330 are set.

In addition, the initial prestress is already introduced by the first tension member 200 in the manufacturing process, and the first tension member may also be tensioned and fixed using a conventional fixing device.

In the site, the shift 500 is previously spaced apart from each other in construction, and the pier 600 is installed between the shifts so that the multi-span PSC girder A carried in the site is mounted between the shift and the pier, respectively. Will be installed.

At this time, the alternating portion is called the end point portion, and the pier portion is called the continuous point portion, the connection concrete is placed in the space by the girder and the slab mounted over the pier of the continuous point portion when the slab concrete is poured together.

Accordingly, the space in which the connection concrete is formed is disposed such that the continuous upper end space 340 and each of the end protrusion blocks 310 are spaced apart from each other in the longitudinal direction to face each other, and the space between the end protrusion blocks 310. It is also a space passed by the second tension material 300.

In the present invention, the exposed end of the second tensioning sheath 330 installed to extend into the space is formed to have an expanded cross-sectional extension portion so that the end of the connection point 110 for the continuous point portion in the cross-sectional extension portion Insertion is to be connected to facilitate the curve arrangement of the second tension member 300 in the continuous point portion.

That is, since the diameter of the cross-sectional extension portion is increased, when the second tension member passes through, the second tension member contacts the connection sheath for the continuous point portion at the continuous point portion, thereby increasing the frictional resistance. The occurrence of frictional resistance between the tension member and the sheath is significantly reduced.

In this case, in order to connect the second tension sheath 330 to each other, the connection point sheath 110 for the continuous point portion, which is also manufactured in the form of a sheath, is set in advance in the upper space portion 340 of the continuous point portion. .

Accordingly, it can be seen that the second tension member passes through each girder and the connection point part through the second tension material sheath of each girder and the connection sheath for the continuous point part.

At this time, in the case of installing the connecting sheath 110 for the continuous point portion, if the longitudinal linear curvature of the bridge due to the height difference of the upper surface of the girder according to the longitudinal linear curvature of the girder to pass through the second tensioning sheath. If it is difficult to use the connecting sheath 110 for the continuous point portion, such height difference can be overcome by the connector.

In addition, the arrangement of the second tension member 300 may be formed higher than at least the second tension member sheath 330 by the connection sheath 110 for the continuous point portion, so that the vertical point at the continuous point portion may be formed from the center axis of the girder. Since the eccentric distance can be maximized, the prestress introduction efficiency by the second tension member can be improved.

Next, the slab 700 is constructed by using a slab formwork or the like on the multi-span PSC girder A.

In addition, even in the end point portion of the multi-span PSC girder (A), the girder upper tension portion is formed at one end of both girders so that the girder upper tension portion 320 is closed so as not to be blocked.

Such slab concrete is placed in the continuous point portion and the space between the girder and the end of the girder is also cast together so that they can be cast together as connecting concrete.

When the construction of the slab 700 and the connecting concrete is completed, the second tension member 300 is inserted into the second tension material sheath 330 so that the girder upper tension part 320 or the girder side fitting 400 of the end point portion is inserted. From the second tensioning sheath 330, the end protrusion block 310 and the continuous point portion connecting sheath 110, the end projection block 310, the continuous point portion of the adjacent PSC girder, the second tensioning sheath 330 Compression prestress is applied to the girder and the slab so that it extends to the girder upper tension section 320 or the girder side fitting 400 of the end point, and the second tension material is tensioned and settled at both girder upper tension or girder side fittings. To be introduced together.

Next, the girder upper tension part 320 is finally finished by injecting a filler such as non-contraction mortar into the girder upper tension part 320.

Next, asphalt or concrete pavement is placed on the top of the slab, and intermediate bridges, railings, etc. are additionally installed if necessary to complete the final bridge.

100: longitudinal curvature adjusting device 110: connecting sheath for continuous point
111: measure 120: spacing member
121a, 121b: ring portion 122a, 122b: bolt portion
123: body 124: female fasteners
130,130a: fixing member
200: first tension material 210: first tension material sheath
300: second tension member 310: end protrusion block
320: girder top tension 330: sheath for the second tension material
340: the upper space portion of the continuous branch portion
400: girder side stop 500: shift
600: pier 700: slab

Claims (5)

With the fixing device disposed on both end faces of the PSC girder, the first tension member 200 and the PSC girders adjacent to each other in the longitudinal direction are inserted into the sheath provided through the interior of the PSC girder between the fixing devices. In the multi-span bridge construction method of completing the bridge by installing a girder at the end point portion and the continuous point portion of the bridge using the tension member including the second tension member 300 to be continuous,
An end protrusion block sheath 311 is installed inside the end protrusion block 310 formed on the upper surface of the upper flange of the girder spaced apart from one end of the girder located at the continuous point and the end protrusion block 310. A continuous branch portion upper space portion 340 formed by cutting the upper flange to one end surface of the girder is spaced apart from the second girder sheath 330 extending from the other end of the girder positioned at the end point. Manufacturing a girder such that the second tensioning sheath 330 communicates with the end protruding block 310 from an end point portion through the inside of the girder from the end point portion;
The end girders 310 are spaced apart from each other in the longitudinal direction with the fabricated girders adjacent to each other in the longitudinal direction at the continuous point, with the upper end space 340 of the continuous point extended at the continuous point. Facing the ends but connecting the sheaths for the end protruding blocks 311 using the connection points for the continuous point portions through the continuous point portion upper space portion 340 and constructing a slab on the upper part of the girder;
After the slab construction, the second tension member 300 is installed so as to penetrate the girders adjacent to each other in the longitudinal direction by the connecting sheath 110 for the continuous point portion, and the girder and the slab by the tension and fixation at the other end of the girder positioned at the end point portion. Introducing compression prestress to
A longitudinal curvature adjusting device 100 is installed at the continuous point portion so that the second tension member 300 penetrating the continuous point portion connecting sheath 110 in the longitudinal direction can maintain the longitudinal curvature at the bridge continuous portion. Longitudinal curvature adjusting device 100
A plurality of longitudinally spaced connection sheaths are installed along the connection sheath 110 for the continuous point portion, and the engaging hole 132a and the fastening hole (132a) in the lateral side of the connection point sheath 110 for the continuous point spaced apart. Fixing member 130 including a clamp formed to be disposed together 132b); And ring portions 121a and 121b are formed at both ends to be caught by the locking holes 132a of the fixing member, and are installed between the connection points for the continuous point portions spaced apart from each other in the lateral direction and are continuously connected by the length adjustment. To include; the spacing member 120 including a turnbuckle installed to adjust the longitudinal curvature of the branch connection sheath 110,
The gap retaining member 120 is formed at one end of the hook portion (121a, 121b) formed to be caught by the engaging hole 132a of the fixing member 130 on both sides, and the other end of the bolt portion formed on the outer peripheral surface of the screw fastening portion 122a and 122b; And the two bolt parts are inserted into and fastened so that female fasteners 124 to which the male fastening parts are fastened are formed at both ends, and the distance between the bolt parts 122a and 122b inserted and fastened by rotation is adjusted. Multi-span PS girder bridge construction method using an end protrusion block and the continuous space portion of the upper end space portion, characterized in that it comprises a body portion (123). The method of claim 1,
The second tension sheet sheath 330 is spaced apart from the other end of the girder to be connected to the sheath 311 for the end protrusion block through the inside of the girder from the girder upper tension section 320 formed on the upper flange upper surface of the girder. Multi-span PS girder bridge construction method using the end projection block and the upper space portion of the continuous branch portion characterized in that the second tension member 300 is tensioned and settled on the other side of the upper girder. The method of claim 1,
The second tension sheath 330 is spaced apart from the other end of the girder toward the central portion through the inside of the girder from the girder side fixing opening 400 formed on the abdomen side between the upper flange and the lower flange of the girder sheath 311 And a second tension member 300 is tensioned and settled on the other side of the girder so as to be connected to the multi-span PS girder bridge construction method using an end protrusion block and a continuous point portion upper space part. delete The method of claim 1,
The fixing member 130 is formed by two semi-circular clamp member 131 is connected by the hinge 133 to surround the sheath surface in the form of a circular band,
The connecting end of the semi-circular clamp member 131 is formed so that the engaging hole 132a and the fastening hole 132b including the bolt and nut are formed together, so that the two semicircular clamp members 131 form a sheath surface in the form of a circular tube. A method for constructing a multi-span PS girder bridge using an end protrusion block and an upper end of a continuous point portion, characterized in that the connecting end portions are in contact with each other so that the engaging holes 132a and the fastening holes 132b communicate with each other.

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