KR100988074B1 - Girder bridge connected to abutment and the construction method thereof - Google Patents

Abstract

The present invention relates to a PSC girder bridge and a construction method of mounting the precast PSC girder subjected to the primary tension to the alternating or pier, and after the temporary installation of the bottom plate collectively subjected to the second tension to be integrated with the alternating wall. .

The present invention is constructed on the alternating tension material for primary tension; And

And a secondary tension tension member installed at least on one side of the alternating wall and having the other end disposed on the other side of the PSC girder, wherein the secondary tension tension member is tensioned and settled in the secondary tension anchor at the side of the at least one shift wall. By providing the PS girder bridge integrated with the alternating wall.

According to the present invention, it is possible to reduce the height of the PSC girder or lengthen the length of the girder, and to secure a sufficient working space in tension tension and fixing work, thereby improving workability and construction quality, and at least one expansion joint device is omitted. As a result, the vehicle runability is improved, the construction cost and maintenance cost of the expansion joint device are reduced, and the construction speed is high.

PSC girder, shift wall, girder bridge, PSC girder, tension material

Description

GSIDER BRIDGE CONNECTED TO ABUTMENT AND THE CONSTRUCTION METHOD THEREOF}

The present invention relates to a girder bridge using a PSC girder and a construction method thereof, and more particularly, to mount a precast PSC girder subjected to the primary tension in the manufacturing phase on an alternating basis and alternate the secondary tension after installing the bottom plate. PSC girder bridge and its construction integrated with alternating walls that can reduce the height of the PSC girder or lengthen the long span by efficiently utilizing the cross section of the PSC girder by introducing the tension required for each construction stage in two stages. It is about a method.

In general, PSC girder bridges using precast PSC girders are widely used in bridge construction because they are excellent in constructability, economical and require little maintenance while being shared. However, the following two problems have been pointed out in the construction process.

1A is a cross sectional view of a conventional PSC girder 1 produced by a batch tensioning method.

First, PSC girders need to introduce the necessary tension force in each construction stage to cope with the change in the load applied to each construction stage.However, due to limitations in construction and convenience in construction, it is necessary to design load operation stage without introducing tension force in construction stage. Total tension is introduced in the production of PSC girders.

Therefore, excessive tensile stress was applied to the upper surface of the PSC girder and excessive compressive stress occurred on the lower surface of the PSC girder during the manufacturing process of the PSC girder.

As the tension of the PSC girders cannot be introduced into the PSC girders in the manufacturing stage of the PSC girders, the height of the PSC girders is uneconomical because the height of the PSC girders is made very high compared to the height required for the actual structural calculation.

In this case, there is a disadvantage that the height of the bridge is unnecessarily increased in order to secure the space for the sentence.

Second, when constructing the continuous bridge 10 over two spans as shown in Figure 1b using the PSC girder (1) made of a simple support, the continuous construction is carried out in various ways in the continuity point portion 15 .

The purpose of the continuous construction of the branch part 15 is to remove the expansion joints on the upper surface of the bridge to secure the running of the vehicle, and to increase the length of the bridge by reducing the bending moments acting on the branch part through the sequencing, or increase the PSC girder (1). Is to reduce the height of).

In the conventional continuous construction method, as shown in FIG. 1B, the reinforcing bar 25 is disposed in the axial direction at the upper portion of the bottom plate 22 when the construction is performed, but the PSC girder 1 is structurally formed on the piers 33. There was a problem in that cracks were generated on the upper surface of the point portion 15 due to the bending parent moment acting on the point portion 15 during common use, and structurally the PSC girder 1 was non-continuous so There was a limit to the reduction.

Regarding the related art, the present invention will be described with reference to Patent No. 10-0456471 (Name: Construction method of a continuous bridge using an exposed fixing device and a prestressed concrete PSC girder having the same).

The above technique is a method for achieving PSC girder continuity by introducing tension force first and second by using a fixing device formed of one or more sets on both sides of the PSC girder.

However, when the secondary tension anchorage is formed on the side of the PSC girder, it is difficult to expect the maximum eccentric effect of the tension member because the anchorage must be spaced downward from the bottom surface of the bottomboard to secure a tension work space on the bottom surface of the bottom plate. There was this.

In addition, in order to install the secondary tension anchorage on the side of the PSC girder, a separate reinforcement section must be formed in addition to the reinforcement section provided at the end of the PSC girder, so that the appearance is poor and the cross section increases, thereby increasing the self-weight of the PSC girder. There was a problem.

In addition, since the secondary tension should always be provided with at least one trillion secondary tension sheaths and anchorages, the width of the PSC girder is unnecessary because the tension material that can be tensioned and fixed with only one sheath and the anchorages must be equally distributed on both sides. To increase the cost and construction costs,

In addition, the work of tensioning one set of tension members at the same time in the bridge construction site where the working position must be sue, it is difficult to perform precise construction at the high place that requires high technology, but difficult to secure a working space.

In addition, conventionally, Patent No. 10-0616533 (name: PS C girder bridge construction method and the bridge produced by this method) is disclosed.

Such a conventional patent No. 10-0616533 provides a PSC girder and a girder bridge sequencing method using the same to form a notch for accommodating the fixing unit on the upper end surface of the PSC girder to facilitate the secondary tension.

However, in the conventional technique, since the notch and the fixing unit are formed on the upper surface of the PSC girder, it is not possible to place the bottom plate collectively before the second tension work, but only after placing a part of the bottom plate and performing the second tension.

Since the bottom plate should be placed on the upper surface of the notched part after the tension work, there may be a problem in durability due to construction joints, and the construction speed is inevitably reduced due to the additional process. When installed on the upper surface of the expansion joint, there was a problem that the anchorage and the tension material is corroded by the moisture penetrating from the bridge.

In addition, another conventional patent No. 10-0724739 (name: the construction method of the CS girder bridge using a fixing device capable of adjusting the tension force) is proposed.

Such a conventional patent No. 10-0724739 has a protrusion formed on the upper surface of the sequential point PSC girder, and the secondary tension tension member is disposed to pass through the protrusion, and then the cross beam and the point partition wall (space wall between the point portions) are formed. Construction is carried out, the secondary tension is carried out with the half precast bottom plate loaded, and the bottom plate is poured to achieve continuity of the PSC girder.

However, in the conventional technique, the tension force introduced during the secondary tension, which is applied to efficiently use the cross section of the PSC girder, is used as the primary fixed load (bottom plate, cross beam, bulkhead self-weight), secondary fixed load (protective fence, pavement). Etc.), but in this case, since the bottom plate is placed after the second tension, tension cannot be introduced to resist the weight of the bottom plate that is placed in the field during the second tension. There was a problem that the effect of tension is greatly reduced.

In particular, since the weight of the bottom plate which is usually cast in the field corresponds to about 40% to 50% of the total fixed load acting on the girder bridge, in this case, the effect of the secondary tension is limited to the continuation of the PSC girder rather than the efficiency of the cross section. There was no.

In addition, theoretically, after the tension member is placed continuously, the secondary tension can be performed on the shift side. However, considering that the distance between the shift and the end of the PSC girder is about 100 mm, it is necessary to secure the space for the secondary tension work. In order to form a notch on the upper surface of the PSC girder or to install a fixing unit on the upper side of the PSC girder, when the girder bridge fixing unit is installed on the upper surface of the PSC girder, there is a high possibility that the fixing unit and the tension member are corroded by moisture penetrating from the bridge.

The present invention is to improve the problems of the girder bridge construction method using the conventional PSC girder as described above, the purpose of the PSC girder is to carry out the first tension in the production stage and the second tension after the bottom plate is hypothesized by construction stage The present invention provides a PSC girder bridge and its construction method that are integrated with alternating walls that can reduce the profile of the PSC girder or promote long span by utilizing the required PSC girder cross section efficiently.

And another object of the present invention is to form at least one anchorage of the pair of anchorages required for the secondary tension of the PSC girder on the alternating wall to secure the work space and construction convenience during the secondary tension, at least one alternating wall and PSC The construction of the girder omits the construction of expansion joints, and provides a PSC girder bridge and its construction method that are integrated with alternating walls that can achieve additional height reduction or long span of the PSC girder through structural continuity.

In another aspect, the present invention is to construct a plurality of PSC girders in the axial direction in the multi-span continuous bridge hypothesis, and then integrated the alternating wall for sequencing the bridge by performing a second tension through the alternating wall of the tension material inserted into the PSC girder To provide a PSC girder bridge and its construction method.

In order to achieve the above object, the present invention, in the girder teaching construction using a PSC girder, the PSC girder is

Installed on the alternating tension material; And

And a secondary tension tension member installed at least on one side of the alternating wall and having the other end disposed on the other side of the PSC girder, wherein the secondary tension tension member is tensioned and settled in the secondary tension anchor at the side of the at least one shift wall. The PSC girder bridge of the present invention, which is integrally constructed with alternating walls, is provided.

And the present invention preferably provides a PSC girder bridge integrally constructed with the alternating wall, characterized in that the secondary tension tension material is formed on the upper side of the primary tension tension material.

In another aspect, the present invention preferably provides a PSC girder bridge is integrated with the alternating wall, characterized in that the expansion joint is formed on the opposite side of the alternating wall is tensioned and fixed to the secondary tension tension material.

In order to achieve the above object, the present invention provides a bridge construction method using a PSC girder,

Installing a secondary tension fixture and sheath on at least one shift wall;

Manufacturing a PSC girder;

Mounting said PSC girders between shifts (short spans) or between shifts and piers (multi spans) and inserting a secondary tension tension member at a secondary tension fixture anchorage and sheath on at least one shift wall side;

Forming a bottom plate, a cross beam, and a branch partition wall on the PSC girder; And

And tensioning and fixing the secondary tension tension member inserted into the PSC girder at the secondary tension fixing unit on the one side of the alternating wall to integrate the shift with the PSC girder; Provides the continuous construction method of PSC girder bridge.

In addition, the present invention preferably is the step of installing the secondary tension member anchorage and sheath on the one alternating wall to the secondary tension anchorage using the reinforcing bar reinforcement after placing concrete to the upper end of the alternating support during the shift construction work Fixing the sheath and provide a construction method of the PSC girder bridge integrated with the alternating wall, characterized in that made by placing and curing the concrete of the same size used in the manufacture of the PSC girder.

And the present invention preferably is the step of installing the secondary tension member anchorage and sheath on one of the alternating wall after the PSC girder on the shift, the secondary tension member anchorage and sheath on the reinforcement of the wall extension formed by extending upward from the alternating wall. It provides a construction method of the PSC girder bridge that is integrated with the alternating wall, characterized in that formed by fixing and curing the concrete of the same size used in the production of PSC girder at the same time.

In addition, the present invention preferably the alternating wall in which the secondary tension anchorage is formed to disperse the concentrated stress around the secondary tension anchorage, from the girder to the alternating wall when the girder and one side shift is integrated according to the present invention. It provides a construction method of the PSC girder bridge integrated with the alternating wall, characterized in that to form a reinforcement cross-section extended to the cross section to resist the horizontal force and the bending moment transmitted.

In addition, the present invention preferably in the step of manufacturing the PSC girder, the secondary tension sheath is arranged toward the upper side of the PSC girder than the primary tension sheath, the secondary tension anchorage is disposed at the top than the primary tension anchorage. Provided is a construction method of the PSC girder bridge that is integrally constructed with the alternating wall, characterized in that made by.

In addition, the present invention preferably alternates the wall, characterized in that for placing the concrete of the same standard used in the production of the PSC girder to sufficiently resist the compressive stress generated when the secondary tension is introduced in the step of installing the point partition wall and Provide the construction method of PSC girder bridge which is integrated construction.

And the present invention preferably comprises at least one alternating wall after the secondary tension is made through the tension tension material for the second alternating wall comprising the step of constructing the expansion joint device on the other alternating upper bottom plate. Provide the construction method of PSC girder bridge which is integrated construction.

In addition, the present invention preferably after the secondary tension through the secondary tension tension material and the alternating wall, characterized in that to install a protective cap at the end of the secondary tension anchorage to prevent corrosion and damage of the anchorage and Provide the construction method of PSC girder bridge which is integrated construction.

According to the present invention as described above, the following effects are obtained.

First, since one end of the alternating wall and the PSC girder is structurally integrated, the bending moment acts on the point, thereby reducing the static moment as compared to the simply supported PSC girder.

In particular, since the secondary tension is carried out after the bottom plate is placed and cured, the static moment due to the live plate load as well as the bottom plate fixed load can be greatly reduced, thereby reducing the mold height or increasing the finger length.

Therefore, when the present invention is applied to two or more continuous bridges, the static moment between the side diameters is greatly reduced, thereby increasing the PSC girder span length between the side diameters or lowering the mold height.

Second, since the secondary tension fixing device is provided at the top of the end of the PSC girder, the maximum eccentric effect of the tension material can be expected, and since the tension and fixing work of the tension material is performed on the side of the alternating wall, sufficient work space is secured compared to the conventional construction method and construction quality and construction quality. This improves and worker safety is ensured.

Third, since at least one expansion joint device is omitted as compared with the conventional method, the vehicle running is improved, construction cost and maintenance cost of the expansion joint device are reduced, and the construction speed is high.

Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the drawings.

The PSC girder bridge 100 integrally constructed with the alternating wall according to the present invention includes at least one PSC girder 150 constructed on the shift 185, as shown in FIGS. 2A and 2B.

The PSC girder bridge 100 integrally constructed with the alternating wall according to the present invention is applied to a one-span bridge in which both ends of one PSC girder 150 are supported on the shift 185 as shown in FIG. 2A, or FIG. 2B. As shown in FIG. 2, the present invention is applied to a multi-span continuous bridge having two or more PSC girders 150 in at least the axial direction in which the pier 190 is located between the shifts 185.

The PSC girder bridge 100 integrally constructed with the alternating wall according to the present invention has a primary tension tension member 180 formed inside the PSC girder 150.

The PSC girder 150 is inserted into the primary tension tension member 180 in the primary tension sheath 162 disposed therein as shown in FIG. 5A and introduced into the tension force to be fixed by the anchorage 160. .

At this time, the primary tension force to be introduced is set to resist the weight of the PSC girder, the bottom plate, the cross beam, and the partition wall.

In addition, the PSC girder bridge (100) integrally constructed with the alternating wall according to the present invention has a secondary tension tension member (210), which is one end of at least one alternating wall (110) (111) side in which the PSC girder (150) is installed. Is installed, and the other end is provided on the opposite side of the PSC girder 150. Of course, in the case of a multi-span continuous bridge, another PSC girder 150 will be the reference.

In particular, in the case of a short span PSC girder bridge, the secondary tension tension member 210 and a fixing device (not shown) may be simultaneously installed on both sidewalls according to the present invention. It can be constructed as an integral bridge that omits expansion joints because the design extension amount is less than 20mm according to the temperature change of the superstructure of the PSC girder bridge with a length of 50m or less. In this case, the PSC girder bridge 100 of the present invention behaves in the same manner as the ramen bridge, so it can increase the length of the bridge or lower the height due to the additional static moment reduction effect. The construction cost and maintenance cost are reduced. In addition, when the PSC girder bridge of the present invention is applied to a one-span transverse bridge requiring long span and low profile height, it is possible to effectively replace the conventional preplex composite bridge that is commonly applied.

Such a secondary tension tension member 210 is inserted into the secondary tension sheath 136 of the PSC girder 150 as shown in FIG. 5A and tensioned in the secondary tension anchorage 120 provided at the side of the alternating wall 110. By fixing, the PSC girder 150 and the shift 185 are integrated.

In addition, the secondary tension tension member 210 is formed on the upper side of the primary tension tension member 180 to allow the maximum eccentric effect of the PSC girder when the tension of the secondary tension tension member 210 is expected,

Since the tension and fixing work of the secondary tension tension member 210 is performed in the fixing unit 120 provided on the side of the alternating wall 110, sufficient work space is secured compared to the conventional one, thereby improving workability and construction quality, and improving worker safety. Secured.

And the PSC girder bridge 100 integrally constructed with the alternating wall according to the present invention is the half precast bottom plate 240, the bottom plate 250 optional to the PSC girder 150, as shown in Figures 2a and 2b This construction, as shown in Figure 5d, the cross beam 271, the branch partition wall 270a is constructed, the secondary tension tension member 210 on the opposite side of the alternating wall 110 is tensioned and settled Expansion joint device 300 is formed.

In this structure, at least one expansion joint device 300 is omitted in the present invention, so that vehicle running is improved, construction cost and maintenance cost of the expansion joint device 300 are reduced, and construction speed is high.

Hereinafter, the construction method of the PSC girder bridge 100 integrated with the alternating wall according to the present invention will be described in more detail.

The construction method of the PSC girder bridge 100 integrally constructed with the alternating wall according to the present invention is shown step by step, for example, applied to one-span bridge in Figures 3a to 3g, and applied to two-span continuous bridge in Figures 4a to 4g. Are shown step by step.

The construction method of the PSC girder bridge 100 integrally constructed with the alternating wall according to the present invention, as shown in Figures 3a and 4a, first to at least fix the fixing member 120 for fixing the tension member 120 on one side of the alternating wall (110) (111) The installation step takes place.

In order to construct a girder bridge according to the present invention, at least one alternating wall 110 and 111 is provided with a secondary tension fixing unit 120 and a sheath 130.

Secondary tension fixing unit 120 and the sheath 130 formed on the alternating wall 110 may be formed at the same time in the alternate construction work, as shown in detail in Figure 5a.

Typically, as shown in FIG. 5a, the shifting is carried out after the concrete is laid and cured to the supporting part (the shift of the lower side of the bottom of the alternating wall), and thus the alternating walls 110 and 111 are constructed. Secondary tension fixing unit 120 and the sheath 130 is fixed by using the reinforcement bar protruding from the wall, and the concrete of the same size used for manufacturing the PSC girder is poured and cured.

In addition, the secondary tension fixing unit 120 and the sheath 130 formed on the alternating wall 110 on one side may be installed after the PSC girder 150 is mounted as shown in FIG. 5B.

In this case, a part of the alternating wall 110 is installed at the same time when the alternating construction to the height of the primary tension anchor 160 formed in the PSC girder 150, as shown in Figure 5b,

Fixing the anchorage 120 and the sheath 130 to the reinforcement of the wall extension (110a) formed by extending from the alternating wall (110) after mounting the PSC girder (150), immediately before placing the bottom plate concrete as shown in Figure 5b At the same time with the point partition wall 270, the concrete can be placed and cured at the same time the concrete of the same size used in the production of the PSC girder 150 to complete the wall extension (110a).

Typically, the alternating wall 110 is designed as the main load of the horizontal back pressure of the alternating rear surface, but the wall on which the secondary tension fixing unit 120 of the present invention is formed is integrated with the PSC girder 150 and thus the PSC girder 150 It is desirable to expand the cross section because additional bending moments may occur due to the load or deflection transmitted to

In addition, when the secondary tension is introduced into the anchorage 120, concentrated stress may occur in the wall section around the anchorage 120, so that the stress is dispersed, and when the girder and one side shift are integrated according to the present invention, transfer from the girder to the shift wall. As shown in FIG. 5C, the cross section of the alternating wall 110 may be expanded to form the reinforcement cross section 115 to resist the horizontal force and the bending moment.

At this time, the connection part of the PSC girder 150 and the wall 110 behaves like the right angle part of the ramen bridge.

Next, as illustrated in FIGS. 3B and 4B, the PSC girder 150 is manufactured. The manufacturing method of the PSC girder 150 of the present invention will be described with reference to the difference from the conventional PSC girder manufacturing method as follows.

In the construction method of the PSC girder bridge 100 integrally constructed with the alternating wall according to the present invention, the PSC girder 150 is provided with two or more sets of primary tension sheaths 162 and anchors 160.

Separately, one or more sets of secondary tension sheaths 136 are provided, and the fixing unit 170 may be provided at the end of the PSC girder 150 according to the use of the one-span bridge or the multi-span continuous bridge. 136 may only be extended.

In addition, in the multi-span continuous bridge construction, as shown in FIG. 6A, only the secondary tension sheath 136 is extended and exposed at both ends of the PSC girder 150 to be mounted on the side of the alternating wall 110 provided with the fixing unit 120. The end of the PSC girder 150 mounted on the opposite shift is formed with the fixing unit 170 in the same manner as the primary tension fixing unit 160 as shown in FIG. 6B.

The secondary tension sheath 136 is disposed toward the upper side of the PSC girder 150 than the built-in primary tension sheath, and when the secondary tension anchor 170 is provided, the secondary tension to obtain the maximum eccentric effect Dragon anchorage 170 is disposed at the top than the primary tension anchor 160.

In addition, as shown in Figure 5a, the primary tension tension member 180 is inserted into the primary tension sheath 162 disposed inside the PSC girder 150 and introduces a tension force to the primary tension fixing unit 160 It is to be fixed to the fixing plate 160a.

At this time, the tension applied is set so as to resist the weight of the PSC girder, the bottom plate, the cross beam, and the partition wall.

3C and 4C, the present invention mounts a plurality of PSC girders 150 having the first tension force introduced therebetween, between the shifts 185 or on the piers 190, and the anchorage 120 is mounted. The tension member 210 is inserted into the secondary tension sheath 136 disposed in the PSC girder 150 in the direction of the opposite shift 185 from the shift wall 110 provided.

In such a case, the tension member 210 inserted for the secondary tension may use a conventional PC strand or an anticorrosive treatment such as an unattached PC strand or a high strength non-metallic cable.

In the case of applying the non-attached or rustproof cable, the grouting is not performed after the second tension, and when the bridge is completed, if additional tension is needed due to various reasons, the additional tension or the bottom plate 250 is applied. ) When there is a need to relax the tension force of the PSC girder 150 at the time of replacement has the advantage of removing the tension force and introducing the tension force after re-establishing the bottom plate 250.

In this case, when forming two sets of secondary tension sheath 136 and the fixing unit 170 in the girder, one of them may use a general stranded wire and the other one may use a non-corrosive or rustproof cable.

And in order to re-strain the secondary tension tension member 210 during the completion of the bridge or to relax the tension force is added to remove the back soil of the alternating wall 110 so as to secure a working space,

Typically, the PSC girder 150 is a bridge type that is excellent in durability and requires little maintenance. Such a large-scale operation is unlikely to occur during bridge life, and the re-tensioning work is performed in parallel with the resurfacing work that controls traffic. If carried out, work can be carried out without additional traffic control.

Next, as illustrated in FIGS. 3D to 3F and 4D to 4F, an optional half precast bottom plate 240, a bottom plate 250, a cross beam 271, and an alternate point partition wall 270a may be hypothesized. Steps are taken.

At this time, the bottom plate 250 may be poured after the construction of the optional half precast bottom plate 240 in order to speed up the construction speed, or may be installed after installing the copper bar and formwork in a conventional manner It is.

However, as shown in FIGS. 5A and 5B, when the secondary tension is introduced into the partition wall 270 of the PSC girder 150 pointed to the side of the alternating wall 110 provided with the fixing unit 120, just before the bottom plate is placed. In order to sufficiently resist the compressive stress to the PSC girder 150 is poured concrete of the same specifications used when manufacturing.

Since the bottom plate 250 can be formed simultaneously with the alternate point partition wall 270a and the cross beam 271 shown in FIG. 5D, workability is improved and construction joints do not occur, thereby improving durability.

And finally, the present invention, as shown in Figures 3g and 4g, selectively applied to the half precast bottom plate 240, bottom plate 250, cross beams 271, branch partitions 270, 270a After the concrete is cured, the step of introducing the secondary tension force, the step of tensioning and fixing the secondary tension tension member 210 disposed through the PSC girder 150 on the side of the alternating wall 110 is made.

The secondary tension introduced at this time is set to withstand secondary fixed loads (protective fences, pavements, etc.) and live loads.

In this case, as shown in FIG. 5B, a protective cap 122 is installed at the end of the fixing unit 120 to prevent corrosion and damage of the fixing unit 120.

In addition, the expansion joint 300 is constructed on the upper bottom plate 250 of the alternating wall side girders where the secondary tension fixing unit is not formed as described above. At this time, since the cement grout for preventing corrosion is not installed in the secondary tension anchorage formed at the end of the girder mounted on the other side shift, the futa ash is simultaneously placed on the secondary tension anchorage when the expansion joint is installed or the anchorage protection is performed. It is preferable to install the cap 122.

Hereinafter will be described in contrast to the prior art in order to explain the advantages of the present invention in more detail, the technical concept of the prior art to be described later, as in the present invention, the girder 1 in the production site for the efficient use of the cross section of the PSC girder 150 After the tea strain, it is mounted on the piers 190, and after placing some or all of the bottom plate 250, it is revealed that the second strain is performed.

The construction method of the PSC girder bridge 100 integrally constructed with the alternating wall according to the present invention is a method of achieving the continuity of the PSC girder 150 by sequencing the secondary tension tension member 210 inserted into the PSC girder 150 to tension Since it is introduced to, the difference between the continuous construction method of the present invention and the prior art will be described mainly.

Compared to the prior art Patent No. 10-0456471 (name: construction method of the continuous bridge using the exposed fixing device and prestressed concrete PSC girder 150 having the same), the secondary tension fixing device 170 is a PSC girder Since the upper end of the 150 is provided with the maximum eccentric effect of the tension member 210 for the second tension, the fixing device 170 is not exposed to the outside and does not need a separate reinforcing cross section, the appearance is excellent and economical.

In particular, at the end of the PSC girder 150, a sufficient working space for the second tension work is secured and the tension work is performed in the same way as the first tension work, thereby improving work efficiency and construction accuracy, and ensuring worker safety. .

In addition, the second tension sheath 130 and the fixing unit 120 provided in the alternating wall 110 or the wall extension 110a can be tensioned by inserting the tension member 210 required for the secondary tension in a bundle of two or more. Compared with the prior art, which requires the secondary tension material and the fixing device, material costs such as the cost of the fixing device 120 and the sheath 130 are reduced, and the construction speed is high.

And the construction method of the PSC girder bridge (100) integrally constructed with the alternating wall according to the present invention before the second tension compared to the prior patent No. 10-0616533 (name: PS C girder bridge construction method and the bridge made by this method) Since the bottom plate 250 can be placed in a batch, the workability is improved, and the construction plate of the bottom plate 250 does not occur, and the secondary tension fixing unit 170 is similar to the primary tension fixing unit 160. Since it is formed at the end of the 150, the fear of corrosion of the secondary tension tension member 210 or the fixing device 170 due to the cross-sectional leakage is minimized.

In addition, the present invention compared to the prior art Patent No. 10-0724739 (the method of construction of the PS girder bridge using the anchorage adjustable tension) can be carried out after the bottom plate 250 is placed in a batch, PSC girder 150, the cross section can be effectively used, and since the secondary tension fixing unit 170 is formed at the end of the PSC girder 150, the durability of the fixing unit 170 is the same as that of the primary tension fixing unit 160, thereby greatly increasing durability. Is improved. In particular, the technical idea that the tension of the non-attached secondary tension member can be adjusted according to the needs of the common use of Patent No. 10-0724739 is the same as the present invention, but theoretically the tension force control provided in the end of the girder tension member arranged in the girder This possible anchorage can be used to perform secondary tension or tension relaxation between the shift and the girder, but in general, considering that the distance between the shift and the PSC girder is about 100 mm, the actual workspace for the second tension can be performed. Because of this problem, construction problems may occur.

In the present invention, at least one end of the alternating wall 110 and the PSC girder 150 is structurally integrated, and as shown in FIGS. 7A and 7B, the bending portion acts on the branch portion 310 so that the simple support is supported. Compared with the conventional PSC girder 150, there is an effect of reducing the static moment.

In particular, since the tension of the secondary tension member 210 is performed after the bottom plate 250 is placed, the static moment due to the live load can be greatly reduced, thereby reducing the mold height or increasing the finger length.

Therefore, when the present invention is applied to a continuous bridge of two or more spans, as shown in FIGS. 8A and 8B, since the bending parent moment acts on the point portion 310, the bending constant moment between the side diameters is relatively reduced, and the side span is greatly reduced. PSC girder can increase the liver. In particular, as described above, in the short span bridge hypothesis, the present invention can be disclosed by using both alternating walls, so that the length of the bridge can be further increased or the height of the bridge can be reduced, and the whole expansion joint can be omitted. There is this.

And because the secondary tension fixing unit 170 is provided at the upper end of the PSC girder 150, the maximum eccentric effect of the secondary tension tension member 210 can be expected,

Since the tension and fixation work of the secondary tension tension member 210 is performed in the fixing unit 120 provided on the side of the alternating wall 110, sufficient work space is secured compared to the conventional method, thereby improving workability and construction quality, and improving worker safety. Secured.

In addition, since at least one expansion joint device is omitted as compared to the conventional method, the vehicle running is improved, and construction cost and maintenance cost of the expansion joint device 300 are reduced, and the construction speed is high.

Although the present invention has been described in detail with reference to the accompanying drawings, the present invention is not limited to such a specific structure. Those skilled in the art will be able to variously modify or change the embodiments of the present invention without departing from the spirit and scope of the present invention as set forth in the claims below. Nevertheless, it is intended that it be apparent in advance that replacement of simple components or changes in process order will all fall within the scope of the present invention.

1A is a cross sectional view of a PSC girder according to the prior art;

1B is a side view of a girder bridge to which a sequential construction of a conventional PSC girder is applied;

FIG. 2A is a side view of a PSC girder bridge integrated with a shift wall according to the present invention applied to a one-span bridge; FIG.

2b is a side view of a PSC girder bridge integrated with a shift wall according to the present invention applied to a two-span bridge;

Figure 3a to 3g is a side view showing the process sequence of each step that is applied to the construction method of the construction of the PSC girder bridge integrated with the alternating wall according to the present invention to a bridge span;

Figures 4a to 4g is a side view showing the process sequence of each step that is applied to the construction method of the PSC girder bridge integrally constructed with the alternating wall according to the invention applied to the two-span bridge;

Figure 5a is a side cross-sectional view showing an alternating wall provided in the PSC girder bridge integrally constructed with the alternating wall according to the present invention;

5B is a side cross-sectional view illustrating a process of constructing an alternating wall in which a secondary tension tension member is installed in a construction method of a PSC girder bridge integrated with an alternating wall according to the present invention;

Figure 5c is a plan view showing an alternating wall formed with anchorage in the construction method of the PSC girder bridge integrally constructed with the alternating wall according to the present invention;

Figure 5d is a plan view showing a state in which the bottom plate, cross beam, the point partition wall at the same time in the construction method of the PSC girder bridge integrally constructed with the alternating wall according to the present invention;

6A and 6B are cross-sectional views of the PSC girder constructed in the construction method of the PSC girder bridge integrated with the alternating wall according to the present invention;

7 is a diagram comparing a bridge bending moment for a conventional simple supporting girder bridge when the PSC girder bridge integrated with the alternating wall according to the present invention is applied to one-span bridge, a is a prior art and b is a present invention;

8 is a diagram comparing a bridge bending moment for a conventional simple support girder bridge when the PSC girder bridge integrally constructed with the alternating wall according to the present invention is applied to a three-span continuous bridge, in which a is the prior art and b is the present invention. .

Description of the Related Art

100 .... PSC girder bridge integrated with shift wall

110 .... shift wall 120 ..... secondary tension anchorage

130 .... 2nd tension sheath 136 .... 2nd tension sheath

150 .... PSC girder 160 .... 1st tension anchor

162 .... 1st tension sheath 170 .... 2nd tension anchor

180 .... Primary Tension 190 .... Pier

210 .... Tension 2nd tension 240 ....

250 .... Bottom plate 270 .... Branch bulkhead

300 .... expansion joint 310 .... branch

Claims (15)

In the girder bridge using a PSC girder, the PSC girder Installed on the alternating tension material; And One end is provided on one side of the alternating wall and the other end is provided on the other side of the PSC girder; PSC girder bridge, characterized in that to be integrated with the alternate wall. The PSC girder bridge according to claim 1, wherein the PSC girder is integrally constructed with an alternating wall allowing the secondary tension member to be formed on the upper side of the primary tension member. 2. The PSC girder bridge according to claim 1, wherein the secondary tension tension member is integrally constructed with an alternating wall such that the expansion joint is formed only on the opposite side of the alternating wall in which the tension is settled. In the bridge construction method using PSC girder, Installing a secondary tension fixing device and a sheath on one shift wall; Manufacturing a PSC girder; Mounting the PSC girders between shifts (short spans) or between shifts and piers (multi spans) and inserting a secondary tension tension member at a secondary tension fixture and sheath on one side of the alternating wall; Forming a bottom plate and a branch partition wall on the PSC girder; And PSC being integrated with the alternating wall, comprising the steps of: integrating the PSC girder and the shift by tensioning and fixing the secondary tension tension member inserted into the PSC girder at the secondary tension fixing unit toward the one alternating wall. Construction method of girder bridge. The method of claim 4, wherein the step of installing the secondary tension member anchorage and sheath on the one alternating wall is to install the secondary tension anchorage and sheath using the reinforcing bars for the concrete after placing concrete to the alternating support portion during the shift construction work A method of constructing a PSC girder bridge, which is fixed and fixedly constructed by placing and curing concrete of the same size used in manufacturing the PSC girder. The method of claim 4, wherein the step of installing the secondary tension member anchorage and sheath on the one alternating wall after the PSC girder is mounted on the shift, the secondary tension member anchorage and sheath to the reinforcement of the wall extension formed by extending upward from the shift support portion Construction of the PSC girder bridge integrated with the alternating wall, characterized in that the partition wall and the alternating wall are integrally formed by simultaneously placing and curing concrete of the same size used to manufacture the PSC girder on the branch partition wall and the wall. Way. 7. The alternating wall according to claim 5 or 6, wherein the alternating wall in which the secondary tension anchorage is formed is expanded in cross section to disperse the concentrated stress around the secondary tension anchorage and to resist the horizontal force and the bending moment transmitted from the girder. A construction method of a PSC girder bridge integrally constructed with alternating walls, characterized in that it is formed with a reinforcement cross section. The method of claim 4, wherein the step of manufacturing the PSC girder is arranged by placing the secondary tension sheath toward the upper side of the PSC girder than the primary tension sheath, the secondary tension anchorage is disposed above the primary tension anchor Construction method of the PSC girder bridge integrated with the alternating wall, characterized in that made. [5] The alternating wall as claimed in claim 4, wherein the step of installing the alternate point partition wall is to cast concrete of the same size used to manufacture the PSC girder so as to sufficiently resist the compressive stress generated when the secondary tension is introduced. Construction method of PSC girder bridge integrated construction. According to claim 4, After the secondary tension is made through the secondary tension tension material in one side shift is to be integrated with the alternating wall, comprising the step of installing the expansion joint device on the other side of the alternating bottom plate. Construction method of PSC girder bridge. [5] The alternating wall according to claim 4, wherein after the secondary tension is made through the secondary tension tension member, a protective cap is further installed at the end of the secondary tension anchorage to prevent corrosion and damage of the anchorage. Construction method of PSC girder bridge integrated construction. 5. In the case of short span bridges, wherein the PSC girder is mounted between shifts and the secondary tension tension member is inserted in the secondary tension member anchorage on one side of the alternating wall and the sheath, at least the expansion joint on the other side of the alternate wall is formed. Construction method of the PSC girder bridge integrated with the alternating wall, characterized in that one place is omitted. [5] The method of claim 4, wherein after the step of integrating the PSC girder and the shift, the tension force can be adjusted when necessary during the use of the alternating wall. 5. The method of claim 4, wherein the forming of the bottom plate on the PSC girder is performed by integrating the alternating wall, wherein the bottom plate is hypothesized using a half precast bottom plate. The method of claim 4, wherein the forming of the bottom plate and the branch partition wall on the PSC girder is to construct the bottom plate, the cross beam and the other branch partition wall at the same time.

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