KR20020029233A - Central vertical stress type method to reinforce the endurance force of structure and there of apparatus - Google Patents

Abstract

PURPOSE: A method for increasing vertical tensile load carrying capacity for the central part of a structure is provided to reduce construction expenses, to attach and detach a reinforcing structure and a hydraulic device easily, to simplify an entire work, to prevent the breakdown of a hydraulic jack, to compensate a long-term loss of force and to delay the yielding of a flange by adding stress on the central part of a main beam. CONSTITUTION: The method comprises the steps of: fixing anchorage jackets(200) to both ends of a main beam(100) installed in the longitudinal direction of a bridge and installing a saddle bearing instrument on the central part of the main beam(100); coupling variable saddles(310) for bearing and guiding the middle part of a steel wire(10) to the saddle bearing instrument to be reciprocated; installing a hydraulic jack between a lower end of the main beam(100) and a bearing board of the variable saddle(310); placing the middle part of the steel wire(10) over a steel wire guide part of the variable saddle(310) and anchoring both ends of the steel wire(10) to the anchorage jack(200) fixed to both ends of the main beam(100); connecting a hydraulic pump to the hydraulic jack(200), then adding hydraulic pressure to tense the steel wire(10) and adding a camber force to the main beam(100) to correct the bending of the main beam(100); if the bending of the main beam(100) is corrected, locking by unfastening a screw pipe of the hydraulic jack(200) to contact the upper part to the lower end of the main beam(100); and removing hydraulic pressure from the hydraulic jack(200) and recovering the hydraulic jack(200).

Description

CENTRAL VERTICAL STRESS TYPE METHOD TO REINFORCE THE ENDURANCE FORCE OF STRUCTURE AND THERE OF APPARATUS}

The present invention relates to a central vertical tensile load-bearing method and the device for the introduction and removal of stress using a stranded wire using a PSC girder bridge, steel plate composite bridge, RC T-beam, H-beam bridge, etc. Fixing the fixing jackets at both ends of the main beam of the main beam, and installing the variable birds at the central portion of the main beam, hooking the middle of the strand to the central variable saddle, and fixing both ends of the strand to the fixing jacket at both ends of the main beam. It relates to a vertical tension-type load-bearing method and apparatus of the central portion of the structure to move the downward to give the rise amount by tensioning the strand wire to correct the warp of the main beam.

When applying the stress introduction method while reinforcing and repairing the existing bridges, fixation jackets are installed at the center and both ends of the main beam of the bridge, and the strands are hooked to these anchoring jackets, and both ends of the strands are fixed to the anchoring jackets at both ends. The method of reinforcing the main beam by squeezing the both ends of the strand by using the pulley, that is, the method of applying stress at both ends of the main beam is mainly used.

Such a conventional reinforcement repair method has a problem in that construction is impossible when the strand cannot be tensioned at both ends of the main beam due to the structure of the bridge, and there is a problem that the stress introduction force cannot be removed as necessary.

The present invention has been devised to solve such problems and defects of the present invention. The fixing jacket is fixed to both ends of the main beam of the structure such as a bridge, and the variable birds are installed at the center of the main beam. Hanging on the variable saddle, and fixed to both ends of the stranded ship in the fixing jacket of the two ends, the central variable saddle is moved to the lower side by the hydraulic device to tension the stranded wire to give the amount of rise in the main beam to be able to correct the warp of the structure It is to provide a central vertical tensile load-bearing method and a device therefor.

1 to 8 are views of the present invention,

1 and 2 is a side view showing the configuration and operation of the central portion of the vertical tensile load-bearing device of the structure according to an embodiment of the present invention.

3 and 4 are side views showing the construction and operation of another application of the device of the present invention.

Figure 5 is a perspective view showing the configuration of the strand center vertical tension beam lifting means.

6 is an explanatory view of the impression operation.

Figure 7 is a longitudinal cross-sectional view showing the configuration of the hydraulic jack.

8 is a process explanatory diagram according to the central vertical tensile load-bearing method of the structure of the bridge of the present invention.

<Description of the reference numerals for the main parts of the drawings>

10: strand 100: main beam

200: fixing jacket 210: reinforcing support member

300: strand center portion vertical tension beam lifting means 310: variable saddle

311: strand guide portion 312: backing plate

313: saddle side plate 314: guide groove

315: reinforcement plate 320: hydraulic jack

321 cylinder 322 piston

323: hydraulic chamber 324: locking pipe

330: saddle support plate 331: section steel

332: high tension bolt 333: guide rail

334: reinforcement plate

In order to achieve the above object, the load-bearing method according to the present invention fixes a fixing jacket at both ends of the main beam of the structure, installs variable birds at the center of the main beam, hangs the middle of the stranded wire at the central variable birds, After fixing both ends of the fixing fixture in the both ends, the center variable birds are moved downwards to give the amount of rise by tensioning the strands, characterized in that to correct the warp of the main beam.

More specifically, the method of the present invention includes fixing the both ends of the fixing jacket at both ends of the main beam installed in the longitudinal direction of the bridge and installing a saddle support means, and supporting the saddles for supporting and guiding the intermediate portions of the strand. Coupling to the means for lifting and lowering; installing a hydraulic jack between the lower end of the main beam and the support plate of the variable birds; fastening the middle part of the stranded wire to the strand line guide of the variable birds and fixing to both ends of the main beam. Fixing both ends of the stranded wire to the both ends of the anchoring jacket, and connecting the hydraulic pump to the hydraulic jack to apply hydraulic pressure to apply the rising force to the main beam to correct the warp of the main beam. And, if the deflection of the main beam is corrected, the screw tube of the hydraulic jack of the upper end of the main beam After the step of releasing until it touches the locking end, and is configured by removing the hydraulic pressure from the yuapjaek.

In the case of the sequencing operation for continuous bridges, the warp of the main beam is corrected, and the slab is poured into the adjacent main beam to be continuous, and after the slab is hardened, the two ends of the main beam are fixed to the fixing jacket. And secondly correcting the deflection of the main beam by retensioning the end of the strand with a tensioner.

The vertical tension-bearing load increasing device of the center portion of the preferred structure for applying the method of the present invention is fixed to both ends of the main beam of the structure and a fixing jacket for fixing both ends of the strand to the anchorage, and installed in the center of the main beam and the strand Variable birds are provided for guiding and supporting the beam, and include a strand center vertically tensioned beam lifting means for tensioning the strand downwards, and is configured to correct the warpage by giving rise to the main beam by tensioning the strand.

The strand center vertically tensioned beam lifting means has saddle support plates fixed to both sides of the main beam, and variable birds are liftably coupled to the lower sides of the saddle support plates on both sides, and the variable birds are lowered between the main beam and the variable birds. Hydraulic jack for moving to the installation is configured.

The present invention as described above is easy to remove and attach the reinforcing structure and the hydraulic device while repairing and reinforcing a structure such as a bridge, the overall operation is simple, and can be applied even when the tension of the wire is not possible at both ends. In addition, the reinforcement effect can be maximized by considering the distribution of dead weight when the simple bridge is continuously reinforced. In addition, it is possible to obtain the effect of reducing the stress generated by dead weight by tensioning the steel wire in the center of the main beam to rise to the structure.The effect of the continuous bridge in the simple bridge after continuizing the beam and the slab is continuous. After obtaining, the tensile force applied to the steel wire may be left as needed, or the introduction force may be removed by a dismantling method. In addition, by applying this method to the steel of the same size by applying to the bridge can be produced a bridge between the longer than the short bridge of other bridges, it is easy to transport and install by introducing and removing the tensile force. In addition, when other repairs such as steel plate reinforcement and reinforcement method are applied, existing structures are already under stress against dead load, and reinforcement is attached under a state without stress, so that the reinforcing effect is inferior. After only fixing the position at the attachment position to generate the rise using this method, the steel plate can be attached using epoxy, etc., and the reinforcing effect is improved and the tensile force applied to the steel wire is kept as needed. It is also possible to remove the introduction force using the dismantling method.

The present invention is a straight construction method to install a single variable bird in the center of the main beam, a fixing jacket is installed at both ends of the main beam to straighten the tension line, and a plurality of fixing jacket and at least one in the middle of the main beam All of the curved construction methods for installing the variable saddles and installing the fixing jackets on both ends of the main beam to hang the strands in a curved manner can be applied.

Hereinafter, an embodiment of the present invention will be described in detail with reference to FIGS. 1 to 8 as follows.

1 and 2 is a side view showing the configuration and action of the vertical tension-type load-bearing device of the structure according to an embodiment of the present invention a plurality of main beams arranged in the longitudinal direction at regular intervals in the width direction on the bridge piers Both ends of the fixing jacket 200 is installed at both ends of the 100, the center line of the main beam 100, the center portion of the tension line vertical tension beam lifting means 300 is installed, the strand wire (on both ends of the fixing jacket 200) Both ends of the 10 are fixed, and the hydraulic jack of the strand vertical center tension beam lifting means 300 by coupling the center portion of the strand 10 to the variable saddle 310 of the center strand vertical tension beam lifting means 300. By applying a force to the strand 10 by tension (320), the bending force is applied to the main beam 100 while the warp of the main beam 100 is configured to be corrected.

Figure 5 is a perspective view showing the configuration of the center line vertical tension beam lifting means, Figure 7 is a longitudinal cross-sectional view showing the configuration of the hydraulic jack, as shown, the center line vertical tension beam lifting means 300 is a main beam The saddle support plate 330 is fixed to both sides of the 100, and the variable saddle 310 is liftably coupled to the lower side of the both saddle support plate 330, and the main beam 100 and the variable saddle 310 are fixed to each other. Between the hydraulic saddle 320 for moving the variable saddle 310 is configured to be installed.

The both side saddle support plate 330 is fixed to the inner surface of the section steel 331 and the reinforcing plate 334 is fixed to the inner side of the section steel 331, the guide rail 333 in the middle of the outer surface in the longitudinal direction It is fixed. And both sides of the saddle support plate 330 is coupled to be fitted to both sides of the main beam 100 is fixed to the inner steel 331, the fastening bolt 332 is fixed by fastening.

The variable saddle 310 is provided with the strand guide portion 311 is provided on both sides of the lower surface of the support plate 312, the saddle side plate 313 is fixed to both sides formed in the middle of the guide groove 314 in the longitudinal direction The reinforcing plate 315 is fixed to the outer surface of the middle portion of both saddle side plates 313.

The variable saddle 310 is coupled to insert the guide rail 333 of the saddle support plate 330 into the guide groove 314 of both saddle side plate 313 to be slidable up and down.

The hydraulic jack 320 is coupled to the cylinder 321 by the hydraulic pressure acting on the lower hydraulic chamber 323 is inserted into the piston 322, the screw thread 324 is the inner side of the upper threaded portion of the cylinder 321 It is a screwed-in configuration.

An inlet pipe 325, a pressure gauge 326, and an inlet valve 327 are connected to one port of the hydraulic chamber 323 of the hydraulic jack 320, and a discharge pipe 328 and a discharge valve 329 are connected to the other port. .

3 and 4 is a side view showing the configuration and action of the vertical tension-type load-bearing device of the structure according to another embodiment of the present invention, as shown in the reinforcement support member 210 at both ends of the main beam 100 ) And fixed to both ends of the fixing jacket 200 by connecting to the reinforcing support member 210, the other configuration is the same as the contents of the embodiment described above.

Figure 6 is an explanatory view of the impression, Figure 8 is a view illustrating the process according to the vertical tension-type load-bearing enhancement method of the structure of the bridge of the present invention, hereinafter with reference to Figure 6 and 8 in the present invention Referring to the construction process to increase the load capacity of the bridge according to the following.

When applying the present invention to improve the beam deflection and load resistance of the bridge first to fix the fixing jacket 200 on both ends of the main beam 100, the saddle support plate 330 on both sides of the central portion of the main beam 100 Fixed, but after fixing the guide rail 333 in the middle portion of the both saddle support plate 330 in advance.

In addition, the variable saddle 310 may be manufactured to support the strand 10 and install the hydraulic jack 320.

Thereafter, the guide saddle 333 is coupled to the guide groove 314 formed at the middle of the saddle side plate 313 of the saddle side plate 313, and the bolt is used to prevent the variable saddle 310 from moving. Tighten by

Thereafter, as shown in FIG. 6 (a), the hydraulic jack 320 is inserted between the lower end of the main beam 100 and the support plate 312 of the variable saddle 310 to complete the installation of the strand extension vertical beam-type beam lifting means 300. do.

Subsequently, as shown in FIG. 8 (a), both ends of the strand line 10 are fixed to both ends of the main beam 100 and the fixing line guide portion 311 of the variable saddle 310 installed in the center of the main beam 100 is fixed to both ends of the main beam 100. Both ends of the stranded wire 10 are fixed to the 200 using an ordinary anchorage.

Then, as shown in Figure 8 (b) and 6 (b), after connecting the main pump (not shown) to the hydraulic jack 320, the pre-screw bolt 316 to move the variable saddle 310 to move. Loosen and apply pressure. When pressure is applied to the hydraulic chamber 323 of the hydraulic jack 320, the piston 322 is extended, and the variable saddle 310 moves downward while tensioning the strand 10 and as the strand 10 is tensioned. A rising force is applied to the main beam 100 to correct the warpage of the main beam 100.

When the warp of the main beam 100 is corrected by applying an appropriate pressure in this manner, as shown in FIG. 6 (c), the screw tube 324 of the hydraulic jack 320 is released until its upper end reaches the lower end of the main beam 100.

When the upper end of the screw tube 324 touches the lower surface of the main beam 100 in this manner, the inlet valve 327 is closed, the outlet valve 329 is opened to remove the pressure, and the hydraulic jack 320 is recovered.

In this way, the screw tube 324 of the hydraulic jack 320 is subjected to a force, so that the corrected shape of the main beam 100 remains stable even after the hydraulic pressure is removed, and the hydraulic jack is applied to the hydraulic jack 320 for a long time. Damage to the 320 can be prevented.

6 (c) and 8 (b) by the above process, after the bending of the main beam 100 is corrected, in the case of the operation for the continuity of the bridge, the adjacent main beam 100 as shown in Figure 8 (c) ) To pour the slab (20).

After the slab 20 is cured, the ends of the strands 10 fixed to the fixing jackets 200 at both ends of the main beam 100 are bitten by a tensioner and re-tensioned as necessary to secondly correct the deflection of the main beam 100. do.

The present invention as described above is economical because the construction cost can be performed in a short time, such as continuity work to lengthen the span length of the bridge, the construction cost is reduced. In addition, the reinforcement structure and the hydraulic device can be easily removed and attached, and the overall operation is simple. In addition, even during long-term operation, there is no risk of the hydraulic jack bursting, and the loss of long-term force can be corrected by retensioning later. Then, the stress in the central portion of the main beam can delay the yield of the flange.

Claims (6)

The fixing jacket is fixed to both ends of the main beam of the structure, the variable saddles are installed at the center of the main beam, the middle of the strand is hanged on the central variable saddle, and both ends of the strand are fixed to the fixing fenders at both ends of the main beam. A vertical tensile load-bearing method of the center portion of a structure, characterized by correcting the warp of the main beam by moving the birds to the lower side to tension the strand to give rise. Fixing both ends of the fixing jacket at both ends of the main beam installed in the longitudinal direction of the bridge, installing saddle support means at the center of the main beam, and lifting and lowering the variable saddles for supporting and guiding the middle portion of the strand. Coupling the front end, and installing a hydraulic jack between the lower end of the main beam and the support plate of the variable saddles, and fixing the both ends fixed to both ends of the main beams by interposing the middle part of the strands on the strand line guides of the variable birds. Fixing both ends of the stranded wire to a jacket, and applying a lifting force to the main beam by applying a hydraulic pressure by connecting a hydraulic pump to the hydraulic jack to apply a hydraulic pressure to correct warpage of the main beam; When the deflection of the is corrected, loosen the screw tube of the hydraulic jack until its upper end touches the lower end of the main beam. After the step of locking, the center vertical tensile load carrying capacity type enhancement method of the structure, characterized in that configured by removing the hydraulic pressure from the yuapjaek and recovering yuapjaek. 3. The method of claim 2, wherein the warp of the main beam is corrected, and the slab is poured into the adjacent main beam to be continuous, and after the slab is cured, the ends of the stranded wire fixed to the fixing jackets at both ends of the main beam are tensioned. And re-tensioning with a second step to compensate for the deflection of the main beam. The anchoring jacket is fixed to both ends of the main beam of the structure to secure both ends of the strand to the anchorage, and a variable bird is provided in the center of the main beam and the variable birds for guiding and supporting the strand, and the tension line for tensioning the strand below And a central vertical tension beam lifting means, configured to correct warpage by giving rise to the main beam by tensioning the strand. The method of claim 4, wherein the centerline vertical tension beam lifting means is a saddle support plate is fixed to both sides of the main beam, the variable birds are coupled to the lower side of the both saddle support plate to be liftable, the main beam and the variable birds Vertical tension-type load-bearing device of the central portion of the structure, characterized in that the hydraulic jack is installed to move the variable saddle between. According to claim 5, The saddle support plate is coupled to both sides of the steel plate is fixed to the inner side of the main beam is coupled to the two sides of the main beam and fastened with a high tension bolt, the variable saddle is provided on the both sides of the lower surface of the strand guide portion of the backing plate material The vertical tension type load-bearing device of the central portion of the structure, characterized in that the guide rail of the saddle support plate is inserted into the guide groove of both side saddle side plate.