JP2007162448A - Reinforcing method and reinforcing structure for columnar structure - Google Patents

Reinforcing method and reinforcing structure for columnar structure Download PDF

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Publication number
JP2007162448A
JP2007162448A JP2006027142A JP2006027142A JP2007162448A JP 2007162448 A JP2007162448 A JP 2007162448A JP 2006027142 A JP2006027142 A JP 2006027142A JP 2006027142 A JP2006027142 A JP 2006027142A JP 2007162448 A JP2007162448 A JP 2007162448A
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columnar
steel
seismic reinforcement
reinforcing
concrete foundation
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JP2006027142A
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Japanese (ja)
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Yukimasa Naramura
幸正 楢村
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Oriental Construction Co Ltd
オリエンタル建設株式会社
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Application filed by Oriental Construction Co Ltd, オリエンタル建設株式会社 filed Critical Oriental Construction Co Ltd
Priority to JP2006027142A priority patent/JP2007162448A/en
Publication of JP2007162448A publication Critical patent/JP2007162448A/en
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a reinforcing method and a reinforcing structure for a columnar structure for firmly connecting a concrete foundation and the lower end of the columnar structure. <P>SOLUTION: In the reinforcing method for the columnar structure, vertical holes 3b for inserting prestressed concrete steel members 4 are bored in a concrete foundation 2 supporting the columnar structure 1, from the ground, and the lower ends of the prestressed concrete steel members 4 are inserted in the vertical holes 3b. After grout 5 is injected and hardened to anchor lower ends of the prestressed concrete steel members 4, a reaction is taken by the prestressed concrete steel members 4 to press in aseismatic reinforcing blocks 6 erected to surround the columnar structure 1 on the ground, and a filler 5b is filled between the aseismatic reinforcing blocks 6 and the columnar structure 1. In this method, the lower ends of the prestressed concrete steel members 4 are arranged in the vertical holes 3 of the concrete foundation 2 and anchored by the grout 5, and the aseismatic reinforcing blocks 6 are arranged over the columnar structure 1 and the upper part of the concrete foundation 2. The filler 5b is then filled and hardened to integrate them. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a reinforcing structure and a reinforcing method for a columnar structure such as a bridge pier.

  Conventionally, reinforcement methods and reinforcement structures for columnar structures such as bridge piers have been performed by various methods with the aim of improving seismic performance. For example, (a) A method of winding a steel plate around a concrete pier (see, for example, Patent Documents 1 to 3). (B) A method in which concrete is cast around the pier and wound up (for example, see Patent Documents 1 to 3). (C) The method of winding up using precast concrete (for example, refer patent document 4). (D) A method of reinforcing a bridge pier with a fiber sheet (for example, see Patent Documents 5 to 7) has been performed. (E) It is also known to reinforce the footing foundation by providing reinforcing bars on the footing foundation (see, for example, Patent Document 8). (F) It is also known to reinforce a pier by forming a dry space by a temporary closing method (for example, Patent Documents 9, 10, and 11).

Further, as shown in FIG. 18, a bracket 31 fixed by an anchor member 30 is provided at an intermediate portion of the columnar structure 1 exposed on the ground, and the reinforcing block 33 is supported by supporting the reaction force of the jack 32 on the bracket 31. The press-fitting technique is also known.
JP-A-9-184303 Japanese Patent Laid-Open No. 2002-4301 JP-A-2005-248613 JP 2003-328319 A JP-A-9-59934 Japanese Patent Laid-Open No. 10-131183 JP-A-10-131184 Japanese Patent Laid-Open No. 11-323988 Japanese Patent Laid-Open No. 2002-235328 JP-A-2004-316133 JP 09-248201 A

  Generally, columnar structure parts protruding from the ground can be easily reinforced, but reinforcement of the columnar structure parts embedded in the ground requires excavation of the ground, and the construction cost Becomes very expensive and increases costs. In addition, if there is a site restriction, additional excavation of the excavated trench is required, and construction of the excavation is expensive. Therefore, a construction method that is not subject to site restrictions as much as possible and that does not require mountain retaining is desired.

Conventionally, attention has been paid to reinforcement of the middle part of the columnar structure, and attention has not been paid to coupling with a concrete foundation such as a foundation footing that supports the columnar structure.
If the connection part of the concrete foundation part that is reinforced only and connected to the columnar structure is not reinforced, the bottom part of the columnar structure is reinforced thickly, and the cross section becomes larger through the subsequent unreinforced part The vertical section structure of the eccentric section connected to the part, the concrete foundation and the lower end of the columnar structure will not be firmly connected, and the joint part of the concrete foundation and the lower end of the columnar structure will be a seismic weak point There is also.

Also, when anchor material is provided in the middle part of the columnar structure exposed on the ground to support the reaction force of the center hole jack, post-processing such as anchor holes provided in the middle part of the columnar structure is required. In addition, there is a problem that a surface finish is required.
Therefore, there is no need for post-treatment such as anchor holes in the middle part of the columnar structure, and the concrete foundation and the lower end of the columnar structure can be firmly coupled, and these coupled parts do not become weak points for earthquake resistance. A reinforcing method and a reinforcing structure are desired.

In addition, even if it can be constructed from the ground on the ground surface, or even if it is constructed from the ground that is in a dry state by using the temporary closing method, the entire stable ground above the foundation It is desirable for safety of columnar structures not to cut.
The present invention can advantageously solve the above-mentioned problems, eliminates the need for post-processing such as anchor holes in the middle part of the columnar structure, and firmly reinforces and bonds the concrete foundation and the lower end of the columnar structure. An object of the present invention is to provide a reinforcing method and a reinforcing structure for a columnar structure.

In order to advantageously solve the above-described problem, in the columnar structure reinforcement method of the first invention, a vertical hole capable of inserting a PC steel material into a concrete foundation supporting the columnar structure from the ground is drilled, After inserting the lower end portion of the PC steel material into the vertical hole and injecting and hardening grout into the vertical hole to fix the lower end portion of the PC steel material, the PC steel material is used as a reaction force to form a columnar structure on the ground. The PC steel material is inserted and pressed into a seismic reinforcement block assembled so as to surround an object, and a filler is filled between the seismic reinforcement block and the columnar structure.
Further, in the columnar structure reinforcing method of the second invention, a vertical hole into which a PC steel material can be inserted is drilled in a concrete foundation supporting the columnar structure, and a lower end portion of the PC steel material is inserted into the vertical hole. After injecting and hardening grout into the vertical hole and fixing the lower end of the PC steel material, the PC steel material is inserted into a seismic reinforcement block assembled so as to surround the columnar structure and suspended and arranged. And a filler is filled between the seismic reinforcement block and the columnar structure.
In the third invention, in the columnar structure reinforcement method according to the first or second invention, the earthquake-resistant reinforcement blocks and the foundation are integrated with the PC steel material, and at the same time, the earthquake-resistant reinforcement blocks are crimped together.
Further, in the fourth invention, in the columnar structure reinforcing method according to any one of the first to third inventions, a groove is provided on the inner peripheral surface of the vertical hole to increase the fixing force of the PC steel material. .
In the reinforcing structure for a columnar structure according to the fifth aspect of the invention, the lower end portion of the PC steel material is disposed in the vertical hole provided in the concrete foundation supporting the columnar structure, and grout is injected and filled to be fixed. The seismic reinforcement block assembled so as to surround the columnar structure is press-fitted into the PC steel material with a reaction force and arranged over the columnar structure and the upper part of the concrete foundation. A filler is filled and cured between the structure and the structure to be integrated.
In the columnar structure reinforcement structure according to the sixth aspect of the invention, the lower end portion of the PC steel material is disposed in the vertical hole provided in the concrete foundation supporting the columnar structure, and the grout is injected and filled to be fixed. The seismic reinforcement block assembled so as to surround the columnar structure is suspended and arranged across the columnar structure and the upper part of the concrete foundation, and a filler is provided between the seismic reinforcement block and the columnar structure. Are filled and cured to be integrated.
Further, in the seventh invention, in the reinforcing structure of the columnar structure of the fifth or sixth invention, the earthquake-resistant reinforcing blocks and the foundation are integrated with the PC steel material, and at the same time, the earthquake-resistant reinforcing blocks are crimped together. To do.
In the eighth invention, the columnar structure reinforcement structure according to any one of the fifth to seventh inventions is characterized in that a groove is provided on the inner peripheral surface of the vertical hole to increase the fixing force of the PC steel material. .

According to the present invention, it is possible to uniformly expand and reinforce the transverse cross section of the columnar structure, and to perform seismic reinforcement of the columnar structure. And a columnar structure lower end part is united with a concrete foundation upper part, and becomes the same cross section, it can connect firmly and reinforce earthquake resistance by reinforcing a columnar structure lower end part and a concrete foundation upper part. Moreover, since it is seismic reinforcement that does not become a deviated cross-section where the cross-sectional area becomes small at the boundary between the columnar structure and the upper part of the concrete foundation, the cross-section of the columnar structure and the upper part of the concrete foundation is reliably increased, Reinforcement that increases these rigidity can be performed, and particularly on the columnar structure side, the shear rigidity and bending rigidity can be greatly increased by increasing the cross-sectional area, and in the upper part of the concrete foundation, Since the cross-sectional area of the foundation structure is remarkably increased, the reinforcing structure is remarkably improved in shear rigidity.
In addition, a vertical hole is provided in the concrete foundation, and the lower end of the PC steel material is fixed by grout, so there is no need to provide an anchor hole or the like on the surface of the intermediate part of the columnar structure on the ground. Since there is no treatment, it can be constructed at low cost.
In addition, since the seismic reinforcement block is press-fitted into the ground around the columnar structure, the seismic reinforcement method can be reinforced at a low cost without the need for a mountain retaining for the seismic reinforcement block.
In addition, when the seismic reinforcement block is suspended around the columnar structure, the seismic reinforcement method is easy to install.
In addition, the concrete foundation and the seismic reinforcement block are integrated with the PC steel and the seismic reinforcement block in the vertical direction is crimped, so the PC foundation is used for the concrete foundation and the seismic reinforcement block and the seismic reinforcement block. Can be easily integrated to reinforce the columnar structure.
In addition, simply by providing a groove on the inner peripheral surface of the vertical hole of the foundation, it is possible to easily increase the fixing force and securely fix the PC steel material, so that the concrete foundation and the earthquake-proof reinforcement block can be integrated and The pressure-bonding force between the seismic reinforcement blocks can be increased.
In addition, the reinforcing structure of the columnar structure according to the present invention is made by integrating the seismic reinforcing block with the concrete foundation by using the seismic reinforcing block arranged in the vicinity of the columnar structure and the PC steel material fixed in the vertical hole of the concrete foundation. In addition, since the seismic reinforcing blocks are pressure-bonded to each other, the reinforcing structure is simple and the seismic reinforcement including the concrete foundation can be performed securely and firmly.

    Next, the present invention will be described in detail based on the illustrated embodiment.

  1 to 3 show a columnar structure in which the present invention is implemented to reinforce a lower part of a columnar structure 1 such as a column in a reinforced concrete pier or an elevated road structure and an upper part of a concrete foundation 2 connected to the columnar structure 1. One embodiment of a reinforcing structure is shown.

  The lower end of the PC steel material 4 is placed in the vertical hole 3b provided in the concrete foundation 2 such as the footing foundation under the columnar structure from the ground 8 such as the ground, and the grout 5 such as non-shrink mortar is injected and hardened. The seismic reinforcement block 6 assembled so as to surround the columnar structure 1 is pressed into the PC steel material 4 with a reaction force, and is interposed between the seismic reinforcement block 6 and the columnar structure 1. The grout 5 is filled and hardened to form an integrated columnar structure reinforcement structure.

  The vertical hole 3b provided in the concrete foundation 2 is formed by vertically excavating the ground 8 from the ground surface to the concrete foundation 2 by a vertical hole excavator (not shown) from the ground to form a cored vertical hole 3a. (See FIG. 4b), a casing 34 for core removal guide is disposed in that portion, and the upper surface side of the concrete foundation 2 is formed into a vertical hole 3b (see FIG. 4b) by a core removal drilling machine (not shown). Is drilled. The casing 34 is pulled out and removed before the seismic reinforcement block 6 is press-fitted.

  Further, an annular groove 10 (see FIG. 6) is provided in a step shape on the inner peripheral surface of the vertical hole 3b of the concrete foundation 2 by a grooving machine (not shown), and the PC steel material 4 tip, grout 5, and vertical hole are provided. It is preferable to increase the fixing power with 3b. Instead of the annular groove 10, a groove that gradually increases in diameter toward the lower part may be formed.

  In the vertical hole 3b, as shown in FIG. 6 (a) in which a part of FIG. 1 is enlarged, a supporting plate 28 is mounted on the front male screw portion of the PC steel material 4 made of a PC steel rod, and both sides thereof are mounted. The tip portion of the PC steel material 4 fitted with a fixing metal fitting 29 made of a nut is arranged, the grout 5 is filled and hardened, and the PC steel material 4 is fixed to the concrete foundation 2.

  As shown in FIGS. 7 to 9, the seismic reinforcement block 6 is constructed by assembling precast plate bodies 7a and 7b made of reinforced concrete, and the front and rear plate bodies 7a and the left and right plate bodies 7b are arranged in the left-right direction. Is a cylindrical block integrated by the laterally tightened PC steel material 14, and as shown in FIGS. 8 and 9, each plate body 7 a, 7 b has an intermediate portion in the member thickness direction on the upper surface side, An inverted trapezoidal concave portion 11 having a pair of inclined surfaces inclined so as to gradually separate upward to prevent lateral displacement is provided linearly across the width direction of the plate body, and is directed downward on the lower surface side. Inverted trapezoidal convex portions 12 having a pair of inclined surfaces that are inclined so as to gradually approach each other are provided linearly over the entire length in the width direction of the plate body.

As shown in FIG. 8, the left and right plate bodies 7b are provided with PC steel material insertion holes 9a in the left-right direction (member thickness direction) at both ends in the front-rear direction and spaced in the vertical direction. A PC steel material fixing recess 11a connected to the PC steel material insertion hole 9a is also provided.
In addition, a PC steel material insertion hole 9b penetrating in the vertical direction in parallel with an interval in the front-rear direction is provided in the center portion, and on the end side so as to sandwich the PC steel material insertion hole 9b, A steel pipe 13 for water jet or vacuum is embedded.
A guide member 15 having a base end fixed to an internal reinforcing bar is provided on the inner side of the plate body 7b so as to protrude inwardly. A gap (for example, a gap of 100 mm) can be formed.

  Further, as shown in FIG. 9, the front and rear plate bodies 7a have a plurality of water jet or vacuum steel pipes 13 that are offset from the inner side surface arranged on the columnar structure side at intervals in the left-right direction. Embedded on the outside of each of the water jet or vacuum steel pipes 13 and provided with a plurality of laterally tightened PC steel material insertion holes 9a penetrating left and right and spaced in the vertical direction. On the inner side surface of the plate body 7a, a convex portion 12 having a circular arc cross section is formed concentrically with each water jet or vacuum steel pipe 13, and the convex portion 12 serves as a guide member. A predetermined distance is maintained between the outer surface of the article 1 and the plate body 7a, and a gap is formed.

  As shown in FIG. 7, the plate 7b shown in FIG. 8 is arranged in parallel in the left-right direction, and the plate 7a shown in FIG. 9 is interposed between the front and rear ends of the plate 7b. The laterally tightened PC steel material 14 is inserted through the laterally tightened PC steel material insertion hole 9a, and the support plate 16 and the fixing bracket 17 such as a nut are installed in the recesses 11 of the left and right plate bodies 7b. The laterally tightened PC steel material 14 is tension-fixed, and the front and rear plate bodies 7a and the left and right plate bodies 7b are integrated to form a cylindrical seismic reinforcement block 6. The cylindrical seismic reinforcement block 6 is assembled so as to surround the columnar structure 1 as shown in FIG.

  The precast seismic reinforcement block 6 having the above-described configuration is arranged in the vertical direction around the columnar structure 1, and the seismic reinforcement block 6 located at the upper position and the seismic reinforcement block 6 located at the lower position, The plate bodies 7a, 7a (or 7b, 7b) are formed into a block 18 for seismic reinforcement having a laterally integrated structure by fitting the concave portion 11 and the convex portion 12 in the upper and lower portions. .

  In the seismic reinforcement block body 18 as described above, the seismic reinforcement block 6 is assembled so as to surround the outside of the columnar structure 1 and is sequentially press-fitted into the ground, and the vertical PC steel material 4 is in a tensioned state. At the upper end of the uppermost seismic reinforcement block 6, fixing is performed by a support plate 21 inserted into the PC steel material 4 and a fixing metal fitting 22 attached to the PC steel material 4, and prestress in the vertical direction is introduced. In the state, it is integrated with the columnar structure 1 and the concrete foundation 2.

  Moreover, the blade edge 19 is being fixed to the lower surface side of the earthquake-proof reinforcement block 6 located in the lowest end part from the outer peripheral side of the thickness direction of each plate body 7a, 7b which comprises this. The inner peripheral surface of the blade edge 19 includes an inner inclined surface 20 that is inclined downward and approaches the outer peripheral side, the inner lower end portion of the blade edge 19 is widened, and the lower end portion of the blade edge 19 is made of concrete. In contact with the upper surface (inclined upper surface) of the foundation 2, in the gap between the blade edge 19, the concrete foundation 2 and the columnar structure 1 (the inner surface of the blade edge 19, the upper surface of the concrete foundation 2 and the outer peripheral surface of the columnar structure 1). After washing, the filler 5b is filled and solidified to increase the upper cross section of the concrete foundation 2 by the filler 5b and the seismic reinforcement block 18, and the concrete foundation 2 and the columnar structure 1 The cross section of the connecting portion at the lower end is increased, and the shear rigidity and bending rigidity of these portions are remarkably improved. As the filler 5b, a mortar such as concrete, non-shrink mortar or fiber mortar, or a filler such as grout may be used.

  The height in the vertical direction of the blade edge 19 is such that when the tip of the blade edge 19 is seated on the upper surface of the concrete foundation 2, the lower inner surface of the blade edge and the concrete foundation 2 in the seismic reinforcement block 6 located at the lower end level. And a filler 5b such as concrete is filled between the columnar structure 1 and the inside of the blade 19 and between the seismic reinforcing block 18 and the columnar structure 1. It is configured to be easy.

  At the time of press-fitting the seismic reinforcement block 6 located at the lowest position or the upper seismic reinforcement block 6 connected thereto into the ground, a plurality of water-jet or vacuum steel pipes provided in the seismic reinforcement block 6 A part of 13 is used, a high-pressure water hose equipped with a high-pressure water injection nozzle is arranged inside as appropriate, or is connected to the steel pipe 13 to inject high-pressure water (water jet) from its lower end to excavate At the same time, another water jet or vacuum steel pipe 13 is used, a drain pipe is connected thereto, and the excavated soil is discharged together with the drainage. Such an operation is carried out until the blade 19 reaches the concrete foundation 2 by connecting the high-pressure water pipe and the drain pipe for each of the earthquake-proof reinforcement blocks 6 that are successively added to the upper level. 18 is built.

  In order to apply the pressurizing force when the seismic reinforcement block 6 is press-fitted, as shown in FIG. 5 b, each PC steel material 4 with the tip fixed to the concrete foundation 2 is sequentially PC in the seismic reinforcement block 6. A female screw member or the like provided at the tip of the piston 24 of the center hole jack 23, etc., through the center hole jack 23 that is inserted into the steel material insertion hole 9 and disposed on the top of the earthquake-resistant reinforcement block 6 positioned at the top. It is only necessary to apply a pressing force during press-fitting by extending the piston 24 in this state by screwing and locking to the support member 25. Further, as shown in the drawing, when the short PC steel materials 4 are connected to each other to make the PC steel material 4 sequentially longer, the short PC steel materials may be appropriately connected via the coupler 26.

  As the PC steel material 4, a prestress introducing device including a PC steel rod having male screw portions at both ends, a PC steel rod having male screw portions over the entire length of the member, or a hollow PC steel rod described later is used. You can also.

  In addition, since the recessed part 11 is provided in the upper end part of each said plate body 7a, 7b and the convex part 12 is not provided, the center hole jack 23 can be installed in the stable state. In addition, it is only necessary to inject high-pressure water and discharge the excavated soil from the lower end of the lowermost seismic reinforcement block 6 while press-fitting the seismic reinforcement block 6 with the center hole jack 23.

  At the upper end of the uppermost seismic reinforcement block 6, the upper end of the press-fitting PC steel material 4 is fixed with a predetermined tension force, and the seismic reinforcement block 6 and the concrete foundation 2 are integrated at the same time. The reinforcing blocks 6 are crimped together.

  The gap between the PC steel material 4 and the PC steel material insertion hole 9 is filled with the filler 5b, so that the PC steel material 4 can be integrated with the seismic reinforcement block body 18 which also serves as rust prevention.

  In the case of carrying out the present invention, the case of precast concrete was shown as the above-mentioned seismic reinforcement block 6, but it may be made of steel seismic reinforcement block 6, or steel / concrete-integrated steel and concrete. It may be a concrete seismic reinforcement block.

  In addition, the upper part of the columnar structure 1 in FIG. 1 (the upper part of the columnar structure 1 on the left side of FIG. 2) is coated with a steel plate 27 for seismic reinforcement on the outside of the columnar structure 1 via an adhesive or grout 5. It is integrated with the columnar structure 1 and is seismically reinforced. Similarly, for the columnar structure 1 shown on the right side of FIG. 2, a coated steel plate 27 for seismic reinforcement is coated on the outside of the columnar structure 1 via an adhesive or filler 5b, and the columnar structure It is integrated with 1 and is reinforced with earthquake resistance.

The outline construction procedure of the seismic reinforcement structure of the said embodiment is as follows.
(1) Drill the cored vertical hole 3a and the vertical hole 3b into which the PC steel rod 4 can be inserted into the soil and the foundation 2 (see FIG. 4b).
Next, the casing pipe 34 is driven into the vertical hole 3a, and when the concrete foundation 2 is reached, the core is pulled out of the concrete foundation 2 with a coring machine to form the vertical hole 3b (see FIG. 4b).
(2) The groove 10 (see FIG. 6) is cut on the inner peripheral surface of the vertical hole 3b in the concrete foundation 2 by a grooving machine to increase the fixing force of the PC steel material 4.
(3) In the vertical hole 3b in which the groove 10 is cut, the tip of a PC steel material 4 (or a pre-stress introduction device equipped with a hollow PC steel material) such as a PC steel rod is disposed (see FIG. 4b), and the grout 5 is filled. Curing and fixing (Fig. 4c). The casing pipe 34 is removed.
(4) The precast or steel seismic reinforcement block 6 is assembled so as to surround the outside of the columnar structure 1 made of bridge piers on the ground (see FIG. 5a).
(5) Drilling the seismic reinforcement block 6 (having a blade 19 at its tip) using the PC steel material 4 such as a PC steel bar (or a prestress introduction device equipped with a hollow PC steel bar) as a reaction force. Press fit. While jetting high-pressure water such as a water jet from the lower end of the lowermost seismic reinforcing block 6 and discharging the excavated soil on the other side (if necessary, a suction pipe is inserted between the seismic reinforcing block 6 and the columnar structure 1). (The illustration is omitted).
(6) The seismic reinforcement block body 18 is press-fitted until the blade edge 19 comes into contact with the foundation 2 (see FIG. 5c).
(7) The soil between the seismic reinforcement block 18 and the columnar structure 1 is discharged, and the gap space is washed (see FIGS. 5c and 5d).
(8) Build the seismic reinforcement block 6 to the required height. PC steel material 4 such as a PC steel bar (or a pre-stress introduction device equipped with a hollow PC steel bar) is sequentially added through a coupler (see FIGS. 1 and 5d).
(9) A filler 5b such as concrete is filled between the seismic reinforcement block 18 and the columnar structure 1 (see FIG. 5d).
(10) The upper end portion of the PC steel rod (or the prestress introducing device equipped with the hollow PC steel material) 4 is tension-fixed at the upper end portion of the seismic reinforcement block 6 (see FIG. 1).

  The inclination angle of the inclined surface 20 on the top surface of the concrete foundation 2 and the angle of the blade edge 19 of the blade 19 at the tip of the seismic reinforcement block 6 are calculated, and the angle of inclination of the blade 19 tip is appropriately set. The blade edge contacts the inclined surface 20 on the upper surface of the concrete foundation 2, and the blade mouth 19 including the blade edge is used as a disposal frame of the filler 5b to fill the filler 5b such as concrete.

  In the case of carrying out the above embodiment, the seismic reinforcement block 6 of the above embodiment vertically opens two or three 100φ ducts (vertical steel pipes 13) on one side (each plate 7a, 7b), Since a total of 10 are provided, even numbers may be used for PC steel, and the remaining even numbers may be used for high-pressure water injection. For example, a total of 8 ducts (vertical steel pipes 13) are provided. For example, four of them may be used for PC steel and the remaining four for water jet.

  When the PC steel material 4 is a PC steel rod made of a total thread different diameter steel rod (Gebinde steel rod), a support plate 28 having an outer diameter smaller than the inner diameter of the vertical hole 3 is provided at the tip of the PC steel rod. If the bearing plate 28 has an outer diameter smaller than the inner diameter of the vertical hole 3 and can be easily attached by the fixing bracket 29, the tip of the PC steel material 4 is inserted into the vertical hole 3b and filled with the filler 5b. The filler 5b can be filled up to the lower end of the vertical hole 3b, and the tip of the PC steel material 4 can be reliably fixed to the concrete foundation 2. Similarly to the above, it can be used as a reaction force when the seismic reinforcement block 6 is sunk, and can also be used for vertical tightening of the stacked seismic reinforcement blocks 6.

  In the columnar structure 1 reinforced as described above, the concrete foundation 2 and the base of the columnar structure 1 are reinforced in the same cross section, and at the same time, the prestress is introduced by the PC steel material 4 to further increase the yield strength. It becomes a structure that can resist sufficiently when bending force and shearing force are applied during an earthquake.

  In place of the PC steel material 4, for example, a prestress force introducing device 35 having a hollow PC steel rod 36 as shown in FIG. 11 can also be used. To do.

  Fig.11 (a) shows the partially cutaway side view of 1 unit of the prestressing force introduction apparatus 35 using the hollow PC steel rod of one Embodiment used in this invention, (b) shows the vertical side view. A hollow PC having a male threaded portion 37 on the outside of one end (front end) in the longitudinal direction of the steel hollow PC steel rod main body 36a and a male threaded portion 38 on the outer side of the other end (rear end). A female screw hole 39 at the front end of a support tube 42 having female screw holes 39 and 40 at both front and rear ends and a polygonal rotating tool engaging outer surface 41 is screwed to the male screw portion 38 of the steel rod 36. Yes.

  A front male screw portion 44 of a stopper 43 made of a steel cylindrical annular locking piece is screwed into the female screw hole 40 at the rear end portion of the support tube 42, and a rotation is provided outside the rear end portion of the stopper 43. A moving tool engaging outer surface 45 is formed.

  The front end portion of the stopper 43 is disposed inside the support tube 42, the rear end surface of the press locking piece 47 having the recess 46 is engaged with the front end portion, and the concave portion 1129 of the front end portion of the press locking piece 47 is engaged. In the hollow PC steel rod 36, almost the whole other than the other end side is inserted and the other end side is arranged so as to protrude from the other end portion of the hollow PC steel rod 36. The rear end portion of 48 is fitted.

  The pushing reaction force PC steel bar 48 can be of a non-pull type (non-pulling type) stationary type.

  In this embodiment, the pushing steel bar is constituted by a single pushing reaction force PC steel bar 48. However, a short removal reaction PC steel bar and the pushing reaction force PC steel bar on the other end side. The pushing reaction force PC steel rod 48 can be constituted by two pieces of the pushing reaction force PC steel rod slightly shorter than 48.

  An anchor member 50 made of a nut having a female threaded portion 49 is detachably screwed to the male threaded portion 37 outside the front end of the hollow PC steel rod 36, and the tip of the pushing reaction force PC steel rod 48 is The female thread portion 49 is indirectly engaged through the male thread member 51. A male screw member 51 is screwed and fixed to the anchor member 50, and a front end portion of a reaction force PC steel rod 48 is supported by the male screw member 51. An anchor member 52 made of a nut is attached to the male screw portion 38.

  In the state shown in FIG. 11, the inner reaction force PC steel rod 48 is pushed into the outer hollow PC steel rod 36, and the compression force of the reaction force PC steel rod 48 and the hollow PC steel rod 36 are suspended. It is the state engaged in the state. Such a prestress force introducing device 35 is known from Japanese Patent Application Laid-Open No. 2001-207590, and various types of devices including a pushing reaction force PC steel rod and a hollow PC steel rod can also be used. .

  When using the pre-stress force introducing device 35, as shown in FIG. 6B, the anchor material 50 is disposed in the vertical hole 3 in the concrete foundation 2 to fill and harden the grout 5. Thus, the front end portion of the prestress force introduction device 35 may be fixed.

  When the prestress force introducing device 35 as described above is used, the anchor member 52 and the support tube 42 are removed, and the coupler for connection is connected to the male screw portion 38 and sequentially connected. The anchor member 52 and the support cylinder 42 and the components (the PC steel rod 48 for pushing in and the pressing latching bias 47) disposed therein are arranged on the PC steel rod 36, and the stopper 43 is mounted, and the stopper 43 is rotated. The outer surface 45 for moving tool engagement is rotated so that the pushing reaction force PC steel rod 48 is pushed in. In this state, grout is filled and hardened around the PC steel rod insertion hole 9b and the hollow PC steel rod 48. Then, after attaching the hollow PC steel rod 36, the stopper 43 may be opened so that a prestressing force is introduced into the seismic reinforcement block body 18 so as to be integrated with the concrete foundation 2.

  Further, when the seismic reinforcement block body 18 is a small number of seismic reinforcement blocks 6 stacked in the vertical direction, such as one or two, the prestressing force introduction device 35 is used to prestress. Power may be introduced. When such a prestress force introduction device 35 is used, the precast force can be introduced and fixed by the anchor material 52 inside the PC steel material insertion hole 9b. There is no need to fix the tension.

  In addition, when the prestress introduction device provided with the hollow PC steel rod is used, when the indentation hollow PC is first opened, the prestress force introduction device 35 cannot be used for the vertical fastening of the seismic reinforcement block 6 later. Therefore, it is preferable to connect and use the last seismic reinforcement block 6 when it is fixed. In addition, in the case where a relatively high height single-stage seismic reinforcement block is sufficient, a prestress force introducing device 35 including one PC steel material 4 or a hollow PC steel rod can be used.

  In carrying out the present invention, when the gap between the inner side of the seismic reinforcement block 6 and the columnar structure 1 is kept at a predetermined distance, it is replaced with an appropriate deformation form other than the arc-shaped convex portion 12 or the guide member 15. It may be.

  In addition, since the present invention can be applied to the seismic reinforcement method for columnar structures to be constructed from the ground, it may be constructed from the ground surface, or the ground that has been in a dry state by a temporary closing method, etc. It may be constructed from above to reinforce the columnar structure and the concrete foundation.

  Next, with respect to one embodiment of the invention in which the seismic reinforcement block 6 is provided for the columnar structure (bridge pier) 1 standing on the water bottom ground, the difference from the above embodiment is mainly described. This will be described with reference to FIGS. 12 and 13 show a completed state, and FIGS. 14 to 17 show a construction procedure.

  In this embodiment, a vertical hole 3b into which a PC steel material 4 can be inserted is drilled in a concrete foundation 2 supporting a columnar structure 1, and a lower end portion of the PC steel material 4 is inserted into the vertical hole 3b. After injecting and hardening grout 5 in 3b and fixing the lower end portion of the PC steel material 4, the PC steel material 4 is inserted into a seismic reinforcement block 6 assembled so as to surround the columnar structure 1 and is concrete. The foundation 2 is suspended and arranged so as to be stacked one after another, the filler 5b is filled between the earthquake-proof reinforcement block 6 and the columnar structure 1, and the PC steel material 4 is tensioned and fixed. This is a method for reinforcing columnar structures.

  More specifically, using the scaffold suspension support frame 55 provided so as to be supported by the columnar structure 1 and the scaffold / support device 56 supported by the scaffold suspension support frame 56, the vertical holes 3b are drilled and the PC steel material 4 is formed. This is a form in which fixing, assembling and suspending installation of the seismic reinforcement block 6 are performed.

  In the illustrated embodiment, a pair of front and rear steel support frames 53 are arranged in the middle of the columnar structure (pier pier) 1 so as to sandwich the columnar structure 1, and the inner surfaces thereof are in contact with each other. Are firmly pressed against the outer surface of the columnar structure 1 so as to approach each other by the connecting bolt 54, and the support frame 53 is held on the columnar structure 1 by friction. As described above, when the support frame 53 is held by friction bonding, a cross-sectional defect is not generated as compared with the case where a large anchor material is drilled in the columnar structure 1, and post-processing such as post-filling does not occur. Therefore, it is preferable. A scaffold suspension support frame 55 is constituted by the support frame 53 and the connecting bolt 54. As shown in FIG. 16A, the support frame 53 is connected to the upper portions of a plurality of electric hoisting machines 57.

  Below the scaffold suspension support frame 55, a scaffold / support device 56 is suspended and supported via suspension brackets 58 so that the level can be adjusted. In the illustrated embodiment, a support nut is provided at the upper end portion of the PC steel rod having a different total thread diameter and supported by the support frame 53, and a support nut is provided at the lower end portion to support the scaffolding and support device 56. As shown in FIG. 15, the scaffolding / supporting device 56 is configured by connecting a pair of two scaffolding / supporting frame units with bolts 59 as shown in FIG. 15, and a rectangular hole 60 at the center of the scaffolding / supporting device 56 is The seismic reinforcement block 6 is set slightly larger than the planar outer dimension of the seismic reinforcement block 6, and the seismic reinforcement block 6 can be suspended and lowered from the hole 60 by the hoisting machine 57.

  In order to connect the separable retaining hook 6 to the seismic reinforcing block 6, a connecting piece having a lateral hole or the like is provided on the outer surface of the seismic reinforcing block 6. In addition, although illustration is abbreviate | omitted, the seismic reinforcement block 6 of this form is provided with an annular waterproof rubber material on one or both of its upper and lower end surfaces, and the upper and lower seismic reinforcement blocks 6 are in contact with each other Or, in a state where the tension is fixed by the PC steel material 4, the inside can be made dry.

  Further, on both the left and right sides of the hole 60 in the scaffold / bearing device 56, as shown in the cross-sectional plan view of FIG. 15, a longitudinal support member 61 extending in the longitudinal direction is located inside (from the center) of the hole 60. In addition, at both front and rear end portions of the front and rear support member 61, a groove 62 is provided so as to extend in the left and right direction. A left-right support member 63 is supported so as to be slidable in the left-right direction across the recessed groove 62 at each rear portion. The inner sides of the opposing left and right direction support members 63 are provided so as to be located inside the hole 60 (from the center). The front / rear direction support member 61 and the left / right direction support member 63 form a flat cross-girder-shaped support member 64, and the seismic reinforcement block 6 is supported on the support member 64, or the seismic reinforcement block is mounted on the support member 64. 6 can be assembled. Temporary holding metal fittings and the like necessary for temporarily holding the plate bodies 7a and 7b before assembling the seismic reinforcement block 6 are appropriately attached to the scaffolding / supporting device 56 (not shown).

  In the case of construction, the vertical hole 3b is provided on the concrete foundation 2 from above the scaffolding / supporting device 56, the PC steel material 4 is appropriately connected as necessary, and the fixing portion at the lower end thereof is placed in the vertical hole 3b. And is filled and fixed with grout 5.

  Further, as shown in FIG. 14B, the upper PC steel material 4 is inserted into the PC steel material insertion hole 9b of the seismic reinforcement block 6, and the upper PC steel material 4 is connected to the lower PC steel material 4, In this state, the seismic reinforcement block 6 on the support member 61 is slightly raised by the hoisting machine 57, the left and right direction support member 63 is slid in either one of the left and right directions, the front and rear direction support member 61 is moved backward, and rectangular The temporary support member 64 on the shaped hole 60 is removed, and then the hoisting machine 57 is lowered to suspend the seismic reinforcement block 6 and set it on the concrete foundation 2.

  Similarly, the seismic reinforcement blocks 6 are sequentially suspended and lowered (see FIGS. 16 (a) and 16 (b)), and the seismic reinforcement blocks 6 are stacked. Fix tension. In addition, when the space | interval between the scaffold suspension support frame 55 and the scaffolding / supporting device 56 is small and the uppermost PC steel material 4 gets in the way, it is temporarily removed and the seismic reinforcement block 6 is carried in or assembled. Do. In addition, a waterproof rubber material or the like is attached to the tip of the lowermost seismic reinforcement block 6 so as to stop water between the concrete foundation 2.

  Next, as shown in FIG. 17 (a), the water between the inner side of the earthquake-resistant reinforcing block 18 and the columnar structure 1 is discharged to a dry state, and as shown in FIG. A filler 5 b such as mortar is filled between the inside of the reinforcing block 18 and the columnar structure 1. The other points are the same as in FIG.

  In addition, since the earthquake-proof reinforcement block 6 in the said case is a form which is not press-fitted into the ground, the water jet or vacuum steel pipe 13 is used as the vacuum steel pipe 13.

It is a partial longitudinal front view which shows the state which implemented the present invention and reinforced the pier and the foundation, and is a partial enlarged view of FIG. It is a partially longitudinal front view which shows the whole bridge structure including FIG. It is a cross-sectional plan view of the AA line in FIG. (A)-(d) is a schematic front view which shows the process of implementing this invention and reinforcing a bridge pier and a foundation. (E)-(h) is a schematic front view which shows the process of implementing this invention and reinforcing a bridge pier and a foundation. (A) is an enlarged longitudinal front view showing the state in which the tip of the PC steel material is fixed to the foundation footing supporting the pier, and (b) is the use of another form of PC steel, It is an enlarged vertical front view which shows the state which fixed the front-end | tip part. The precast cylinder which assembled the precast plate arrange | positioned so that columnar structures, such as a bridge pier, may be shown, Comprising: (a) is a cross-sectional top view, (b) is sectional drawing. One precast version is shown, (a) is a front view, (b) is a plan view, and (c) is a side view. The other precast plate is shown, wherein (a) is a front view, (b) is a plan view, and (c) is a side view. It is a cross-sectional top view which shows the form which has arrange | positioned and reinforced the steel plate around columnar structures, such as a bridge pier, and is the cross-sectional top view of the BB line of FIG. As another form of PC steel, it shows one form of the prestress introduction apparatus using hollow PC steel, Comprising: (a) is a side view, (b) is sectional drawing. It is a partial longitudinal front view which shows the state which implemented the present invention and reinforced the pier and the foundation, and is a partial enlarged view of FIG. It is CC sectional view taken on the line of FIG. (A)-(b) is a schematic front view which shows the process of implementing this invention and reinforcing a bridge pier and a foundation. Drawing (a)-(b) is an outline front view showing the process of carrying out the present invention and reinforcing a pier and a foundation. It is a cross-sectional top view of the upper part of FIG.15 (b). Drawing (a)-(b) is an outline front view showing the process of carrying out the present invention and reinforcing a pier and a foundation. It is a partially longitudinal front view which shows the state which is reinforcing the columnar structure by the conventional method.

Explanation of symbols

1 Columnar structure (pier)
2 Concrete foundation 3a Core removal vertical hole 3b Vertical hole 4 PC steel 5 Grout 5b Filler 6 Seismic reinforcement block 7a Plate 7b Plate 8 Ground 9a PC steel insertion hole 9b PC steel insertion hole 10 Groove 11a PC steel Concave portion 11 for fixing 11 Convex portion 13 Steel tube for vacuum 14 Horizontally tightened PC steel material 15 Guide member 16 Supporting plate 17 Fixing bracket 18 Seismic reinforcement block 19 Blade 20 Inner inclined surface 21 Supporting plate 22 Fixing bracket 23 Center Hole jack 24 Piston 25 Bearing member 26 Coupler 27 Coated steel plate 28 for seismic reinforcement 28 Bearing plate 29 Fixing bracket 30 Anchor material 31 Bracket 32 Jack 33 Reinforcement block 34 Casing 34 Casing 35 Prestress force introduction device 36 Hollow PC steel rod 36a Hollow PC Steel rod body 37 Male thread 38 Male thread 39 Female thread hole 0 Female thread hole 41 Rotating tool engaging outer surface 42 Bearing cylinder 43 Stopper 44 Male thread portion 45 Rotating tool engaging outer surface 46 Recess 47 Pressing locking piece 48 Pushing reaction force PC steel rod 49 Female thread portion 50 Anchor material 51 Male thread member 52 Anchor material 53 Support frame 54 Connecting bolt 55 Scaffolding suspension support frame 56 Scaffolding / supporting device 57 Lifting machine 58 Suspension bracket 59 Bolt 60 Hole 61 Front-rear direction support member 62 Concave groove 63 Left-right direction support member 64 Support member

Claims (8)

  1.   Drill a vertical hole into which the PC steel material can be inserted into the concrete foundation supporting the columnar structure from the ground, insert the lower end of the PC steel material into the vertical hole, and inject and harden grout into the vertical hole. After fixing the lower end portion of the PC steel material, the PC steel material is inserted into a seismic reinforcement block assembled so as to surround the columnar structure on the ground, using the PC steel material as a reaction force, and the seismic resistance A method for reinforcing a columnar structure, wherein a filler is filled between the reinforcing block and the columnar structure.
  2.   A vertical hole capable of inserting a PC steel material is drilled in a concrete foundation supporting a columnar structure, a lower end portion of the PC steel material is inserted into the vertical hole, and a grout is injected and hardened in the vertical hole. After fixing the lower end of the PC steel material, the PC steel material is inserted into a seismic reinforcement block assembled so as to surround the columnar structure, and is suspended and arranged between the seismic reinforcement block and the columnar structure. A method for reinforcing a columnar structure, characterized in that a filler is filled into the structure.
  3.   The method for reinforcing a columnar structure according to claim 1 or 2, wherein the seismic reinforcement block and the concrete foundation are made of PC steel, and at the same time, the seismic reinforcement blocks are pressed together.
  4.   The method for reinforcing a columnar structure according to any one of claims 1 to 3, wherein a groove is provided on the inner peripheral surface of the vertical hole to enhance the fixing force of the PC steel material.
  5.   For the seismic reinforcement that the bottom of PC steel material is placed in the vertical hole provided in the concrete foundation supporting the columnar structure, and the grout is injected and filled and fixed, and is assembled to surround the columnar structure. A block is press-fitted into the PC steel with a reaction force and arranged over the columnar structure and the upper part of the concrete foundation, and the filler is filled and hardened between the seismic reinforcement block and the columnar structure. A columnar structure reinforcement structure characterized by being integrated.
  6.   For the seismic reinforcement that the bottom of PC steel material is placed in the vertical hole provided in the concrete foundation supporting the columnar structure, and the grout is injected and filled and fixed, and is assembled to surround the columnar structure. The block is suspended and arranged over the columnar structure and the upper part of the concrete foundation, and the filler is filled and hardened and integrated between the seismic reinforcement block and the columnar structure. Reinforcing structure for columnar structures.
  7.   The reinforcement structure for a columnar structure according to claim 5 or 6, wherein the seismic reinforcement block and the foundation are made of PC steel, and at the same time, the seismic reinforcement blocks are crimped together.
  8.   The reinforcing structure for a columnar structure according to any one of claims 5 to 7, wherein a groove is provided on an inner peripheral surface of the vertical hole to enhance the fixing force of the PC steel material.
JP2006027142A 2005-11-17 2006-02-03 Reinforcing method and reinforcing structure for columnar structure Withdrawn JP2007162448A (en)

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JP2006027142A JP2007162448A (en) 2005-11-17 2006-02-03 Reinforcing method and reinforcing structure for columnar structure

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Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009121208A (en) * 2007-11-19 2009-06-04 Neturen Co Ltd Prestress force introducing device for introducing prestress to optional position
ES2343055A1 (en) * 2009-01-20 2010-07-21 Alberto Gonzalo Carracedo Method for repairing wind-turbine foundations
JP2010281047A (en) * 2009-06-02 2010-12-16 Hokkaido Electric Power Co Inc:The Deterioration diagnostic method for foundation concrete of steel tower for power transmission and back hoe
JP2011153452A (en) * 2010-01-27 2011-08-11 Jfe Steel Corp Method of reinforcing tower-like structure
JP2012167473A (en) * 2011-02-14 2012-09-06 Oriental Shiraishi Corp Reinforcement structure and reinforcement method of columnar structure
KR101274944B1 (en) * 2010-11-12 2013-06-14 한국건설기술연구원 Column structure reinforcing method for bending and ductility by partial reinforcing
JP2013213333A (en) * 2012-04-02 2013-10-17 Hakusui Kosan Kk Foundation structure for installation of roof floor structure
JP2015214857A (en) * 2014-05-12 2015-12-03 東日本旅客鉄道株式会社 Reinforcement plate lining method
JP2016169493A (en) * 2015-03-11 2016-09-23 三井住友建設株式会社 Structure and method for reinforcing existing concrete structure
CN108867307A (en) * 2018-06-22 2018-11-23 四川先舟建设工程有限公司 Municipal concrete steel structure road and bridge and its installation method
CN109577203A (en) * 2018-11-14 2019-04-05 黑龙江建筑职业技术学院 Column piers and abutments pile extension reinforcing bar is without bracket and construction method

Cited By (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009121208A (en) * 2007-11-19 2009-06-04 Neturen Co Ltd Prestress force introducing device for introducing prestress to optional position
ES2343055A1 (en) * 2009-01-20 2010-07-21 Alberto Gonzalo Carracedo Method for repairing wind-turbine foundations
WO2010084210A1 (en) * 2009-01-20 2010-07-29 Alberto Gonzalo Carracedo Method for repairing wind-turbine foundations
JP2010281047A (en) * 2009-06-02 2010-12-16 Hokkaido Electric Power Co Inc:The Deterioration diagnostic method for foundation concrete of steel tower for power transmission and back hoe
JP2011153452A (en) * 2010-01-27 2011-08-11 Jfe Steel Corp Method of reinforcing tower-like structure
KR101274944B1 (en) * 2010-11-12 2013-06-14 한국건설기술연구원 Column structure reinforcing method for bending and ductility by partial reinforcing
JP2012167473A (en) * 2011-02-14 2012-09-06 Oriental Shiraishi Corp Reinforcement structure and reinforcement method of columnar structure
JP2013213333A (en) * 2012-04-02 2013-10-17 Hakusui Kosan Kk Foundation structure for installation of roof floor structure
JP2015214857A (en) * 2014-05-12 2015-12-03 東日本旅客鉄道株式会社 Reinforcement plate lining method
JP2016169493A (en) * 2015-03-11 2016-09-23 三井住友建設株式会社 Structure and method for reinforcing existing concrete structure
CN108867307A (en) * 2018-06-22 2018-11-23 四川先舟建设工程有限公司 Municipal concrete steel structure road and bridge and its installation method
CN109577203A (en) * 2018-11-14 2019-04-05 黑龙江建筑职业技术学院 Column piers and abutments pile extension reinforcing bar is without bracket and construction method
CN109577203B (en) * 2018-11-14 2020-09-01 黑龙江建筑职业技术学院 Column type pier pile extension steel bar bracket-free and construction method

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