JP4864774B2 - Reinforcement method for water structure - Google Patents

Description

  The present invention relates to a construction method for repairing or reinforcing an aquatic structure such as an aged pier, dolphin, or pier, and in particular, by connecting the foundation piles of the aquatic structure using strut members. The present invention relates to a technique for stiffening a structure.

Aquatic structures such as piers, dolphins, and piers, known as civil engineering structures, are substructures that have multiple stakes that are driven into the bottom of the ground and protrude above the surface of the water, and floor boards that are laid above the surface of the water. It is comprised from the superstructure which consists of.
The above substructure is generally constructed by driving a plurality of pile groups in the vertical direction on the ground such as the seabed or lake bottom. Moreover, the above-mentioned superstructure is generally constructed by laying a plurality of beams on the upper ends of these pile groups and stretching a floor board between these beam groups.
By the way, the construction method of a nonpatent literature 1 is known conventionally for the purpose of improving the seismic performance of a water body structure, or reinforcing an aged water body structure.
The scoring type strut method described in Non-Patent Document 1 attaches a sheath pipe to existing piles that are substructures of a water structure. The sheath pipe surrounds the outer periphery of the existing pile on the pier. These sheath tubes are rigidly connected to both ends of a strut member extending in the horizontal direction. Alternatively, these sheath tubes are pin-coupled to brace members that extend vertically and obliquely. Alternatively, these sheath tubes are rigidly connected to strut members extending vertically and diagonally. Alternatively, these sheath tubes are combined with the combination of strut members and brace members described above. As described above, the existing piles that are the pillars of the water structure are connected to stiffen the lower structure of the water structure.
Coastal Development Technology Research Center “Graduate Strut Method Technical Manual” published in September 2000 p. 9-82

However, the conventional scoring type strut method still has problems as described below. In other words, since the strut member with the sheath tube is long in the horizontal direction, in order to attach the strut member to the existing lower structure, the existing upper structure is once removed, and the strut member is installed from above the lower structure. It is necessary to install at a predetermined site in the vertical direction of the object.
For this reason, if the upper structure is healthy or can be repaired with a small number of man-hours and can be used, even if the upper structure can be removed once, The removal and re-installation of the structure will require a lot of labor and time, which will be a major factor in increasing costs.

  This invention proposes the construction method which can reinforce a lower structure efficiently with little effort, without requiring the process of removal and re-installation of such an upper structure of a water body structure.

For this purpose, the method for reinforcing a water structure according to the present invention is as follows.
When reinforcing a water structure comprising a lower structure having a pile group protruding above the water surface and an upper structure attached to the upper part of the pile group,
For the reinforcement of the lower structure, floating a strut member that is extendable between both ends on the water surface, and towing the strut member between the pile groups;
And a step of joining both ends of the strut members to predetermined portions in the vertical direction of the pile group.

According to the method for reinforcing a water structure according to the present invention , a strut member that can be expanded and contracted between both ends can be carried from the lateral outer side of the lower structure and attached to the lower structure. The pier can be reinforced by utilizing the upper structure as it is, and it is not necessary to remove and re-install the upper structure once. Therefore, it is excellent in terms of labor and work period, and is very advantageous in terms of cost.

Hereinafter, embodiments of the present invention will be described in detail based on examples shown in the drawings.
FIG. 1 is a flowchart showing the construction procedure of the reinforcing method of the first embodiment according to the present invention. 2-6 is a figure which shows the pier under construction of the reinforcement construction method of 1st Example constructed according to this flowchart. 7-9 is a figure which shows the pier after construction of the reinforcement construction method of 1st Example.
As shown in FIG. 2, an existing pier 1 that is a target of a reinforcement method is composed of a lower structure composed of pedestals 2 and an upper structure 3 composed of floor boards and beams. The pedestal 2 which is the lower structure of the pier 1 is composed of a plurality of steel pipe piles, and the lower end of the steel pipe pile 2 is driven into the ground. The upper end of the steel pipe pile 2 protruding from the water surface supports the upper structure 3.

  In the reinforcing method of the first embodiment, first, a strut member 4 for reinforcing a lower structure composed of a plurality of steel pipe piles 2 is floated on the water surface at a position away from the pier. The strut member 4 is made of a steel pipe, and a floater made of foamed polystyrene is attached so as not to be submerged. Alternatively, both ends of the strut member 4 may be sealed in a watertight manner so that the strut member 4 itself has a function of a floater. Alternatively, the strut member 4 is floated on the water surface by a combination thereof.

The strut member 4 is nested and can extend and contract between both ends.
FIG. 3 is a view showing a state where the floater 6 is attached to the strut member 4 having a short distance between both ends and floated on the water surface, and (a) is a side view seen from the water surface direction. Further, (b) is a plan view seen from above. As shown in FIG. 3, both ends of the strut member 4 are coupled to the halved sheath tube portion 5. As shown in FIG. 3B, the sheath tube portion 5 has a semicircular shape in which the hollow cylinder is halved, and has a shape suitable for surrounding the periphery of the pile 2. A flange 5f is erected on the halved end surface, and a joining bolt 5b is inserted through the flange 5f. A rib plate 5r is provided to reinforce these flanges 5f. And as shown to Fig.3 (a), the strut member 4 is floated substantially horizontally with the attitude | position which the sheath pipe part 5 extends to an up-down direction.
And in the state which floated the strut member 4 on the water surface, as shown in FIG.

  The strut member 4 includes a hollow outer tube 7 and an inner tube 8 provided in the outer tube 7 so as to be movable in the longitudinal direction. By pulling out or drawing the inner tube 8 from one end of the outer tube 7, It can be stretched. The other half of the outer tube 7 is joined with a half-shaped sheath tube portion 5. The half-shaped sheath tube portion 5 is also coupled to the other end of the inner tube 8 opposite to the one end in the outer tube 7. As shown in FIGS. 2 and 3, in the step of towing the strut member 4, the distance between both ends is shortened. This is to facilitate the work of towing and setting the strut member 4 between the piles 2 and 2.

  As shown in FIG. 3, a pair of floaters 6 and 6 are attached to the end portion of the strut member 4 with the strut member 4 interposed therebetween. The floater 6 may be made of polystyrene foam or FRP, which can provide a large buoyancy.

  When the shortened strut member 4 is towed between the piles 2 and 2 as shown in FIG. 2, both ends of the strut member 4 are extended and both ends of the strut member 4 are aligned with the pile 2 as shown in FIG. 4. A plurality of strut members 4 are arranged adjacent to each other in a row, and the sheath tube portions 5 that are the end portions of the adjacent strut members 4 are connected together. Thus, the half-shaped sheath tube portions 5 and 5 are joined to each other so as to surround the pile 2. Specifically, the flanges 5f of the sheath tube portion 5 are butted together and the joining bolt 5b is fastened. From the above, the strut member 4 is set between the piles 2 and 2.

  FIG. 5 is a view showing a state in which the strut member 4 extending between both ends is floated on the water surface, and (a) is a side view seen from the water surface direction. Further, (b) is a plan view seen from above.

  When the strut member 4 is set as shown in FIG. 4, the strut member 4 is slid downward from the water surface and placed on the bracket 9 as shown in the front view of FIG. As a result, the strut member 4 is positioned at a predetermined position in the vertical direction. In addition, in the state which set the strut member 4 between the piles 2, since the both ends of the strut member 4 do not leave | separate from the pile 2, since the extension | contraction is possible between both ends, the pile 2 is extended in the perpendicular direction. Even if it is inclined, the strut member 4 can be slid in the vertical direction.

  When the strut member 4 is positioned as shown in FIG. 6, both ends of the strut member 4 are coupled to the pile 2 as shown in the front view of FIG. An expansion mortar described later is used for bonding at both ends. Thereby, reinforcement of the pier 1 is completed. FIG. 8 is a plan view of the pier 1 after reinforcement shown in FIG. 7 as viewed from above, and shows a state in which the lower structure is seen through.

FIG. 9 is a plan view showing the three strut members 4, 4R, 4L coupled in a line shown in FIG. 7 and FIG.
In FIG. 9, expansion mortar is injected into four places where the sheath tube portion 5 surrounds the pile 2. Thereby, the both ends of the strut member 4 are couple | bonded with the up-down direction predetermined site | part of the pile 2, respectively.

  In addition, expansion mortar is injected into three portions of the joint portion 10 where the outer tube 7 and the inner tube 8 are joined. Thereby, the one strut member 4 connects the two piles 2 and 2 rigidly. Further, the three strut members 4L, 4R, 4 are rigidly coupled to function as a single stiffener 21 that connects the plurality of piles 2, and the pier 1 can be further reinforced. As shown in FIG. 9, according to the first embodiment, it will be understood that the end portions 5, 5 of the plurality of strut members 4L, 4R, 4 are connected to each other to form one.

FIG. 10 is an enlarged longitudinal sectional view showing the joint 10 shown in FIG. FIG. 11 is a cross-sectional view of the joint 10.
An inner tube 8 is provided in the outer tube 7 of the strut member 4 so as to be relatively movable in the longitudinal direction, and the inner diameter of the outer tube 7 is slightly larger than the outer diameter of the inner tube 8. Has a gap 11 therebetween. A spacer 12 is provided in the gap 11 to keep the distance between the outer tube 7 and the inner tube 8 constant. Preferably, as shown in FIG. 11, spacers 12 are provided at equal intervals of 90 degrees in the circumferential direction, and at least two spacers 12 are also provided in the longitudinal direction as shown in FIG. Thereby, the gap width in the radial direction can be kept constant.

  At one end of the outer tube 7 at the joint 10, a leakage preventing rubber member 13 for sealing the gap 11 is provided over the entire inner circumference of the outer tube 7. Further, a leakage preventing rubber member 14 for sealing the gap 11 is provided at one end of the inner tube 8 at the joint 10 over the entire outer periphery of the inner tube 8. The gap 11 is sealed by the leakage preventing rubber members 13 and 14 and the pipes 7 and 8. When the expansion mortar is injected into the gap 11, the expansion mortar can be prevented from leaking and the injection operation can be performed efficiently.

  An injection hole 15 for injecting expansion mortar is provided below the joint 10 in the outer tube 7. Further, an air vent hole 16 for the injection is provided above the joint portion 10 in the outer tube 7. The sheath pipe portions 5 and 5 provided at both ends of the strut member 4 are respectively positioned on the steel pipe piles 2 and 2, and the expansion mortar is injected into the gap 11 from the injection hole 15. The expanded mortar solidifies, thereby joining the outer tube 7 and the inner tube 8 together.

  Further, a supplementary explanation will be given with reference to FIG. 9 regarding the connection of the strut members 4 and 4 arranged adjacent to each other in line, and the connection will be described as follows. 5R is abutted and fastened with a joining bolt 5b. And the steel pipe pile 2 is surrounded by these sheath pipe parts 5L and 5R. Finally, expansion mortar is poured into the gap 19 between the steel pipe pile 2 and the sheath pipe portions 5L and 5R. The expanded mortar is solidified, thereby joining the steel pipe pile 2 and the sheath pipe portions 5L, 5R.

  Further, the end of the stiffener 21 shown in FIG. 9 will be described supplementarily. The sheath tube portion 5E of one strut member 4L and the half-sheath tube 5S are brought into contact with each other and fastened with a joining bolt 5b. The steel pipe pile 2 is surrounded by the part 5E and the half sheath pipe 5S. And expansion mortar is inject | poured into the clearance gap 19 of the steel pipe pile 2 and the sheath pipes 5E and 5S. The expanded mortar is solidified, thereby joining the steel pipe pile 2 and the sheath pipes 5E and 5S.

FIG. 1 is a flowchart showing a construction procedure of a pier reinforcement method using the above-described strut member 4 that can extend and contract between both ends. Along with this flowchart, the reinforcing method described above will be described.
First, in step S1, the shellfish and seaweed adhering to the outer periphery of the existing pile 2 are removed.
In the next step S2, the aforementioned strut member 4 shown in FIG. 3 is towed between the piles 2 and 2 (FIG. 2).
In the next step S3, the strut member 4 is set between the steel pipe piles 2 and 2 to be connected (FIG. 2).

In the next step S4, the strut member 4 is extended as shown in FIG. 5 described above, and both ends of the strut member 4 are adjusted to the distance between the steel pipe piles 2 and 2 to be connected (FIG. 4).
In the next step S5, the sheath tube portion 5 of one strut member 4 and the sheath tube portion 5 of the adjacent strut member 4 are joined with a bolt. Thereby, the both ends of the strut member 4 are respectively set to the steel pipe pile 2 as shown in the front view of FIG. In this set state, the inner peripheral diameter of the sheath pipe portion 5 is sufficiently larger than the outer peripheral diameter of the steel pipe pile 2, and there is a sufficient gap 19 between the two pipes 2 and 5. Therefore, the set sheath pipe part 5 can slide on the steel pipe pile 2 in the longitudinal (vertical) direction.

Returning to FIG. 1, in the next step S <b> 6, an anchor (not shown) is attached under the beam of the upper structure 3.
In the next step S7, the strut member 4 set from the anchor is lifted via a chain block (not shown).
In the next step S8, a bracket 9 for positioning is attached to a predetermined portion in the vertical direction of the existing pile 2 in the water.

In the next step S <b> 9, the floater 6 is removed from the strut member 4.
In the next step S10, by adjusting the chain block and the like, the set sheath tube portion 5 is slid on the pile 2 and the strut member 4 is placed on the bracket 9 and positioned at a predetermined position in the vertical direction. (FIG. 6).

  In the next step S11, the expansion mortar is injected into the sheath tube portion 5 and the joint portion 10 of the strut member 4 so as to be coupled with each other so as not to be relatively movable. Specifically, as shown in FIG. 10 and FIG. 11 described above, the gap between the sheath pipe portion 5 and the steel pipe pile 2 and the gap 11 between the outer pipe 7 and the inner pipe 8 in the joint portion 10 are filled with expansion mortar. The sheath tube portion 5 and the joint portion 10 are cured until the expanded mortar is solidified. When step S11 is exited, this flowchart ends. This completes the reinforcement method (FIGS. 7 to 9).

  Next, a second embodiment according to a modified example of the sheath tube portion 5 will be described. FIG. 12 is a plan view showing a state in which the strut member 4 of the second embodiment is towed and set between the piles 2 and 2. FIG. 13 is a plan view showing a state in which the strut member 4 of the second embodiment is attached to the pile 2. The first and second embodiments shown in FIGS. 1 to 11 described above are provided with halved sheath pipe portions 5 suitable for enclosing the periphery of the pile body of the pile 2 at both ends of the strut member 4 of the second embodiment. Common to one embodiment. However, the difference is that the central axis n of the inner peripheral surface 5S of the sheath tube portion 5 is coupled to both ends of the strut member 4 in an oblique direction with respect to the longitudinal axis O of the strut member 4.

  As shown in FIG. 13, since the direction of the central axis n of the inner peripheral surface 5S is inclined with respect to the longitudinal axis O, it is easy to set between the piles 2 and 2, and the workability is improved. Furthermore, compared with the embodiment in which the central axis of the inner peripheral surface of the sheath tube portion 5 shown in FIGS. 3B and 5B matches the longitudinal axis of the strut member 4, both ends of the strut member 4 are The distance to be shortened can be reduced.

Next, a third embodiment of the present invention will be described.
In the first embodiment and the second embodiment shown in FIGS. 1 to 13, the members having the sheath tube portions 5 at both ends of one strut member 4 are used as the basic unit of the strut member used in the reinforcement method. At least one sheath tube portion 5 is provided in the middle of the strut member so that three or more piles 2 can be connected to each other by a single strut member. It is possible to expand and contract between the portions 5 and 5, and to expand and contract between the sheath tube portion 5 in the middle of the strut member and the sheath tube portion 5 at the end of the strut member. The strut member that is coupled to the pile 2 at both ends and in the middle of the strut member is hereinafter referred to as a continuous strut member 31.

  As shown in FIG. 14, the continuous strut member 31 has a configuration in which a plurality of strut members 4 are arranged in a line. When the substructure of the pier 1 has two or more pile 2 intervals, the continuous strut member 31 is manufactured in the factory according to the interval between the piles 2 of the pier to be constructed.

Specifically, as shown in FIG. 14, for example, three strut members 4, 4, 4 are connected to each other in a row through the sheath tube portion 5 to form one continuous strut member 31. . The sheath tube portion 5 is a half tubular shape. One end of a substantially semicircular arc of the sheath tube portion 5 provided in the middle of the continuous strut member 31 is coupled to one trat member 4 and the other end is coupled to the other trat member 4. Further, one end of a substantially semicircular arc of the sheath tube portion 5 provided at the end portion of the continuous strut member 31 is coupled to one of the trat members 4.
As shown in FIG. 14, the steel pipe piles 2 of the pier 1 to be constructed are all placed vertically so that the axis of the sheath pipe portion 5 is parallel and perpendicular to the longitudinal direction of the strut member 4. This is because it is growing. Although not shown in the drawing, when the pile 2 is inclined with respect to the horizontal plane, the axis of the sheath tube portion 5 may be provided so as to be similarly inclined with respect to the longitudinal direction of the strut member 4. Of course, the arrangement direction of 5 depends on the direction of the steel pipe pile 2 as described above.

The construction procedure of the third embodiment is also basically the same as the flowchart of FIG. First, as shown in FIG. 14, the continuous strut member 31 is floated on the water surface and towed so that the longitudinal direction of the sheath tube portion 5 is horizontal (step S2 in FIG. 1).
In addition, the axial direction of the sheath tube part 5 when floating can be arbitrarily selected so as to conform to the construction conditions, and may be the vertical direction shown in FIG. 3 described above.

  In the third embodiment in which the axial direction of the sheath tube portion 5 floats horizontally, as shown in FIG. 15, when the continuous strut member 31 is towed to the vicinity of the pile 2, the continuous strut member 31 is used using a chain block or the like. Is made vertical so that the axial direction of the sheath tube portion 5 is vertical, and the sheath tube portions 5 provided at both ends and the middle of the continuous strut member 31 are respectively set on the pile 2. Specifically, a half-sheathed pipe (corresponding to the half-sheathed pipe 5S shown in FIG. 9) having almost the same size and shape as the sheath pipe part 5 is towed to the vicinity of the pile 2. Then, the half sheath tube is bolted to the sheath tube portion 5 so as to surround the pile 2.

FIG. 16 shows a state in which the continuous strut member 31 is set on the steel pipe pile 2 (step S3 in FIG. 1). If the set position of the strut member 4 is not an appropriate part in the vertical direction of the pile 2, the vertical position of the continuous strut member 31 is corrected with a chain block or the like. And if positioning is completed, expansion | swelling mortar will be inject | poured into the clearance gap between the inner periphery of the sheath pipe part 5, and the outer periphery of the pile 2, and the continuous strut member 31 will be couple | bonded with the pile 2. FIG.
From the above, the continuous strut member 31 is coupled to the predetermined portion in the vertical direction of the pile 2 (step S11 in FIG. 1).

In the embodiment shown in FIGS. 1 to 3 described above, the strut member 4 itself, which is a constituent element of the continuous strut member 31, expands and contracts in the longitudinal direction between both ends.
Depending on the state of the pier 1 such as the interval between the piles 2 and the inclination of the piles 2, the strut member 4 is not stretched between both ends, the continuous strut member 31 is towed to the vicinity of the pile 2, and the strut is It may be advantageous to set the pile 2 without extending the pile 4.

By the way, in the Example demonstrated so far, when reinforcing the pier 1 which consists of the lower structure provided with the pile 2 group which protruded on the water surface, and the upper structure 3 attached to the upper part of the pile 2 group, A step of floating the strut member 4 for reinforcing the structure on the water surface and towing the strut member 4 between the piles 2 groups (step S2 in FIG. 1), and both ends of the strut members 4 at predetermined positions in the vertical direction of the piles 2 groups. Are combined with each other (step S11 in FIG. 1),
The strut member 4 can be carried in from the lateral outer side of the lower structure of the pier 1 and attached to the lower structure. Therefore, the pier 1 can be reinforced by utilizing the existing upper structure 3 as it is, and if it is not necessary to remove and re-install the upper structure 3 once, a large crane for moving the upper structure 3 is not required. For this reason, it is excellent in terms of labor and construction period, and is very advantageous in terms of cost.

  As shown in FIGS. 3 and 5, since the strut member 4 can extend and contract between both ends, the strut member 4 can be easily set between the piles 2. Moreover, the length of the strut member 4 can be changed flexibly, and the both ends of the strut member 4 can be matched with the existing steel pipe pile 2 accurately.

In addition, the strut member 4 can be expanded and contracted by nesting the outer tube 7 and the inner tube 8,
When joining both ends 5 of the strut member 4 to the pile 2, a solidified material such as expansion mortar is injected between the nested outer tube 7 and the inner tube 8.
The pier 1 can be effectively reinforced by improving the bending rigidity of the strut member 4.
The solidified material may be a normal mortar or resin in addition to the expanded mortar.

Specifically, as shown in FIGS. 10 and 11, the strut member 4 includes a hollow outer tube 7 and an inner tube 8 provided in the outer tube 7 so as to be relatively movable in the longitudinal direction. The inner tube 8 can be extended or retracted by pulling it out from one end. A spacer 12 is provided in the gap 11 between the outer tube 7 and the inner tube 8 to keep a constant distance between the outer tube 7 and the inner tube 8 in the perpendicular direction. After both ends 5 of the strut member 4 are connected to the pile 2 group, a solidified material such as expansion mortar is injected into the gap 11 so that the outer tube 7 and the inner tube 8 are coupled so as not to move relative to each other.
Preferably, leakage preventing rubber members 13 and 14 for sealing the gap 11 over the entire circumference are provided on both sides in the longitudinal direction of the joint portion 10. Thereby, when injecting expansion mortar into the gap 11, leakage of the expansion mortar can be prevented and the injection operation can be performed efficiently.

  Moreover, in this example, since the half-shaped sheath tube portion 5 suitable for surrounding the pile body of the pile 2 group was provided at both ends of the strut member 4, the strut member 4 was set on the pile 2. Thereafter, the strut member 4 can be slid in the vertical direction (longitudinal direction of the pile 2), and the positioning of the strut member 4 is facilitated.

In particular, as shown in FIGS. 12 and 13, in the embodiment in which the inner peripheral surface 5S of the half-shaped sheath tube portion 5 is oriented obliquely with respect to the longitudinal axis O of the strut member 4, the inner peripheral surface 5S Since the central axis n is inclined with respect to the longitudinal axis O,
It becomes easy to set the strut member 4 between the piles 2 and 2, and workability is improved. Furthermore, compared with the embodiment in which the central axis of the inner peripheral surface of the sheath tube portion 5 shown in FIGS. 3B and 5B matches the longitudinal axis of the strut member 4, the struts are previously used in the towing step. The distance that the both ends of the member 4 are contracted can be reduced.

  Alternatively, the strut member shown in FIGS. 14 to 16 is a continuous strut member 31 in which both ends of the strut member are respectively coupled to the pile 2 group, and the middle of the strut member is coupled to at least one pile 2 group. In the joining step, the both ends 5 and the middle portion 5 of the continuous strut member 31 are joined to the pile 2 group. Also by this, many piles 2, 2, 2, 2 can be connected with one continuous strut member 31.

  The above description is merely an example of the present invention, and the present invention can be variously modified without departing from the spirit of the present invention. For example, in addition to the linear shape described above, the continuous strut member 31 may have a shape folded back in the middle although not shown in the drawing. For example, as a continuous strut member having a folded shape in the middle connecting two piles 2 and 2, one end of the continuous strut member 31 is coupled to one pile 2 and the middle of the continuous strut member 31 is the other. It may couple | bond with the pile 2 and the other end of the continuous strut member 31 may couple | bond with one pile 2 again.

It is a flowchart which shows the construction procedure of the reinforcement construction method of the water body structure which becomes 1st Example of this invention. It is a front view which shows the pier under construction of the reinforcement construction method used as the Example. It is a figure which shows the state which floated on the water surface by shortening both ends, and the stretchable strut member which becomes the same Example, (a) is the side view seen from the water surface direction. Further, (b) is a plan view seen from above. It is a front view which shows the pier under construction of the reinforcement construction method used as the Example. It is a figure which shows the state which extended the stretchable strut member which becomes the Example, and floated on the water surface by extending between both ends, (a) is the side view seen from the water surface direction. Further, (b) is a plan view seen from above. It is a front view which shows the pier under construction of the reinforcement construction method used as the Example. It is a front view which shows the jetty after construction of the reinforcement construction method which becomes the Example. It is a top view which shows the jetty after construction of the reinforcement construction method used as the Example. It is a top view which takes out and shows three strut members connected to the line which becomes the Example. It is a longitudinal cross-sectional view which expands and shows the junction part of the strut member which becomes the Example. It is a cross-sectional view which expands and shows the junction part of the strut member. FIG. 6 is a plan view showing a state in which the reinforcement method according to the second embodiment of the present invention is being constructed. It is a top view which shows after the construction of the reinforcement construction method used as the Example. It is a front view which shows the pier under construction of the reinforcement construction method which becomes 3rd Example of this invention. It is a front view which shows the pier under construction of the reinforcement construction method used as the Example. It is a front view which shows the pier under construction of the reinforcement construction method used as the Example.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Pier 2 Pile 3 Superstructure 4 Strut member 5 Sheath pipe part 6 Floater 7 Outer pipe 8 Inner pipe 9 Bracket
10 joints
11 Joint gap
12 Spacer
13, 14 Leakage prevention rubber member
15 Injection hole
16 Air vent

Claims (5)

When reinforcing a water structure comprising a lower structure having a pile group protruding above the water surface and an upper structure attached to the upper part of the pile group,
For the reinforcement of the lower structure, floating a strut member that is extendable between both ends on the water surface, and towing the strut member between the pile groups;
And a step of joining both ends of the strut members to predetermined portions in the vertical direction of the pile group. In the reinforcement method of the water structure according to claim 1 ,
Nesting the strut member and making it extendable,
In the joining step, after the both ends of the strut member are positioned with respect to the pile group, a solidified material is injected between the telescopic elements. In the method for reinforcing a water structure according to claim 1 or 2 ,
A method for reinforcing a water structure, characterized in that a halved sheath pipe portion suitable for enclosing the periphery of a pile body of the pile group is provided at both ends of the strut member. In the reinforcement method of the water structure according to claim 3 ,
A method for reinforcing a water structure, wherein an inner peripheral surface of the sheath tube part is directed obliquely with respect to a longitudinal direction of the strut member. In the reinforcement construction method of the water body structure according to any one of claims 1 to 4 ,
The strut member is a continuous strut member in which both ends of the strut member are coupled to the pile group, and the middle of the strut member is coupled to at least one of the pile groups,
A method for reinforcing a water structure, wherein, in the connecting step, both ends and a middle portion of the continuous strut member are respectively connected to the pile group.

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