JPH10183755A - Reinforcing structure of marine structure by pc outer cable and reinforcing method - Google Patents

Abstract

PROBLEM TO BE SOLVED: To reinforce a structure positioned in a tide zone such as RC girder of a landing bridge at quay by a method in which a PC outer cable is used. SOLUTION: A precast concrete member is used as a deviator 5, an oblique planed hole which coincides with an extension line of a PC outer cable 4 is provided in concrete of a pier 2 adjacent to an RC girder 1, a temporary cable is inserted into this hole to connect it with the PC outer cable 4, and a jack 7 is arranged at an end part of the temporary cable to stretch them tightly on the land. Heavy anticorrosive treatment is applied to a fixing part of the PC outer cable four times, and a protective cover is attached to the exposed part of a cable and a lower part of the deviator.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a reinforcing structure and a reinforcing method for a marine structure using an external cable (external cable for prestressed concrete), and more specifically, for example, an RC girder for a quay pier (a reinforced concrete girder).
The present invention provides a technique related to a reinforcing structure and a reinforcing method.

[0002]

2. Description of the Related Art Generally, a PC cable used for prestressed concrete is buried in concrete by a pretension method or inserted into a buried sheath by a posttension method and both ends thereof are fixed to prestress the concrete. Has been attached. On the other hand, there is a technique in which a pre-stress is applied to concrete or a concrete structure is reinforced by a post-tension method using an external cable provided outside the concrete.

[0003] Generally, an external PC cable is used for the purpose of reinforcing a structure that is not immersed in seawater, such as a road bridge. Japanese Patent Publication No. 2-37463 and Japanese Patent Publication No.
-30644, JP-A-4-189974,
As disclosed in Japanese Utility Model Publication No. Hei 8-4496, a technique for double-corrosion protection of a fixing unit is used.

In general bridges, the girder length is long,
The prestress introduction section by the cable outside the PC can be lengthened, and there is no problem that a space for providing a tension jack for tensioning the cable outside the PC cannot be obtained. In addition, there is no need to consider the location where the tension jack is set, since ordinary bridges are not affected by the tide level. In addition, the bending angle of the cable outside the PC at the deviator section (deflection section) is small, and the lifting force (the bending force by the cable outside the PC) is small.

[0005] Fig. 24 shows an example of reinforcement of a general bridge girder (RC girder (reinforced concrete girder)) with an external PC cable. A fixing block 102 is provided near both ends of the RC main girder 100, a deviator 103 is attached to a lower end position of the horizontal girder 104, and an external PC cable 101 is arranged on the lower side of the main girder 100 and tightened. Prestress is introduced into the lower edge to reinforce the RC girder 100.

On the other hand, a marine structure, for example, R
When reinforcing structures that are temporarily immersed in seawater, such as C girder, work is performed at low tide, or the target structure is covered with a dry formwork and is always kept in a dry state.

[0007]

When the conventional cable method outside the PC is applied to reinforcement of a structure located in a tidal zone such as a quayside RC girder, the following points are particularly problematic. (1) When the pier girder RC girder is reinforced by the cable method outside the PC due to its structural shape and the loading load, the prestress itself is larger than the bridge girder, and the bending angle of the main cable at the deviator becomes larger.
Accordingly, the lifting force in the deviator section also increases. FIG. 25 shows an example in which a conventional steel bracket 105 is attached to the lower end of the cross beam 104 as a deviator.
Attempting to counter the lifting force of the outer cable 101 results in insufficient strength. Further, there is a problem that there is no cross beam for attaching the steel bracket 105.

(2) Since the fixing position of the fixing block for fixing the cable outside the PC is in a tidal zone, it must be performed within a limited time of the intertidal work. In order to enable such construction, it is necessary to make the fixing block a precast concrete member. In order to integrate the fixing block with the existing girder, non-shrinkable mortar is injected into the mounting surface of the fixing block, but this mortar penetrates into the horizontal tightening rod insertion hole of the fixing block, and the horizontal tightening tension is reduced. There was a problem that it became difficult.

(3) In the conventional method, particularly in seawater, there is a problem that the fixing tool is corroded due to seawater infiltration or deterioration of concrete, and the introduced prestress is reduced. (4) For the purpose of preventing corrosion of the anchoring part of the horizontal tightening rod, FR
Although a P-cover fixing plate is used, when the cover fixing plate is projected outside the fixing block, a load on bolts for fixing the cover fixing plate is increased. In addition, there is a problem that the projecting portion is damaged due to a collision with a driftwood or the like on the sea surface due to the occurrence of the projecting portion outside the structure.

(5) When a member having a short girder length such as a pier RC girder is reinforced by a cable outside the PC, a fixing block of a fixed length is required to fix both ends of the cable outside the PC, and furthermore, the outside of the PC Space is required to set the cable tension jack. Considering these, there is a problem that the reinforcement section for introducing the prestress, which is obtained by excluding these from the total girder length, is a very short section. For example, FIG.
6: Pier RC girder 1 bridged between pile head foundations 2 and 2
Although the case where the cable is reinforced by the external cable 4 is shown, it is necessary to provide the fixing block 6 at both ends of the external PC cable 4 and provide a tension jack between the fixing block 6 and the pile head foundation 2. RC girder 1 reinforced by 4
Is very short. In addition, in the case of a pier RC girder or the like, there is a problem that the work of tensioning the cable outside the PC by the jack becomes an intertidal work, and further, if the bending angle of the cable outside the PC is increased, the floating force against the deviator increases. was there. 27 and 28 show R
When the C-girder 1 is reinforced by the external cable 4, the shorter girder shows that the bending angle of the PC cable increases. In this case, there is a problem that the PC cable is damaged.

In the case where a marine structure which is repeatedly immersed in seawater is reinforced by a general external PC cable which is conventionally known on land, there are various problems as described above, and it has been difficult to realize it. An object of the present invention is to provide a technique for reinforcing a pier RC girder using a cable outside PC method that solves these problems.

[0012]

According to the present invention, the following means have been developed to solve the above problems. The present invention provides a novel offshore PC cable reinforcing structure for an offshore structure, wherein the offshore PC cable is attached to a structure that is repeatedly immersed in seawater. This structure can be realized by making the deviator and the fixing block a precast concrete member having a mortar space for integrating the mounting portion. Insert a telescoping tube into the hole for inserting the horizontal tightening steel rod of these concrete members, and prevent the mortar from entering the hole for tightening the horizontal tightening when installing the mortar for integration in the mounting part. It is good to keep it. Further, when a temporary cable connected to an end of the external PC cable and a fixing portion of a PC cable provided at an end of the temporary cable are provided, and the fixing is performed by the fixing portion,
The position of the fixing portion can be provided in a portion where seawater erosion is small, which is preferable. Further, by providing the fixing nut and the fixing plate that have been subjected to the heavy anticorrosion treatment, it is possible to prevent corrosion. In addition, the provision of the protective cover for covering the exposed portion of the cable and the inflection point of the cable makes it possible to prevent breakage of the cable due to driftwood or the like and corrosion associated therewith.

The following reinforcing method is appropriate for the construction of the above reinforcing structure. In other words, P
In attaching and reinforcing the outer cable, a precast concrete member having a mortar space for corrosion prevention is used as a deviator and a fixing block.
This mortar space is filled with non-shrinkable mortar, heavy anticorrosion treatment is applied to the fixing nut and the outer surface of the fixing plate, and a protective cover is attached to the exposed portion of the cable and the inflection point of the cable. Provide reinforcement method.

In this case, a telescopic tube is inserted into the horizontal tightening rod insertion hole of the deviator and the fixing block, and pressurized air is supplied into the expandable tube to expand the telescopic tube. When the mortar is injected while preventing the mortar from entering the mortar, it is possible to prevent the mortar from entering the holes, which is preferable. Also, a diagonal hole is drilled in the concrete pier of the above structure, and a temporary cable is inserted through the diagonal hole to reinforce the offshore structure.
Connect with the outside cable and pull this temporary cable
Tension the outer cable.

[0015] The cable outside PC method is generally used for the purpose of reinforcing bridge girders and the like, but the technique of using this method for reinforcing structures temporarily immersed in seawater, such as quay pier RC girders, is not known. Not done, the present invention overcomes the difficulties of using this method in such environments. For this reason, the following structures and construction methods are added to the conventional construction method.

1) Not only the fixing block but also the deviator uses a large precast concrete member. A mortar space for integrating the fixing portion of the precast concrete member with the laterally tightened PC steel bar is secured on the precast concrete member side. 2) When injecting non-shrink mortar into the adhesive surface where the existing girder and the precast concrete member are attached, insert a rubber tube having elasticity into the precast concrete member or the laterally tightened PC steel rod insertion hole of the existing girder; Pressurized air is injected to expand it and prevent mortar from entering the holes.

3) A quadruple anticorrosion of "coating of anticorrosive" + "mortar" + "fixing plate of FRP cover" + "coating of anticorrosive" is applied to the outer surface of the fixing nut and the fixing plate. 4) Make a diagonal hole in the concrete pier adjacent to the RC girder to be reinforced and insert a temporary cable into it.
Connect with the outer cable and tighten it. Regarding the screw directions of the cable outside the PC, the temporary cable, and the coupler, consider both screw directions so that connection can be performed by turning only the collar.

5) Attach a cable protection cover to the exposed cable portion and the inflection point of the cable at the lower end of the deviator.

[0019]

DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention is characterized in that seawater tidal zone structures such as quayside pier RC girders can be reinforced by the above measures. The action of (1) The deviator (deflection section) and the fixing block are made of a precast concrete member having the same structure,
By adopting the lateral tightening with a C steel bar, a greater shear transmission strength can be obtained, and the deviator can cope with a large floating force.

(2) When injecting the non-shrink mortar into the mounting adhesive surface of the precast concrete member for the purpose of fixing, a laterally tightened tensioned PC steel rod insertion hole (sheath).
It is only necessary to prevent the mortar from entering the inside, and this can be solved by inserting a stretchable rubber tube in the hole in advance and injecting air into it like a balloon. The prevention of mortar leakage into the PC steel rod insertion hole (sheath) 45 will be described with reference to FIGS. FIG. 6 shows an example in which a large-sized precast concrete member is used as the deviator 5 for the RC girder 1 to be reinforced, and FIG. A mortar space 46 for integrating the pre-cast concrete member with a PC steel bar side tightening and fixing portion is secured on the side of the concrete member (deviator 5). FIG. 8 shows a mortar space 46 filled with a mortar 49. At this time, sheath 4
An elastic rubber tube 47 is inserted into the tube 5, and compressed air 48 is supplied therein to fill the rubber tube in the sheath 45 so that the mortar 49 does not enter the sheath 45.

(3) Regarding the possibility of corrosion of the fixing device due to seawater, the mortar which is susceptible to seawater is shielded from seawater by forming a four-layer anticorrosion structure in which an FRP anticorrosion cap and an anticorrosive are used. FIG. 9 shows an example of this, in which the fixing plate 11 and the nut 12 are coated with an anticorrosion agent 17 on the outer surface and mortar is applied thereon, and the FRP anticorrosion cap 1 is formed.
8 and further apply an anticorrosion agent 21 to achieve quadruple anticorrosion. This makes it possible to permanently protect the fixing section from seawater and to solve corrosion of the fixing section.

(4) By preserving the mortar space on the precast concrete member side, the load on the fixing bolt can be reduced, and the protrusion to the outside of the block can be eliminated. FIG. 10 shows a state in which the end of the mounting steel bar 31 projecting from the precast concrete member (the deviator 5) is fixed to the fixing plate 32,
2 shows a structure in which the mortar 51 is filled therein and the mortar 51 is filled therein. FIG. 11 shows a structure in which the end of the mounting steel bar 31 is housed in a concrete member, a lid 54 made of an FRP plate is mounted, and a mortar 53 is installed inside the concrete member.

(5) The prestress introduction section of the RC girder can be secured as long as possible, the bending angle of the cable outside the PC is not increased, and the tensioning work by the jack does not become an intertidal work. In order to do so, after making an oblique hole in the concrete of the pier adjacent to the RC girder in the direction coinciding with the extension of the cable outside the PC, insert the temporary cable into this hole, and connect this with the cable outside the PC. The coupler was connected, and the end of the temporary cable was tensioned on land. 12 and 13 show this, FIG. 12 is a plan view, and FIG. 13 is a side view thereof. An oblique hole 61 corresponding to the extension line of the external PC cable is excavated in the peer 2, a temporary cable is inserted into the hole 61, the temporary cable is connected to the external PC cable 4, and a tension jack is attached to an end of the temporary cable. 7, a tension jack is provided here to tension the cable outside the PC via the temporary cable. Thus, the tension jack 7 can be provided at a position irrelevant to the water surface 62, and the tension work can be performed regardless of the tide level. Further, it is possible to reduce a section in which no prestress is introduced at the end of the RC girder. FIG. 14 shows a connecting portion between the temporary cable and the external PC cable. A female screw of left and right opposite directions is provided in the coupler 73, and the external cable 86 and the temporary cable 83 provided with male screws of right and left opposite directions are provided. When the cable is inserted into the coupler 73 and the coupler is rotated in the direction of arrow 75, the external PC cable 86 and the temporary cable 83 can be quickly connected without rotating the cable.

(6) In order to prevent the main cable from being damaged by driftwood or the like on the sea surface, a cover 71 formed by processing an acrylic-modified high-impact vinyl chloride resin plate 72 as shown in FIG. It is directly attached to the reinforcement target girder (RC girder 1) so that the cable outside the exposed part PC is taken in for the purpose of prevention. Next, an embodiment of the method of the present invention will be described with reference to FIGS. 17 to 23 are flow charts for reinforcing a quay pier showing an embodiment of the method of the present invention.

The reinforced RC girder 1 shown in FIG. 17 has a structure in which the entire girder is at sea level at low tide, but about half of the girder is immersed in seawater at high tide. Large cranes run. As shown in FIG. 18, a diagonal hole 81 was formed in one of the piers 2, and a seat for setting a jack at the end 82 was constructed. Next, as shown in FIG. 19, a precast concrete member was attached as a deviator 5 to the inflection point of the cable outside the PC of the RC girder 1, and this was tightened laterally with a PC steel rod to raise the lifting force 33t (PC It is possible to obtain a deviator having a shear transmission strength that can sufficiently cope with the tension 150 t) of the outer cable.

The fixing block 6 was mounted in the same manner. FIG. 20 shows a process of installing the external PC cable 4.
As shown in FIG. 21, the temporary cable 83 is inserted into the hole 81, connected to the external PC cable 4, a tension jack is set at the end 82 of the hole 81, the cable is tensioned, and the fixing unit 84 is fixed.
Was fixed (FIG. 22). Then, mortar was injected into the hole 81 to complete the construction. At this time, a cable outside the PC may be fixed to the fixing block 6 and the temporary cable 83 may be removed. In this method, a jack can be set on land, no intertidal work is required, tension work is possible on land, and no jack space is required on the back of the fixing block 5, so the length of the girder to be reinforced is required. It is possible to introduce prestress in most of the directions.

[0027]

1 to 5 show an embodiment of the present invention. FIG.
Is a side view, and FIG. 2 is a plan view thereof. The existing RC girder 1 erected between the piers 2 and 2 on the pile 3 installed in the sea was reinforced with an external PC cable 4. RC digit 1 has a width of 1.6
m, girder height 2.55 m, digit length 12, with span length 9m, introducing effective tensile stresses, the vertical clamping 100 kgf / mm ^2, was carried out under the condition of lateral clamping 59kgf / mm ^2. Cable 4 outside PC
As F270T (tensile strength 183 kgf / mm
² ) was used. A temporary cable insertion hole for tension was formed in the pier 2, and the temporary cable was removed after tension was applied using the jack 7. FIG. 3 shows a fixing block structure of the fixing block 6 and the PC cable 4. The fixing block had a width of 0.7 m, a height of 0.8 m, and a length of 1.3 m. The external PC cable 4 is inserted into the sheath, and the sheath is filled with the anticorrosive 14. 16 is an injection hole and 15 is a discharge hole. A bolt 13 is attached to the fixing end, and is fixed by a fixing plate 11 and a nut 12. Fixing plate 11 and nut 12 are anticorrosive 1
7, and a non-shrink mortar 22 is filled between the mortar 22 and the anticorrosion cap 18 (made of FRP). The anticorrosion cap 18 is attached to the surface of the fixing block 6 with a rubber ring interposed therebetween, and a silicone sealing 19 is formed around the cap to seal it. The anticorrosion agent 21 is coated on the surface. The anticorrosive injection tube 20a and the anticorrosive discharge tube 20b are for filling the anticorrosion mortar 22, and have a 13 mmφ FR.
P tube. The fixing plate, nut, and bolt of the fixing section are completely protected by the quadruple seal of the anticorrosive agent 17, the non-shrink mortar 22, the anticorrosion cap 18, and the anticorrosion agent 21. Further, a silicone sealing 23 and an anticorrosive 24 are applied to an end of the fixing block opposite to the fixing end.

FIG. 4 shows a lateral tightening structure of the deviator 5. The same applies to the lateral tightening of the fixing block 6. The deviator 5 is a precast concrete member having a width of 0.7 m, a height of 0.8 m, and a length of 0.9 m, and has a support for supporting the external PC cable 4 on the bottom surface (not shown). This external PC cable support has a radius of curvature of 2 m.
The bending angle of the external cable is 12 degrees and 40 minutes. The deviator 5 is a 32 mmφ horizontal tightening steel rod 8
As shown in FIG. The Gebinde steel rod 31 is inserted into a PC steel rod insertion hole 35.
And is fixed to the fixing plate 32 by a nut 33. R
A gap is provided in the contact surface between the C-girder 1 and the deviator 5, and the non-shrink mortar 34 is injected and adheres to form a corrosion-resistant structure. An anticorrosive is injected into the PC steel rod insertion hole 35 made of a polyethylene pipe from an anticorrosive injection pipe 36. The fixing plate 32 and the nut 33 are provided with an anticorrosion agent 37 on their surfaces, and are embedded in a cement grout 34 filled in a space sealed by an FRP lid 38. The FRP lid 38 is provided with an anticorrosive injection pipe 41a and an anticorrosive discharge pipe 41b for filling the non-shrink mortar 34. I have.

FIG. 5 shows a protective cover 71 for a cable outside the PC.
It shows an arrangement of a protective cover 74 for protecting a bent portion of the deviator. The protective cover 71 is formed by processing an acrylic-modified high-impact vinyl chloride resin plate into a long one having an arch-shaped cross section, and screwing an edge flange formed on the arch-shaped leg to a concrete surface of the existing girder 1. The protective cover 74 is formed by molding the same material into an L shape, and is screwed to the side and the bottom of the deviator.

[0030]

According to the present invention, the following effects can be obtained. (1) The deviator provided at the center of the girder to be reinforced takes the same structure as the fixing block, that is, after temporarily attaching the precast concrete member to the side of the existing girder,
By introducing a non-shrink mortar between the existing girder and the concrete member and tightening it with a PC steel rod, a large shear transmission strength can be secured on the concrete member mounting surface, and the main cable is lifted up by bending. It can sufficiently counter the rising force.

In the deviator mounting portion, the non-shrinkable mortar is inserted into the gap between the deviator and the existing girder, and is integrated with the existing girder by lateral tightening. As a result, the generated stress is reduced, the tension is reduced, the weight of the member can be reduced, and the reinforcement cost can be reduced. (2) After mounting the precast concrete member, insert a rubber tube into the PC steel rod insertion hole (sheath) and press the air into the tube, so that the mortar is sheathed when the non-shrinkable mortar is injected into the adhesion surface of the block. It can be prevented that the steel bar cannot be inserted by flowing into the inside,
It is possible to prevent the loss rate of the mortar from being reduced and to prevent a part of the mounting adhesive surface from being hollow. Reduction of mortar loss rate contributes to reduction of reinforcement cost, and prevention of partial hollowing of the block mounting surface guarantees durability after service and contributes to reduction of maintenance cost later. .

(3) Although it is sufficiently protected by a heavy corrosion protection layer, the cable fixing portion is particularly a point of the cable construction method outside the PC, and the corrosion of the fixing device may lead to a decrease in cable introduction force. The heavy-duty anticorrosion structure according to the present invention makes it possible to achieve permanent maintenance-free operation, guarantees durability after service, and contributes to a reduction in maintenance costs later.

(4) By securing a mortar injection space for integration on the precast concrete member side,
The force acting on the FRP cover fixing plate of the mortar is only the lateral pressure of the mortar, the diameter of the fixing bolt can be reduced, and there is no protrusion to the outside of the concrete member.
The risk of breakage due to collision of driftwood or the like is reduced. Reducing the load on the cover fixing plate fixing bolt reduces the bolt diameter,
The number can be reduced, contributing to the reduction of reinforcement costs. Also, the possibility of damage to the fixing unit is reduced, which contributes to a reduction in maintenance costs later.

(5) The concrete pier adjacent to the existing girder to be reinforced is drilled obliquely, a temporary cable 83 is inserted into the hole, and the main cable 86 and the temporary cable 83 are connected by the coupler 73 on the back of the fixing block. After connecting, the temporary cable 83 is tensed with a jack on land. by this,
The cable outside the PC can be tensioned irrespective of the tide level, and no jack space is required on the back of the fixing block. Therefore, the prestress introduction section length of the RC girder can be maximized. Cable outside PC, coupler 7
3. If the screw direction 75 of the temporary cable 83 is set as shown in FIG. 14, connection can be made only by turning the coupler 73. Tensioning the temporary cable 83 and improving the workability of connecting the cables can reduce the number of construction work days and the construction cost.

(6) By covering the exposed portion of the cable outside the PC and the bent portion of the cable outside the PC at the lower end of the deviator with an acrylic-modified high-impact vinyl chloride resin plate, there is no fear of damaging the cable even if a driftwood or the like collides. . Therefore, maintenance costs are reduced.

[Brief description of the drawings]

FIG. 1 is a side view showing an example of reinforcement of an RC girder according to an embodiment by a cable outside a PC.

FIG. 2 is a plan view showing an example of reinforcement of an RC girder of the embodiment by an external PC cable.

FIG. 3 is a sectional view of a fixing unit of the cable outside the PC according to the embodiment.

FIG. 4 is a sectional view of a mounting portion of the deviator according to the embodiment.

FIG. 5 is a side view showing an arrangement of a protective cover of the cable outside the PC according to the embodiment.

FIG. 6 is a sectional view of a mounting portion of the deviator of the embodiment.

FIG. 7 is an enlarged sectional view of a mounting portion of the deviator of the embodiment.

FIG. 8 is a sectional view showing a method of preventing mortar from leaking into a PC steel rod insertion hole.

FIG. 9 is a cross-sectional view showing a quadruple anticorrosion structure in a fixing unit.

FIG. 10 is a sectional view of a mounting portion of the deviator of the embodiment.

FIG. 11 is a sectional view of a mounting portion of the deviator according to the embodiment.

FIG. 12 is a plan view illustrating installation of a temporary cable.

FIG. 13 is a side view illustrating installation of a temporary cable.

FIG. 14 is an explanatory view showing a coupler according to an example.

FIG. 15 is a side view showing a protective cover of the cable outside the PC according to the embodiment.

FIG. 16 is an explanatory diagram of a protective cover of the cable outside the PC according to the embodiment.

FIG. 17 is a process chart of the embodiment method.

FIG. 18 is a process chart of the embodiment method.

FIG. 19 is a process chart of the embodiment method.

FIG. 20 is a process chart of the embodiment method.

FIG. 21 is a process drawing of an example method.

FIG. 22 is a process chart of an example method.

FIG. 23 is a process chart of an example method.

FIG. 24 is a side view showing an example of reinforcing a general bridge girder (RC girder) with a cable outside the PC.

FIG. 25 is a side view showing a deviator of a cable outside the PC.

FIG. 26 is a side view showing an example of reinforcement by a cable outside the PC.

FIG. 27 is a side view showing an example of reinforcement by a cable outside the PC.

FIG. 28 is an explanatory diagram of a case where a bending angle of a cable is increased.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 RC girder 2 Pile head foundation (pier) 3 Pile 4 Cable outside PC 5 Deviator 6 Fixing block 7 Tension jack 8 Steel rod 11 Fixing plate 12 Nut 13 Bolt 14 Anticorrosive agent 15 Discharge hole 16 Injection hole 17 Anticorrosive agent 18 Anticorrosion cap 19 Silicone sealing 20a Anticorrosive injection pipe 20b Anticorrosive discharge pipe 21 Anticorrosive 22 Non-shrink mortar 23 Silicon sealing 24 Anticorrosive 31 Steel rod 32 Fixing plate 33 Nut 34 Non-shrink mortar 35 PC steel rod insertion hole 36 Anticorrosive injection pipe 37 Anticorrosion Agent 38 FRP lid 39 rubber packing 40 silicon sealing 41a anticorrosive injection tube 41b anticorrosive discharge tube 42 anticorrosive 45 PC steel rod insertion hole 46 mortar space 47 elastic rubber tube 48 compressed air 49 mortar 51 mortar 52 cover 53 mortar 5 4 Lid 61 Hole 62 Water surface 71 Cover 72 Resin plate 73 Coupler 74 Cover 75 Arrow 81 Hole 82 End part 82 Temporary cable 84 Fixing part 85 Backfill concrete 86 PC cable 100 RC main girder 101 PC cable 102 Fixing block 103 Deviator 104 Cross beam

 ──────────────────────────────────────────────────続 き Continued on the front page (72) Inventor Hiroyuki Kobayashi 2-3-2 Uchisaiwaicho, Chiyoda-ku, Tokyo Inside Kawasaki Steel Corporation (72) Inventor Taho Yashiki 2-3-2 Uchisaiwaicho, Chiyoda-ku, Tokyo No. Kawasaki Steel Corporation (72) Inventor Eiji Tanaka 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Construction Co., Ltd. (72) Inventor Tomio Hosokawa 1-2-3 Shibaura, Minato-ku, Tokyo Shimizu Construction Co., Ltd. (72) Inventor Junichi Hatano 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Construction Co., Ltd. (72) Inventor Yasuharu Hatashi 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation (72) Inventor Yasuo Kawauchi 2-6-1, Hikaricho, Higashi-ku, Hiroshima City Far East Industry Co., Ltd.

Claims (7)

[Claims] 1. A structure for reinforcing a marine structure with a cable outside the PC, wherein the cable outside the PC is attached to a structure repeatedly immersed in seawater. 2. The structure for reinforcing a marine structure with an extra-PC cable according to claim 1, wherein the deviator and the fixing block are precast concrete members having a mortar space for integrating the mounting portion. 3. The outside of the PC according to claim 1, further comprising a temporary cable connected to an end of the outside PC cable and a fixing portion of a PC cable provided at an end of the temporary cable. Reinforcement structure for offshore structures using cables. 4. A fixing cover according to claim 1, further comprising a fixing nut and a fixing plate subjected to heavy corrosion protection, and a protective cover for covering a cable exposed portion and a cable inflection point. Reinforcement structure for offshore structures using cables outside the PC. 5. A precast concrete member having a mortar space for integrating an attaching portion is used as a deviator and a fixing block for attaching and reinforcing an external cable to a structure repeatedly immersed in seawater, and the mortar space is not shrunk. A method of reinforcing a marine structure by using an external cable, wherein mortar is filled, a fixing nut and an outer surface of a fixing plate are subjected to heavy anticorrosion treatment, and a protective cover is attached to a cable exposed portion and a cable inflection point. 6. A telescopic tube is inserted into a horizontal tightening rod insertion hole of the deviator and the fixing block, and pressurized air is supplied into the expandable tube to expand the telescopic tube. 6. The method for reinforcing a marine structure with an external cable according to claim 5, wherein the mortar is injected while preventing mortar from entering. 7. A slanted hole is drilled in a concrete pier of the above structure, a temporary cable is inserted into the slanted hole and connected to a cable outside the PC for reinforcement of a marine structure, and the temporary cable is pulled. The method for reinforcing a marine structure with an external cable according to claim 5 or 6, wherein the external cable is tensioned.