JP5969741B2 - Concrete pole reinforced with fiber material and method of reinforcing concrete pole with fiber material - Google Patents

Description

  The present invention relates to a concrete pole provided with reinforcement that is carried out when it is determined that deterioration of the reinforcing bar is not possible and the desired mechanical strength cannot be exhibited with respect to the concrete pole in which the reinforcing bar is disposed. And a method of reinforcing the concrete pole.

  The main use of concrete poles is as the first type of concrete poles, with a length of 17m (including an underground part length of 4.5m) and a height of about 12-13m above ground. There is something that supports in the air. In addition, as a second type of concrete pole, the telephone line for signal communication of telephone equipment is supported in the air at a height of about 9.5 mm (including the underground part length of 2.8 m) and a height of about 6 m above the ground. .

In addition to the power lines and telephone lines, the various concrete poles are also installed with cable television communication lines, cable broadcasting, PHS antennas, wireless LAN cables, water and gas meter monitoring lines, and the like.
Furthermore, recently, traffic signal control lines, road traffic information communication system (VICS) information lines, and regional meteorological observation system (AMeDAS) information lines have also been installed on concrete poles. Since most of the wires are installed after the first installed wires, the mechanical strength required for the concrete poles must allow for future increases in the weight of the overhead wires. Due to the heavy load, the condition of the overhead wire with respect to the concrete pole is getting severer day by day.

  Under the harsh conditions of overhead lines, deterioration diagnosis of concrete poles is regularly carried out by electric power companies and telephone companies that own overhead line facilities. Specifically, visual inspection that determines the degree of deterioration based on the presence or absence of cracks etc. appearing on the appearance of concrete poles is the mainstream, but recently it has also been used to detect breakage of internal rebar using an exploration machine etc. It has been broken.

In addition, it is desirable to remove concrete poles that have been confirmed as dangerous due to the deterioration of reinforcing bars and replace them with new concrete poles as soon as possible. In this case, it is necessary to inform the neighboring residents that a state such as a power outage will occur in connection with the work such as removal of the wires that have been overlaid, and attach an approval.
The period from the start of full-scale construction to remove concrete poles that have been confirmed to be deteriorated and install new concrete poles is 2 weeks-3 months long, including the above-mentioned dissemination to the local residents. It was over the period.

In addition, for 2 weeks to 3 months until the start of the full-scale construction, temporary reinforcement is applied to the concrete pole in order to ensure the safety of the deteriorated concrete pole. Specifically, 3-4 long reinforcing plates with a length of about 1.5m that are curved to fit the outer peripheral surface of the concrete pole are used, and these are attached to the outer peripheral surface of the concrete pole in the vertical direction. The concrete pole was temporarily reinforced by driving it into a metal band and fixing it with a metal band member.
Further, in addition to the reinforcing plate, a supplementary pillar may be built and reinforced so as to be adjacent to the concrete pole.

However, the reinforcement using the reinforcing plate is a temporary reinforcement until the band member is loosened and the position of the reinforcing plate is easily displaced and is replaced with a new concrete pole. A full-scale construction of removing the concrete pole and installing a new concrete pole is required.
In addition, the reinforcing method using the reinforcing plate is time consuming and difficult for one person to work, and takes a long time.

Further, when the place where the concrete pole is installed is paved with asphalt or concrete, the reinforcing plate cannot be driven into the ground.
Furthermore, the method of fixing the reinforcing plate by the band member is not necessarily a structure in which the concrete pole and the reinforcing plate are integrated, and it is difficult to determine how much the reinforcing effect is provided by the reinforcing plate. There was a need to establish a reliable reinforcement method.
Moreover, since the said reinforcement board is set to 1.5 m in length, it was difficult to employ | adopt the fixing method by the said reinforcement board with respect to the concrete pole which needs the reinforcement length beyond it.

  Therefore, to summarize the problems to be solved by the present invention, the concrete pole reinforcement work can be easily executed in a short time, and the work that can be said to be almost full-scale can be directly performed without the need for the temporary reinforcement work. Provided are a concrete pole and a reinforcing method thereof, that is, a reinforcing method using a fiber material of a concrete pole and a concrete pole capable of obtaining a stable reinforcing effect over a long period of time by reinforcing the fiber with a fiber material having no limitation on the reinforcing length. That is.

  In order to solve the above-mentioned problems, a concrete pole reinforced with a fiber material according to claim 1 of the present invention includes a concrete pole body (5) in which a reinforcing bar (3) is disposed, and an outer periphery of the concrete pole body. Fiber reinforced plastic formed by impregnating a resinous adhesive (9) into a sheet-like fiber material (7) affixed to at least a part of the surface outside the position where the reinforcing bar is disposed And a layer (11).

Moreover, it is possible to set the attachment position of the said sheet-like fiber material (7) to the outer peripheral surface of the concrete pole main body (5) corresponding to the arrangement | positioning position of the reinforcing bar (3) by which deterioration was confirmed. .
And the sticking range in the longitudinal direction of the said sheet-like fiber material (7) is set to the whole area | region in the ground part in which the said reinforcing bar (3) is arrange | positioned, or the degradation site | part of the said reinforcing bar (3) It is possible to set the peripheral area including (13).

  Moreover, a carbon fiber sheet is applicable as the sheet-like fiber material (7), and an epoxy resin adhesive is applicable as the resin adhesive (9).

  Moreover, the reinforcing method of the concrete pole of the present invention by the fiber material includes the step of executing the ground treatment on the outer peripheral surface of the concrete pole main body (5), and the outer peripheral surface of the concrete pole main body (5) subjected to the base treatment. Applying a primer (15), applying a resin adhesive (9) to the outer peripheral surface of the concrete pole body (5) applied with the primer (15), and the resin adhesive (9). A step of affixing a sheet-like fiber material (7) to the outer peripheral surface of the concrete pole body (5) undercoated with, and impregnating the undercoat resin adhesive (9) into the sheet-like fiber material (7) Removing air bubbles remaining between the sheet-like fiber material (7) and the concrete pole body (5), and impregnating with the resin adhesive A step of overcoating resin adhesive (9) on the surface of a sheet-like fibrous material (7), characterized by including the.

  Moreover, it is possible to include a step of applying a finish coating to the outer peripheral surface of the concrete pole body (5) in which the surface of the sheet-like fiber material (7) is overcoated with the resin adhesive (9).

The concrete pole reinforced with the fiber material of the present invention has the following effects.
(1) In the method of reinforcing a concrete pole using the fiber material 7, the fiber reinforced plastic layer 11 can sufficiently reinforce the concrete pole, particularly the deteriorated PC rebar part, and the fiber reinforced plastic layer 11 is not displaced. Since it is stable, it corresponds to almost full-scale construction, so that a short-term temporary reinforcement work is not necessary, and a full-scale reinforcement effect that can extend the life of the concrete pole by about 10 years can be obtained. Therefore, the cost is reduced by the amount that does not require the conventional temporary reinforcement work, and the time and effort required to notify the local residents of the power outage for a long period of 2 weeks-3 months during the temporary reinforcement work. Is unnecessary, and the construction period can be greatly shortened. In addition, the labor cost can be reduced due to the drastic shortening of the construction period, and the economic efficiency of reinforcement is improved.
(2) Further, since the fiber reinforced plastic layer 11 is formed by impregnating the fiber material 7 with the resin adhesive 9 on the outer peripheral surface of the concrete pole body, the bond between the concrete pole body 5 and the fiber material 7 is strong. Since both are integrated, the tensile strength of the fiber material also acts on the concrete pole body, and the predetermined mechanical strength of the concrete pole is stably maintained for a long time.
That is, when the fiber material is applied to a concrete pole in which the steel bar has not deteriorated, the mechanical strength of the concrete pole can be increased to the initial set value or more, while the fiber material can be used to deteriorate the steel bar. When it is applied to a concrete pole in which the occurrence of this occurs, it is possible to partially reinforce the deteriorated portion of the concrete pole so as to maintain a predetermined mechanical strength.
Accordingly, there is no reduction in the reinforcing effect due to loosening or bending of the band member, which has been a problem in the reinforcing work using the reinforcing plate in the conventional temporary reinforcing work.
(3) Moreover, in the concrete pole reinforcement method using the fiber material 7, since the length of the fiber material to be used can be adjusted freely, there is no restriction | limiting of reinforcement length and it can respond to various reinforcement lengths. It becomes like this.
(4) Further, since the fiber material 7 is used to reinforce the concrete pole, it becomes possible for one person to easily reinforce the concrete pole.

It is a figure which shows one Embodiment of this invention, and is a perspective view which shows the concrete pole reinforced with the fiber material. It is a figure which shows one Embodiment of this invention, and is a front view which shows the concrete pole reinforced with the fiber material. It is an AA expanded sectional view in FIG. It is a figure which shows other embodiment of this invention, The cross-sectional view and side cross section of the concrete pole which show three types (a) (b) (c) which made the sticking position and the sticking range of a fiber material differ FIG. It is a figure which shows embodiment of this invention and is a block diagram which shows the flow of the reinforcement operation | work of a concrete pole. It is a figure which shows the conditions of the bending test implemented in order to test the effect of this invention, and is a top view of a concrete pole. It is a figure which shows four types of test bodies of the bending test implemented in order to test the effect of this invention, and is a cross-sectional view and a side sectional view of a concrete pole. Bending of concrete pole specimens 5, 7 and 9 (see Tables 7 and 10) reinforced with a carbon fiber sheet when 50% of the reinforcing bars deteriorated in order to test the effect of the present invention It is a figure which shows a test, and is a side view of a concrete pole, and a cross-sectional view along the AA ′ line in the side view. Bending tests of concrete pole specimens 6 and 8 (see Tables 7 and 10) reinforced with carbon fiber sheets when 50% of the plurality of reinforcing bars deteriorated were performed to test the effects of the present invention. In the figure, it is a side view of the concrete pole, and a cross-sectional view along the line AA ′ in the side view. As shown in Table 8, when a concrete pole reinforced with a carbon fiber sheet was subjected to a bending test when 50% of a plurality of reinforcing bars deteriorated to test the effect of the present invention, the concrete poles It is a graph which shows the deformation | transformation of the distortion of a carbon fiber sheet corresponding to the change of a load, and the deflection | deviation of a concrete pole in each position from a cut surface. When a concrete pole reinforced with a carbon fiber sheet was subjected to a bending test when 50% of a plurality of reinforcing bars deteriorated, the load was changed as shown in Table 8. It is a graph which shows the change of the distortion of a carbon fiber sheet corresponding to the change of the position from the cut surface of a concrete pole when it was made to do. When a test similar to FIG. 10 was performed, as shown in Table 9, at each position from the cut surface of the concrete pole, a graph showing the distortion of the carbon fiber sheet corresponding to the load change and the change of the deflection of the concrete pole. is there. When the test similar to FIG. 10 was performed, as shown in Table 9, it is a graph which shows the change of the distortion | strain of the carbon fiber sheet corresponding to the change of the position from the cut surface of a concrete pole when changing a load. . When a test similar to FIG. 10 was performed, as shown in Table 11, at each position from the cut surface of the concrete pole, the graph shows the distortion of the carbon fiber sheet corresponding to the change of the load and the change of the deflection of the concrete pole. is there. When the test similar to FIG. 10 was performed, as shown in Table 11, it is a graph which shows the change of the distortion | strain of a carbon fiber sheet corresponding to the change of the position from the cut surface of a concrete pole when changing a load. . When a test similar to FIG. 10 is performed, as shown in Table 12, the graph shows the distortion of the carbon fiber sheet corresponding to the change in load and the change in the deflection of the concrete pole at each position from the cut surface of the concrete pole. is there. When the test similar to FIG. 10 was performed, as shown in Table 12, it is a graph which shows the change of the distortion | strain of a carbon fiber sheet corresponding to the change of the position from the cut surface of a concrete pole when changing a load. . 10 is a graph showing the distortion of the carbon fiber sheet corresponding to the change of the load and the change of the deflection of the concrete pole at each position from the cut surface of the concrete pole when the same test as that of FIG. 10 is performed. is there. When the test similar to FIG. 10 was performed, as shown in Table 13, it is a graph which shows the change of the distortion of a carbon fiber sheet corresponding to the change of the position from the cut surface of a concrete pole when changing a load. .

Hereinafter, the structure of the concrete pole 1 reinforced by the fiber material according to the present invention and the concrete pole reinforcement method of the present invention using the fiber material will be specifically described with reference to the illustrated embodiment.
First, the structure of the concrete pole 1 according to the present embodiment will be described with reference to FIGS. 1 to 3.

As described above, the concrete pole 1 reinforced with the fiber material of the present invention is not limited to a power line or a telephone line, but a cable line for cable television, cable broadcasting, and a PHS antenna, a wireless LAN cable, a monitoring line for water and gas meters, a traffic line, and the like. It can be used as a support pillar for various aerial cables such as signal control lines, road traffic information communication system (VICS) information lines, and regional meteorological observation system (AMeDAS) information lines.
The concrete pole 1 reinforced with the fiber material of the present invention is configured with a concrete pole body 5 having a reinforcing bar 3 disposed therein as a base, and a fiber reinforced plastic formed on the outer peripheral surface of the concrete pole body 5. The presence of the layer 11 is a characteristic configuration of the present invention.

As an example, the concrete pole body 5 is a long circular tubular member in which the upper end surface 17 is closed and the lower end surface 19 is opened. In the side body portion 21 of the concrete pole body 5, six reinforcing bars 3 are arranged at equal intervals on the same circumference as an example extending in the longitudinal direction Y of the concrete pole body 5.
Further, the diameter D of the upper end surface 17 of the concrete pole body 5 is set to be slightly smaller than the diameter D0 (see FIG. 2) of the lower end surface 19 and has a gentle slope from the lower end surface 19 to the upper end surface 17. A concrete pole body 5 having a tapered tube shape is formed.

And in the ground part of the outer peripheral surface of the concrete pole main body 5 where the deterioration is confirmed, the sheet-like fiber material 7 extending in the longitudinal direction Y is located on the ground part of the ground part. It is provided so that the pasting range extends over the entire area.
Further, a resin-based adhesive 9 is used as an adhesive for sticking the fiber material 7 to the concrete pole body 5, and the fiber-based material 7 is impregnated with the resin-based adhesive 9 as described above. A fiber reinforced plastic layer 11 is formed.

Further, as the sheet-like fiber material 7, a carbon fiber sheet can be used as an example, and in this embodiment, a trade name “Torayca cloth” manufactured by “Toray Industries, Inc.” is used. In addition, as a sheet-like fiber material 7, it is possible to apply an aramid fiber sheet, a glass fiber sheet, etc. to others.
In addition, as the resin-based adhesive 9, an epoxy resin-based or acrylic resin-based adhesive can be used as an example. In addition, a thermosetting resin-based adhesive such as a polyamide resin, a phenol resin, or an unsaturated polyester is used. It is possible to apply.

The fiber reinforced plastic layer 11 is constituted by a carbon fiber reinforced plastic layer formed by impregnating the carbon fiber sheet with an epoxy resin adhesive, and the fiber reinforced plastic layer 11 is the concrete pole body. The two are integrated by firmly adhering and bonding to the outer peripheral surface of 5.
Therefore, the mechanical strength of the concrete pole 1 reinforced with the fiber material of the present invention is configured such that the mechanical strength of the fiber reinforced plastic layer 11 is added to the mechanical strength of the concrete pole body 5.

  The size of the concrete pole 1 reinforced with the fiber material of the present invention constructed as described above is as follows. As shown in Table 1, the design allowable bending load P is 5.0 kN, the total length L is 14 m, the ground GL The concrete pole 1A having a ground height H of 11.6 m, an embedding depth U of 2.4 m, a diameter D of the upper end surface 17 of 19 cm, a design allowable bending load P of 3.5 kN, and a total length L Is a concrete pole 1B having a ground height H of 10 m when installed on the ground GL, an embedding depth U of 2 m, and a diameter D of the upper end surface 17 of 19 cm.

  Next, a concrete pole reinforcing method using a fiber material of the present invention will be described based on the block diagram shown in FIG. FIG. 5 is a block diagram showing the flow of reinforcement work in the case where the concrete pole 1 whose deterioration has been confirmed is reinforced using the fiber material 7.

The reinforcing method of the concrete pole of the present invention by the fiber material includes a ground treatment process shown in step S1, a primer application process shown in step S2, an adhesive undercoat process shown in step S3, and a fiber material sticking process shown in step S4. Basically configured by including an adhesive impregnation and defoaming step shown in step S5 and an adhesive overcoating step shown in step S6.
In the present embodiment, after step S6, a finish coating process shown in step S7 is performed.

Hereinafter, the steps S1 to S7 will be specifically described in accordance with the flow of reinforcing the concrete pole 1 shown in FIG.
(1) Ground treatment process (step S1)
Step S <b> 1 is a step of executing the ground treatment on the outer peripheral surface of the concrete pole body 5.
In this step S1, deterioration of the concrete pole is confirmed by a visual inspection performed prior to this step S1 and an internal inspection performed using an exploration machine or the like, and the concrete pole body 5 at a site where it is determined that reinforcement is necessary. Substrate treatment is performed on the outer peripheral surface of the substrate.

In the visual inspection, the presence or absence of cracks or the like appearing on the appearance of the concrete pole body 5 is inspected. In the internal inspection, the presence or absence of breakage of the reinforcing bars 3 inside the concrete pole body 5 is inspected.
If there are cracks or the like on the outer peripheral surface of the concrete pole body 5, the cracks are filled with the repair material 23, and the convex or stuck dust etc. are removed by a handy type grinder 25 or the like. The outer peripheral surface of the main body 5 is smoothed.

(2) Primer application process (step S2)
Step S2 is a step of applying the primer 15 to the outer peripheral surface of the concrete pole body 5 on which the ground treatment has been executed in Step S1.
The primer 15 is a paint to be applied first, and this step S2 is performed for the purpose of improving the fixing of the resin adhesive 9 applied in the next step S3. For example, a handy type coating roll 27 can be used for applying the primer 15.

(3) Adhesive undercoating process (step S3)
Step S3 is a step of undercoating the resin adhesive 9 on the outer peripheral surface of the concrete pole body 5 to which the primer 15 has been applied in Step S2.
As the resin-based adhesive 9, the epoxy resin-based adhesive described above can be used. In this step S3, the resin-based adhesive is used for the purpose of bonding the fiber material 7 to be attached to the outer peripheral surface of the concrete pole body 5 in the next step S4. Undercoating of the adhesive 9 is performed. For example, a handy type coating roll 27 can be used for the undercoating of the resin adhesive 9.

(4) Fiber material sticking process (step S4)
Step S4 is a step of sticking the sheet-like fiber material 7 to the outer peripheral surface of the concrete pole body 5 that has been primed with the resin-based adhesive 9 in step S3.
As the fiber material 7 in the form of a sheet, a carbon fiber sheet such as the above-mentioned “Trekker cloth” can be used, and cut into an appropriate length according to the pasting range so as to be along the longitudinal direction Y of the concrete pole body 5. Affixed.

(5) Adhesive impregnation and defoaming step (step S5)
In step S5, the sheet-like fiber material 7 affixed in step S4 is impregnated with the resin adhesive 9 primed in step S3, and remains between the sheet-like fiber material 7 and the concrete pole body 5. This is a step of removing the bubbles 29.
In this step S5, for example, a handy type coating roll 27 can be used, and the coating roll 27 is pressed against the sheet-like fiber material 7 and rolled to take out the bubbles 29 to the outside. Impregnation from the back surface side of the fiber material 7 of the system adhesive 9 and defoaming are simultaneously performed.

(6) Adhesive overcoating process (step S6)
Step S6 is a step of overcoating the resin adhesive 9 on the surface of the sheet-like fiber material 7 impregnated with the resin adhesive 9 in step S5.
As the resin-based adhesive 9, the epoxy resin-based adhesive described above can be used. In this step S6, the impregnation of the resin-based adhesive 9 from the surface side of the sheet-like fiber material 7 and the surface of the fiber material 7 are performed. The resin-based adhesive 9 is overcoated for the purpose of forming a resin layer. For example, a handy type coating roll 27 can be used for the top coating of the resin adhesive 9.

(7) Finish painting process (step S7)
Step S7 is a step in which finish coating is performed on the outer peripheral surface of the concrete pole body 5 in which the resin adhesive 9 is coated on the surface of the sheet-like fiber material 7 in Step S6.
The finish coating has a role of protecting the fiber reinforced plastic layer 11 by forming a coating layer covering the fiber reinforced plastic layer 11 formed in step S6, and other concrete not reinforced by the fiber material 7. It has the role of eliminating the uncomfortable feeling with other concrete poles by painting so that it has the same color as the outer peripheral surface of the pole. For example, a spray gun 33 that sprays and paints the paint 31 using compressed air generated by an air compressor can be used for finish painting.

Next, the contents and results of a comparative test conducted to test the effect of the concrete pole 1 reinforced with the fiber material of the present invention will be described.
FIG. 6 shows the bending test conditions employed in this comparative test. In the figure, L is the total length of the concrete pole 1 as a test body, and H in the figure is the ground height, which is the distance between the inner end face of the inner support point 35 and the upper end face 17 of the concrete pole 1.

Further, S in FIG. 6 is a distance between the inner end face of the inner support point 35 and the outer end face of the outer support point 37, P in the figure is a design allowable bending load, and δ in the figure is a load point O. It is a bend in.
In addition, the load point O is set at a position 250 mm from the upper end surface 17 of the concrete pole 1, and the design allowable bending load P is applied to the load O from an unloaded state. The load of 1.5 times the load P (1.5P), also twice the load (2P) and gradually increasing the load, and finally applying a breaking load that causes the concrete pole 1 to break, The size and cracks were measured, and the state of destruction was visually inspected.

Moreover, the test body which performed this comparative test is four types shown in FIG. 7 and following Table 2, and the test body 1 in Table 2 is shown in the upper stage in Table 1 which is not reinforced with the fiber material 7. FIG. This is a normal concrete pole CP with a total length L of 14 m, a diameter D of the upper end surface 17 of 19 cm, a design allowable bending load P of 5.0 kN, a ground height H of 11.6 m, and a support point corresponding to the buried depth U. The distance S is 2.4 m.
Therefore, the test bodies 1 and 2 in Table 2 are different only in that the test body 1 is not reinforced by the fiber material 7 and the test body 2 is reinforced by the fiber material 7. The values of L, diameter D, design allowable bending load P, ground height H, distance between support points S, etc. are the same.

  In addition, the test body 3 in Table 2 is reinforced with a long fiber material 7 over the entire height of the ground surface of the outer peripheral surface of the concrete pole 1 on the bending tension side, and among the six PC reinforcing bars, The concrete pole 1B shown in the lower part of Table 1 from which one reinforcing bar 3 on the side of the bending tension is removed is as follows. The overall length L is 12 m, the upper end surface 17 has a diameter D of 19 cm, and the design allowable bending load P is 3.5 kN. The ground height H is 10.0 m, and the distance S between the support points corresponding to the embedding depth U is 2.0 m.

Further, in the test body 4 in Table 2, one rebar 3 on the bending tension side is at a distance E = 1 m (see FIG. 7 (d)) from the inner end face at the inner support point 35 corresponding to the ground GL. Table 1 which has been cut in advance and reinforced using a fiber material 7 having a reinforcing length F = 1 m along the longitudinal direction Y around the cut degradation portion 13 (see FIG. 7D). This is a concrete pole 1B shown in the middle and lower tiers.
Therefore, the test bodies 3 and 4 in Table 2 are both reinforced by the fiber material 7, and the values such as the total length L, the diameter D, the design allowable bending load P, the ground height H, and the distance S between the support points are as follows. Are identical to each other.

  And the result of the bending test done about said 4 types of test bodies 1-4 is as showing in the following Table 3-Table 6. FIG.

First, when comparing the test body 1 and the test body 2 based on Tables 3 and 4, the concrete pole 1A according to the test body 2 (Table 4) is the normal concrete pole CP according to the test body 1 (Table 3). Is smaller from 1255 mm to 675 mm at the design load x 2 (2P), and the crack width is also reduced from 0.30 mm to 0.10 mm at the design load x 2 (2P). .
In addition, the specimen 2 (Table 4) has a larger breaking load from 13.39 kN to 15.02 kN than the specimen 1 (Table 3), and the effect of reinforcement by the fiber material 7 is clearly proved numerically. It was done.

Next, when the specimen 3 and the specimen 4 are compared based on Tables 5 and 6, the concrete pole 1B according to the specimen 3 (Table 5) is more than the concrete pole 1B according to the specimen 4 (Table 6). However, the breaking load increases from 7.15 kN to 7.80 kN, and the width of the crack decreases from 0.10 mm to 0.05 mm at the design load P.
In the state where the design load P is applied, the test body 3 (Table 5) has a somewhat larger deflection δ than the test body 4 (Table 6), but a load twice the design load P ( In the state where 2P) is applied, the bending of the test body 3 is considerably smaller than that of the test body 4 from 1300 mm to 720 mm.

Therefore, when comparing the four specimens 1-4 shown in Table 3 to Table 6, compared to the specimen 1 (Table 3), which is a normal concrete pole, the fiber material on the tension side and the compression side. In the test body 2 that has been reinforced, bending and cracking are suppressed and the breaking load is increased. In addition, in the specimen 3 (Table 5) in which a long fiber material is reinforced just above the pulling-side reinforcing bar, the safety factor for destruction is slightly lower than that of the specimen 1, but the design load In P × 2 (2P), the bending δ is suppressed, and in the test body 4 (Table 6) in which the fiber material having a partial length is reinforced just above the cut one reinforcing steel bar, the test body 1 (Table Compared to 3), the safety factor for destruction was slightly reduced, but the deflection δ was almost equal at the design load P × 2 (2P).
As described above, even if the length F of the fiber material 7 is shortened to about 1 m (see FIG. 7D) as in the test body 4 (Table 6), the fiber material is formed in the peripheral region of the deteriorated portion 13 of the reinforcing bar 3C. When 7 is affixed, it can be seen that a mechanical strength equivalent to that of a normal concrete pole CS with no deterioration in the rebar 3 can be obtained.

As described above, according to the concrete pole 1 reinforced with the fiber material of the present invention and the method for reinforcing the concrete pole with the fiber material, substantially full-scale reinforcement work of the concrete pole 1 can be easily performed in a short time. Therefore, the temporary reinforcement work that has been conventionally performed at the time of the reinforcement work becomes unnecessary, and the trouble of notifying and understanding the power failure during that time is eliminated, and the labor can be greatly reduced.
Further, the integration of the concrete pole body 5 and the fiber reinforced plastic layer 11 including the fiber material 7 does not cause the loosening of the band member that has been generated in the past, so that a stable reinforcing effect can be obtained over a long period of time. it can.
Further, since there is no restriction on the reinforcing length F as in the conventional reinforcing plate whose length has been determined, the reinforcing length F can be made to cover the entire area of the ground portion of the concrete pole 1, and the reinforcing bar Thus, the fiber material 7 can be used in such a manner that the reinforcing length F is set only in the peripheral region of the third deteriorated portion 13.

The above is the basic embodiment of the present invention, but the concrete pole 1 reinforced with the fiber material of the present invention and the reinforcing method of the concrete pole with the fiber material are not limited to the above-described embodiments. It is possible to change or omit a partial configuration within a range not departing from the gist of the present invention, or to add a conventional technique well known to those skilled in the art.
For example, the reinforcement of the concrete pole 1 by the fiber material 7 according to the present invention is not limited to the concrete pole 1 in which deterioration is confirmed, but the deterioration is not confirmed, but the concrete pole 1 is to be reinforced for further safety. It is also applicable to cases.

Specifically, as shown in FIG. 4 (a), there are two locations, the outer side of the reinforcing bar 3C in which deterioration is confirmed and the outer side of the reinforcing bar 3 that is located on the opposite side of the reinforcing bar 3C and has not deteriorated. It can be reinforced with fiber material 7.
Incidentally, in the case of such a configuration, the tensile strength of the two fiber materials 7 alternately act on the bending load in the two directions on the same straight line, and the flexure δ of the concrete pole 1 is reduced, resulting in a bending strength. Will improve.

If all the reinforcing bars 3 are not deteriorated, a plurality of fiber materials are provided with respect to the outer peripheral surface of the concrete pole main body 5 located outside the reinforcing bars 3 in advance as shown in FIG. 7 can be pasted.
In addition, as partly mentioned in the embodiment, the pasting range in the longitudinal direction Y of the sheet-like fiber material 7 is not limited to the entire region in the ground portion where the reinforcing bars 3 are disposed, As shown in 4 (c), it is possible to set only the peripheral region including the deteriorated portion 13 of the reinforcing bar 3.

  In addition, it is possible to constitute the reinforcing method of the concrete pole by the fiber material of the present invention by the steps S1 to S6 by omitting the finish coating step of step S7 employed in the embodiment. Further, when the impregnation and defoaming of the resin adhesive 9 from both the front and back surfaces of the fiber material 7 can be performed simultaneously by the adhesive overcoating process of step S6, step S5 and step S6 are performed as one process and the above 2 It is also possible to configure to execute two steps S5 and S6.

  4 (c) and 7 (d), in the partial peripheral region including the deteriorated portion 13 of the reinforcing bar 3, the sheet-like fiber material 7 is ± 50 cm in the longitudinal direction centering on the deteriorated portion 13. It is preferable that it is stuck over the length within the range. According to this, since the breakage is determined by the removal of the reinforcing bar at the end of the reinforcement range, if the length is such a degree, the target reinforcement effect can be practically optimized for the reinforcement degree, and the cost can be reduced. Down is possible. In this case, if the length of the sheet-like fiber material 7 is shorter than the above lower limit value, the reinforcing effect is lowered (that is, the pull-out of the reinforcing bars occurs at an early stage). The cost is relatively high (that is, the failure safety factor because the pull-out of the tensile reinforcing bars that progress from cracks at the boundary between CFS (carbon fiber sheet) and concrete is suppressed, and it bends like a normal concrete pole. Will rise, but the safety factor does not need to be increased.)

  1, 3, and 5, the resin adhesive 9 uses an epoxy resin adhesive as an example, but is not limited thereto, and may be an acrylic resin adhesive. As an example of an acrylic resin adhesive, “Denka Hard Rock II” (registered trademark: manufactured by Denki Kagaku Kogyo Co., Ltd.) may be used, and its specification can be used even at minus 15 ° C., and is initially cured. The time is about 30 to 60 minutes. Further, as an acrylic resin-based feature, there is a merit that the adhesive primer can be continuously applied (see step S3 in FIG. 5) even in a semi-dry state where the primer 15 of the lower layer is not completely cured, and the construction period can be shortened. In addition, about the said drying time, a primer and an adhesive change with adhesive types (S summer use, W winter use, and R spring / autumn use) with temperature. This construction method can proceed to the bonding process even when it is dried, regardless of the drying time.

  That is, when an acrylic adhesive is used as the resin adhesive, step S2 (FIG. 5) for applying a primer (15) to the outer peripheral surface of the concrete pole body (5) and the sheet-like fiber material (7) The time between the step S3 (FIG. 5) of overcoating the resin adhesive (9) on the surface can be accommodated within 60 minutes, and the construction period can be further shortened.

Moreover, the tensile rigidity of the said sheet-like fiber material (7) is 150-350 kN / mm. As a result, the degree of reinforcement of the concrete pole can be optimized and the cost can be reduced. When the tensile rigidity is smaller than the lower limit value of 150 kN / mm, the reinforcing effect is lowered, and even if the tensile rigidity is larger than the upper limit value of 350 kN / mm, the reinforcing effect is not changed. In addition, the mechanical properties of the carbon fiber sheet examined this time are a tensile strength of 2.4 kN / mm ² or more, an elastic modulus of 245 to 440 kN / mm ² , and the tensile strength and the elastic coefficient are not proportional (that is, , Whichever is higher, the other is lower). The higher the elastic modulus is, the higher the elastic effect is, and the rigidity against deformation increases, cracks, and overall deformation can be suppressed. On the other hand, if this is low, the opposite is true (especially, because the elongation is large, which facilitates sheet peeling), a lower limit of 2.4 kN / mm ² is sufficient for this reinforcement. Therefore, the reinforcement effect in the present invention is advantageous when the elastic modulus is large.

Here, in Table 2 and Table 3, it is assumed that the test specimens 1 to 4 have deteriorated (cut) the single reinforcing bar 3 of the concrete pole, and the carbon fiber sheet (CFRP) is used as an alternative reinforcing bar. 7 was bonded and reinforced, and the bending performance was confirmed as follows.
[Reinforcing contents]
(1) (corresponding to FIG. 7 (a)) Specimen 1 ... 14 (m; total length, the same applies hereinafter) -5 (kN; design load, the same applies hereinafter) (unreinforced)
(2) (corresponding to FIG. 7 (b)) Specimen 2 ... 14-5 (Reinforcement) Reinforced to the bending tensile edge of the specimen 1 (3) (corresponding to FIG. 7 (c)) Specimen 3 ... 12 -3.5 (Removal of full length of one reinforcing bar + CFRP7 reinforcement at its tensile edge)
(4) (corresponding to FIG. 7 (d)) Specimen 4 ... 12-3.5 (cutting one tensile bar at one location in advance + CFRP7 partial reinforcement at the cutting location)
[result]
(1) Specimens 1, 2, ... have a reinforcing effect (strength, crack suppression effect, deformation suppression effect)
(2) Specimen 3… Recovered to the same extent as the unreinforced concrete pole (Fracture safety factor F = 2.0 or more)
(3) Specimen 4… Recovered to the same extent as an unreinforced concrete pole (Fracture safety factor F = 2.0 or more)

In an actual site, it is assumed that a situation in which a plurality of reinforcing bars 3 deteriorate (cut or break) at the same time often occurs in the situation of the test body 4. That is, it is more economical and less wasteful to reinforce a portion where a plurality of reinforcing bars 3 are deteriorated (cut or broken) at the same time by the carbon fiber sheet 7 instead of one. Accordingly, a verification test was conducted by focusing on the partial reinforcement that is likely to occur in reality under the following condition (A).
(A) As a deterioration condition of CP (concrete pole), the reinforcing bar 3 is not a single reinforcing bar, but 50% of all the reinforcing bars are partially deteriorated (ruptured), that is, the specimen 4 (12-3.5). Then, 3 out of all the 6 reinforcing bars are partially broken, and in the case of the specimen 2 (14-5), it is assumed that 6 out of all the 12 reinforcing bars are partially broken. In addition, when 50% of the reinforcing bars 3 deteriorate (break), the concrete pole (CP) is unreinforced,
(1) The breaking load of the specimen 3 or 4 (12-3.5) is an experimental value of about 1.7 kN (destruction safety factor F = 0.5).
(2) The fracture load of test body 1 or 2 (said 14-5) was a calculated value of about 2.0 kN (destructive safety factor F = 0.4). Therefore, it can be seen that when the concrete pole (CP) is unreinforced, the proof stress is about half of the design load (performance in use).

    In this case, the reinforcement effect that is actually required is (i) Recovery of more than the design load (usage performance) of the concrete pole is possible by partially reinforcing the portion where the reinforcing bar has deteriorated by 50% with the carbon fiber sheet 7. And (ii) to secure a safety factor more than twice that of an unreinforced concrete pole (tensile reinforcing bar 50% deterioration). That is, the target destruction safety factor by reinforcement with the carbon fiber sheet 7 is the destruction safety factor F> 1.0 or more in the test bodies 3 and 4 (12-3.5) and the test bodies 1 and 2 (14-5). It is. Here, by extending the length of the CFS (carbon fiber sheet), it is possible to prevent the pulling reinforcing bars from coming off, so that the safety factor F = 2 can be approached.

  Next, any one of the plurality of reinforcing bars of the test bodies 1 to 4 is cut and 50% is cut, and a specific carbon fiber sheet 7 ("Treka cloth (UM46-40G)" registered trademark: Toray Industries, Inc.) was used for reinforcement, and three bending experiments were performed. The carbon fiber sheet 7 used was “Torayca cloth manufactured by Toray: UM46-40G, length 1 m × width 25 cm per layer” as shown in Table 7 below. Here, the bending test was performed by CFS of UM40, 12-3.5 three times and 14-5 three times. Moreover, 12-3.5 was implemented once by CFS of UT70.

Each of the three test specimens 5 and 6 is used, and three (50%) of the six reinforcing bars of each concrete pole are cut. In the test specimen 5, this is referred to as “Torayka Cross (UM46-40G). The carbon fiber sheet 7 is reinforced with two layers (in Table 7, the numerical value 2 in CF2 means two-layer reinforcement), and in the test body 6, this is referred to as carbon fiber of “Torayca cloth (UM46-40G)”. Three layers were reinforced with the sheet 7 (in Table 7, numerical value 3 in CF3 means three-layer reinforcement). In Table 7, “UM40” is an abbreviation for “UM46-40G”, “UM” means high elasticity, “40” means fiber weight × 10 g / m ^2, and “_50” means The length of reinforcement from the cutting position to the end of the pole. The adhesive and primer were used for winter (W), and the primer and the pre-concrete concrete ground treatment were subjected to surface cleaning treatment by sanding. In Table 7, “adhesive material age is 15 days” refers to the time when 15 days have passed since the adhesive was applied.

Next, the content and result of the bending test implemented in order to test the effect of the concrete pole 41 (refer FIG. 8) reinforced with the fiber material of this invention are demonstrated.
FIG. 8 shows the bending conditions of the concrete pole 41 (total length: 12 m, design load: 3.5 kN) employed in this bending test. In the figure, L1 (= 12 m) is the total length of the concrete pole 41 as a test specimen, and H1 (= 9.5 m) in the figure is the ground height of the concrete pole 41. The inner end face of the inner support point 35 and the concrete This is the distance between the upper end surfaces 17 of the poles 41.

  Further, S1 in FIG. 8 is a distance between the inner end face of the inner support point 35 and the outer end face of the outer support point 37, and is 2.0 m in this case. In the figure, P is the bending load (kN), and δ in the figure is the amount of deflection (mm) at the load point O. Further, two layers of carbon fiber sheets 7a (length 1 m) of “Trekker cloth (UM46-40G)” are adhered and formed on the outer peripheral surface at a distance T (= 1 m) from the inner support point 35. Therefore, a load P (kN) is applied to the load point O of the concrete pole 41 from an unloaded state, and the value of this load P is sequentially increased, and finally the load at which the pole 41 breaks is measured and broken. The amount (mm) of the flexure δ until cracking and the crack width (mm) were measured. The failure mentioned here may be “CFS rupture”, “CFS delamination”, “rebar removal”, or “concrete collapse”. Then, the state of destruction was visually inspected.

  The test results of this comparative test are shown in Table 8.

  In Table 8, load P (kN) is 3.50 kN (design load) → 5.00 kN (design load × 1.43) → maximum load (6.00 kN; CP is destroyed at this point) → pole 41 In accordance with the load value (4.35 kN) when the boundary portion of the carbon fiber sheet 7a is further greatly opened after the fracture (hereinafter referred to as forced bending), the amount of deflection δ (mm) is changed. The crack width (mm) gradually increases when the load P is 3.50kN and 5.00kN, but the load P is further widened and exceeds the concept of cracks when the load P is 3.50kN and 5.00kN. It was. Regarding the strain, the value “0” indicates the intermediate position of the carbon fiber sheet 7a on the bending tension side of the test body 5, and “−100”, “−200”,... “−550” respectively. The distance (mm) from the intermediate position of the carbon fiber sheet 7a (position where the tensile reinforcing bar is cut) to the base direction of the pole 41 is shown, and the last “GL” shows the ground level position. In addition, since the length of the carbon fiber sheet 7a is 1 m and the half length is 500 mm, it ends at “−500” (mm) at an intermediate position between the numerical values “−450” and “−550”. Become. Similarly, the same applies to the numerical values “−200”,... “−550” on the bending compression side of the test body 5. According to these, as the load P increases from 3.50 kN → 5.00 kN → 6.00 kN (maximum load, at break), the strain gradually increases on the bending tension side and bending compression side. At the time of forced bending after fracture 41, the strain value is rather small because it is not elastic deformation but plastic deformation. The destruction safety factor is (maximum load) / (design load) = 1.71, which is greater than 1.0, which is safe.

The graph of FIG. 10 shows the numerical values in Table 8 as “load-CFS strain, deflection diagram”. In FIG. 10, the distance “0 (cut surface)” (mm) (in the graph, the numerical value 1 , “−100” (mm) (numerical value 2), “−200” (mm) (numerical value 3), “−300” (mm) (numerical value 4), “−400” (mm) (numerical value) 5), “−450” (mm) (numerical value 6), “−550” (mm) (numerical value 7), “GL tension” (numerical value 8), distance “0 (analyzed value at cut surface)” (mm) ) Distribution of CFS strain affixed to each position of (Numerical value 9). A value obtained by dividing the strain value by 10 can be read as a deflection value “μ / 10” (mm) (numerical value 10), and the unit of deflection is mm.
Comparing Table 8 and FIG. 10, as the load is applied, the strain value of each part increases, and the value becomes the maximum at the reinforcing bar cutting position “0” part, and the value becomes smaller toward the end part. It will become. After the maximum load, the load drops once due to the pulling out of the reinforcing bars, and the CFS strain value decreases as the deflection increases, but it can be confirmed that the deflection progresses without breaking down (breaking) rapidly. A normal concrete pole collapses (breaks) brittlely when the maximum load is reached, but it can be said that this reinforcing method has a tenacious deformation performance until failure.

The graph of FIG. 11 shows the numerical values in Table 8 as “CFS strain value of each load”. In FIG. 11, “0 (cut surface)” (mm ), The load is “3.5 kN” (in the graph, numerical value 1, the same applies hereinafter), “4 kN” (numerical value 2), “4.9 kN” ( Numerical value 3), “6 kN” (mm) (numerical value 4), and “3.5 kN (crack expansion)” (numerical value 5).
In Table 8, at the time of design loads (P = 3.50kN), seems to tensile strain of the carbon fiber sheet 7a is stress reduced value is ^{450,000 × 1,550 × 10 ∧ -6 =} 697Mpa about . (The tensile strength of the carbon fiber sheet 7a itself is 2,500 Mpa) Next, when the design load × 1.43 (P = 5.00 kN), the strain distribution of the carbon fiber sheet 7a is “0” as seen from the graph of FIG. It is a distribution shape like a mountain having a maximum value of (cut surface) "(mm), and it can be said from the data that there is no peeling of CFS, but peeling of the carbon fiber sheet 7a itself was not observed visually. At this time, the crack width at the center of the carbon fiber sheet 7a is 0.2 mm. The same degree of cracking was confirmed in the vicinity of the concrete part.

  Next, at the maximum load (P = 6.00 kN), cracks begin to expand at the boundary between the lower end of the carbon fiber sheet 7a and the concrete, and the deflection δ advances while the load gradually decreases. And at the same time as the cracks expanded, pulling out of the reinforcing bars became dominant, and then the compression side concrete was compressed and broken. At this time, no breakage of the reinforcing bar itself was confirmed. Next, at the time of forced bending, only the deflection increased with the load P = about 4 kN. Eventually, cracks at the boundary between the lower end of the carbon fiber sheet 7a and the concrete expanded, and the load gradually dropped while the collapsed concrete collapsed, and the test was completed. “Fracture load” refers to the point at which the concrete collapses at the end, that is, as described above, after the maximum load, the deflection δ increases as the load decreases. It means the load at the time when the concrete collapses.

  Next, a bending condition test of the concrete pole 42 (total length 14 m, design load 5.00 kN) shown in FIG. 9 is shown. In the figure, L2 (= 14 m) is the total length of the concrete pole 42 as a test specimen, and H2 (11.6 m) in the figure is the ground height. The inner end face of the inner support point 35 and the upper end face of the concrete pole 41 The distance between 17.

  Moreover, S2 in FIG. 9 is 2.4 m. In the figure, P is a bending load (kN), and δ is a deflection amount (mm) at the load point O. In addition, the carbon fiber sheet 7b (length 1 m) of “Torayca cloth (UM46-40G)” is attached to the outer peripheral surface at a distance T (= 1 m) from the inner support point 35 and attached to three layers instead of two layers. ing. Other conditions are the same as in FIG.

  Table 9 shows the test results of the bending test.

In Table 9, load P (kN) is 5.00 kN (design load) → 6.00 kN (design load × 1.2) → maximum load (6.40 kN; CP is destroyed at this point) → after breaking pole 42 The amount of deflection δ (mm), crack width, number of cracks, and strain are measured in accordance with the forced bending (load value = 4.40 kN). In Table 9, at the time of design loads (P = 5.00kN), tensile strain of the carbon fiber sheet 7b is stress reduced value, if it is ^{450,000 × 1,907 × 10 ∧ -6 =} 858Mpa about Seem. Other points are the same as in Table 8. The destruction safety rate is (maximum load) / (design load) = 1.28, which is safe because it is greater than 1.0.

The graph of FIG. 12 shows the numerical values in Table 9 as “load-CFS strain, deflection diagram”, and the meaning of the broken lines of the numerical values 1, 2, 3,... Is the same as in the case of FIG.
Comparing Table 9 and FIG. 12, as the load is applied, the strain value of each part increases, and the value becomes the maximum at the reinforcing bar cutting position “0” part, and the value becomes smaller toward the end part. It will become. After the maximum load, the load drops once due to the pulling out of the reinforcing bars, and the CFS strain value decreases as the deflection increases, but it can be confirmed that the deflection progresses without breaking down (breaking) rapidly. A normal concrete pole collapses (breaks) brittlely when the maximum load is reached, but it can be said that this reinforcing method has a tenacious deformation performance until failure.

Further, the graph of FIG. 13 shows the numerical values in Table 9 as “CFS strain values of each load”, and the meanings of the broken lines of the numerical values 1, 2,... Only the load value is slightly changed, and its significance is the same as in the case of FIG.
According to the change of the load, the change of strain (μ) corresponding to the distance from “0 (cut surface)” (mm) is shown, the load is “5 kN” (in the graph, the numerical value 1, the same applies hereinafter), “5.9 kN” (numerical value 2), “6.4 kN (maximum load)” (numerical value 3), “3.98 kN (crack expansion)” (mm) (numerical value 4), “2.22 kN (deflection 1 m)” (Numerical value 5).

  Next, the following can be said from Tables 8 and 9 of the results of the bending test shown in FIGS. The surface treatment of the concrete pole surface is performed by cleaning the concrete surface to about 24th. Moreover, the concrete poles 41 and 42 in FIG. 8 and FIG. 9 were respectively measured by removing the concrete utility poles that were actually in the field, and both were the boundaries between the ends of the carbon fiber sheets 7a and 7b and the concrete. Concrete cracking due to the gradual expansion of the crack width at the part occurred, but the carbon fiber sheets 7a and 7b were also confirmed to be sticky without peeling. In addition, in the conditions of the test body 5, it was found that two layers of the carbon fiber sheet 7a are sufficient, and on the other hand, in the conditions of the test body 6, the carbon fiber sheet 7b needs three layers.

  Next, in all of the three types of test bodies 7, 8, and 9 shown in Table 10 below, 50% of the plurality of reinforcing bars were cut, and the carbon fiber sheet 7 used was “Toray Trading Card: UM46 -40G, per layer, length 1m x width 25cm ", 2 layers reinforcement for specimen 7" 12-3.5 "(Table 10), 3 layers for specimen 8" 14-5 "(Table 10) Reinforcement, specimen 9 “12-3.5” (Table 10) was used for two-layer reinforcement. In this case, in the test bodies 7 and 8, as in the case of Table 7, a highly elastic carbon fiber sheet 7 ("Treka cloth (UM46-40G)" registered trademark: manufactured by Toray Industries, Inc.) is used for reinforcement. However, in the test body 9, a high-strength carbon fiber sheet 7c ("Torayca cloth (UT70-40G)" (abbreviated as "UT40"); registered trademark: manufactured by Toray Industries, Inc.) is used for reinforcement.

Next, the content and result of the bending test implemented in order to test the effect of the concrete poles 43 and 44 reinforced with the fiber material of this invention are demonstrated.
FIG. 8 shows a bending test state diagram of the concrete pole 43 (total length: 12 m, design load: 3.5 kN) of the test bodies 7 and 9 employed in this bending test. In the case of the test of the test body 5 in FIG. Since the configuration is substantially the same, the description thereof is omitted. However, two layers of carbon fiber sheets 7a (length 1 m) are adhered and formed.

  Table 11 shows the results of the bending test of the test body 7 (see Table 10).

  In Table 11, the load P (kN) is 3.50 kN (design load) → 5.00 kN (design load × 1.43) → maximum load (5.92 kN; CP is destroyed at this point) → forced bending load The amount of deflection δ (mm) and crack width (mm) gradually increase as it changes to 5.55 kN, but when the load P is at the maximum load and forced bending load, it opens further and exceeds the concept of cracks. Not measured. Regarding the strain, the numerical values on the bending tension side and the bending compression side of the test body 5 have the same tendency as in Table 8. The destruction safety factor is (maximum load) / (design load) = 1.69, which is safe because it is greater than 1.0.

The graph of FIG. 14 shows the numerical values in Table 11 as “load-CFS strain, deflection diagram”, and the meaning of the broken lines of the numerical values 1, 2, 3,... Is the same as in FIGS.
Comparing Table 11 and FIG. 14, as the load is applied, the strain value of each part increases, and the value becomes the maximum at the reinforcing bar cutting position “0” part, and the value becomes smaller toward the end part. It will become. After the maximum load, the load drops once due to the pulling out of the reinforcing bars, and the CFS strain value decreases as the deflection increases, but it can be confirmed that the deflection progresses without breaking down (breaking) rapidly. A normal concrete pole collapses (breaks) brittlely when the maximum load is reached, but it can be said that this reinforcing method has a tenacious deformation performance until failure.

Further, the graph of FIG. 15 shows the numerical values in Table 11 as “CFS strain values of each load”, and the meanings of the broken lines of the numerical values 1, 2,... Only the load value is slightly changed, and its significance is the same as in the case of FIGS.
The change in strain (μ) corresponding to the distance from “0 (cut surface)” (mm) according to the change in the load is shown, and the load is “3.5 kN” (in the graph, the numerical value 1 is the same below). ), “5 kN” (numerical value 2), “5.92 kN (at maximum load)” (numerical value 3), “5.39 kN (at the time of deflection 530 mm)” (mm) (numerical value 4), “2.7 kN (deflection 727 mm) Hour) ”(numerical value 5).

In Table 11, at the time of design loads (P = 3.50kN), tensile strain of the carbon fiber sheet 7a is stress reduced value, if it is ^{450,000 × 1,693 × 10 ∧ -6 =} 762Mpa about Seem. (The tensile strength of the carbon fiber sheet 7a itself is 2500 Mpa) Next, at the time of design load × 1.43 (P = 5.00 kN), at the maximum load (P = 5.92 kN), and at the time of forced bending (P = 5) .55 kN) is the same as in Table 8 above. Further, the strain distribution of the carbon fiber sheet 7a has a mountain-like distribution shape with the cutting position of the graph “CFS strain value of each load” in FIG. 15 as the maximum value, and it can be said that there is no CFS peeling from the data. .

  Next, FIG. 9 shows a bending test state diagram of the concrete pole 44 (total length: 14 m, design load: 5.00 kN) of the test body 8 adopted in this bending test. The configuration is almost the same as that of the concrete pole 42. Therefore, the description thereof is omitted.

  Table 12 shows the results of a bending test of the specimen 8 (see Table 10).

  In Table 12, load P (kN) is 5.00 kN (design load) → 6.00 kN (design load × 1.2) → maximum load (7.42 kN; CP is destroyed at this point) → forced bending load The amount of deflection δ (mm) and crack width (mm) gradually increase with the change of 4.20 kN, but in this case, when the load P reaches 6.00 kN (design load × 1.2). It was not measured because it opened far beyond the concept of cracks. As for the strain, the numerical values indicating the positions of the test specimen 5 on the bending tension side and the bending compression side have the same tendency as in Tables 8 and 10, and the strain is highest at the maximum load (P = 7.42 kg). Value. The destruction safety factor is (maximum load) / (design load) = 1.48, which is safe because it is greater than 1.0.

In Table 12, at the time of design loads (P = 5.00kN), tensile strain of the carbon fiber sheet 7b is stress reduced value, if it is ^{450,000 × 1,671 × 10 ∧ -6 =} 752Mpa about Seem. (The tensile strength of the carbon fiber sheet 7a itself is 2,500 Mpa) Next, at the design load × 1.2 (P = 6.00 kN), at the maximum load (P = 7.42 kN), and at the forced bending (P = 4) .20 kN) can be said to be the same as in Tables 8 and 10 above.

The graph of FIG. 16 shows the numerical values in Table 12 as “load-CFS strain, deflection diagram”, and the meaning of the broken lines of the numerical values 1, 2, 3,... Is the same as in the case of FIG. 10, and the numerical value 11 is a value (mm) obtained by dividing the deflection by 10.
Comparing Table 12 and FIG. 16, as the load is applied, the strain value of each part increases, and the value becomes the maximum at the reinforcing bar cutting position “0” part, and the value becomes smaller toward the end part. It will become. After the maximum load, the load drops once due to the pulling out of the reinforcing bars, and the CFS strain value decreases as the deflection increases, but it can be confirmed that the deflection progresses without breaking down (breaking) rapidly. A normal concrete pole collapses (breaks) brittlely when the maximum load is reached, but it can be said that this reinforcing method has a tenacious deformation performance until failure.

The graph of FIG. 17 shows the numerical values in Table 12 as “CFS strain values of each load”, and the meanings of the broken lines of the numerical values 1, 2,... Only the load value is slightly changed, and the significance thereof is the same as in the case of FIGS.
According to the change of the load, the change of strain (μ) corresponding to the distance from “0 (cut surface)” (mm) is shown, and the load is “3.5 kN (design load)” (in the graph, Numerical value 1, the same shall apply hereinafter, “5 kN” (numerical value 2), “5.92 kN (at maximum load)” (numerical value 3), “5.39 kN (when the deflection is 530 mm)” (mm) (numerical value 4), “2 .7 kN (deflection 727 mm) "(numerical value 5).
In addition, the strain distribution of the three-layer carbon fiber sheet 7b is a mountain-like distribution shape with the cutting position of the graph “CFS strain value of each load” in FIG. 17 as the maximum value. I can say no.

  Next, in Table 13, a new concrete pole 43 ′ (not shown; total length 12 m, design load 3.50 kN) of the test body 9 (see Table 10) set in substantially the same manner as the concrete pole 43 shown in FIG. ) Shows the bending test result when the two-layer carbon fiber sheet 7b is bonded.

  In Tables 11 and 12, the carbon fiber sheet 7 used for the concrete poles 43 and 44 was a highly elastic “UM46-40G” (abbreviated UM40) sheet, but was used in Table 13. As the carbon fiber sheet, a high-strength carbon fiber sheet 7c ("Torayca cloth (UT70-40G)" (abbreviated UT40) (length 1 m)) is used in two layers.

  The high-strength “UT70-40G” (abbreviated as UT40) has a larger strain value and a larger crack width because its elastic modulus is lower than “UM46-40G” (abbreviated as UM40). High elasticity (UM40) was advantageous in terms of the effect of inhibiting deformation. The difference between UM40 and UT40 is that when the crack width value at the center (0) of specimens 7 (UM40) and 9 (UT40) “12-3.5 sheet” is a load P = 3.5 kN, UM40 → 0.05 mm and UT40 → 0.15 mm. In other words, the crack width was reduced to 1/3 that of UT40, and it was found that there was an effect of inhibiting cracking. Therefore, the same result is expected for the specimen 14-5.

  According to Table 13, the result of the bending test of the test body 9 (see Table 10) is shown. In Table 13, load P (kN) is 3.50 kN (design load) → 5.00 kN (design load × 1.2) → maximum load (5.15 kN; CP is destroyed at this point) → forced bending load The amount of deflection δ (mm) and crack width (mm) gradually increase as the value changes to 4.37 kN. In this case, when the load P reaches 5.15 kN (maximum load), it opens even more. Not measured because it exceeds the concept of cracks. As for the strain, the numerical values indicating the positions of the test specimen 1-9 on the bending tension side and the bending compression side are the same as those in Tables 11 and 12, and the strain is highest at the maximum load (P = 5.15 kg). Value. The destruction safety factor is (maximum load) / (design load) = 1.47, which is safe because it is greater than 1.0.

In Table 13, at the time of design loads (P = 3.50kN), tensile strain of the carbon fiber sheet is stress reduced value, appears to be ^{2350,000 × 3,322 × 10 ∧ -6 =} 780Mpa about It is. (The tensile strength of the carbon fiber sheet 7a itself is 3,500 MPa) Next, at the design load × 1.2 (P = 5.00 kN), at the maximum load (P = 5.15 kN), and at the time of forced bending (P = 4) .37 kN) is the same as in Tables 11 and 12 above.

The graph of FIG. 18 shows the numerical values in Table 13 as “load-CFS strain, deflection diagram”, and the meaning of the broken lines of the numerical values 1, 2, 3,... Is the same as in the case of FIG.
Comparing Table 13 and FIG. 18, as the load is applied, the strain value of each part increases, and the value becomes the maximum at the reinforcing bar cutting position “0” part, and the value becomes smaller toward the end part. It will become. After the maximum load, the load drops once due to the pulling out of the reinforcing bars, and the CFS strain value decreases as the deflection increases, but it can be confirmed that the deflection progresses without breaking down (breaking) rapidly. A normal concrete pole collapses (breaks) brittlely when the maximum load is reached, but it can be said that this reinforcing method has a tenacious deformation performance until failure.

Further, the graph of FIG. 19 shows the numerical values in Table 13 as “CFS strain values of each load”, and the meanings of the broken lines of the numerical values 1, 2,... Only the load value is slightly changed, and the significance thereof is the same as in the case of FIGS.
The change in strain (μ) corresponding to the distance from “0 (cut surface)” (mm) according to the change in the load is shown, and the load is “3.5 kN” (in the graph, the numerical value 1 is the same below). ), “5 kN” (numerical value 2), “5.15 kN (at maximum load)” (numerical value 3), “4.37 kN (when the deflection is 534 mm)” (mm) (numerical value 4), “2.82 kN (deflection 797 mm) ) ”(Numerical value 5). Further, the strain distribution of the carbon fiber sheet 7c has a distribution shape like a mountain with the cutting position of the graph “CFS strain value of each load” in FIG. 19 as a maximum value, and it can be said that there is no separation of CFS from the data. .

  Next, the following can be said from Tables 11 to 13 of the results of the bending test shown in FIGS. The surface treatment of the concrete pole surface is performed by cleaning the concrete surface to about 24th. Moreover, the concrete poles 41, 42, 43, and 44 in FIGS. 8 and 9 were measured by removing concrete poles that were actually in the field, both of which were the ends of the carbon fiber sheets 7a-7c. Although the compressive failure of concrete occurs due to the gradual expansion of the crack width at the boundary with the concrete, it was confirmed that the carbon fiber sheet was also a sticky failure without peeling.

  INDUSTRIAL APPLICABILITY The present invention can be used in the field of reinforcing concrete poles in which reinforcing bars are disposed, and has applicability particularly when it is desired to obtain a stable reinforcing effect easily and surely in a short construction period.

1, 41-44 Concrete pole 3 Reinforcing bar 3C Reinforcing bar 5 (deterioration confirmed) Concrete pole body 7 Fiber material 7a-7c Carbon fiber sheet 9 Resin-based adhesive 11 Fiber reinforced plastic layer 13 Degradation site 15 Primer 17 Upper end surface 19 Lower end surface 21 Side body portion 23 Repair material 25 Grinder 27 Coating roll 29 Air bubble 31 Paint 33 Spray gun 35 Support point 37 Support point P Design allowable bending load L Total length GL Ground F Reinforcement length CP (Unreinforced) concrete pole S1 Substrate treatment process S2 Primer coating process S3 Adhesive primer coating process S4 Textile material application process S5 Adhesive impregnation and defoaming process S6 Adhesive overcoating process S7 Finish coating process

Claims (7)

A concrete pole body (5) having a plurality of reinforcing bars (3) disposed therein;
By impregnating a resinous adhesive (9) into a sheet-like fiber material (7) to be affixed to at least a part of the outer peripheral surface of the concrete pole body outside the position where the reinforcing bar is disposed. A fiber reinforced plastic layer (11) to be formed;
Comprising
The sheet-like fiber material (7) is laminated and pasted so as to have a thickness of two layers or three layers on at least a part of the outer position of the reinforcing bar,
The tensile rigidity of the sheet-like fiber material (7) is 150-350 kN / mm,
The pasting range of the sheet-like fiber material (7) is on the outer peripheral surface of the concrete pole main body (5), and is partially corresponding to the reinforcing bar (3) in which one or a plurality of deteriorations are confirmed. A concrete pole reinforced with a fiber material, characterized in that it is only a partial peripheral region including each longitudinal direction and circumferential direction. In the concrete pole reinforced with the fiber material according to claim 1,
A concrete pole reinforced with a fiber material, wherein the sheet-like fiber material (7) is attached in the longitudinal direction in the entire region on the ground where the reinforcing bars (3) are disposed. In the concrete pole reinforced with the fiber material according to claim 1,
In the partial peripheral region including the deteriorated portion (13) of the reinforcing bar (3), the sheet-like fiber material (7) extends over a length in a range of ± 50 cm in the longitudinal direction around the deteriorated portion (13). A concrete pole reinforced with fiber material, which is affixed. In the concrete pole reinforced with the fiber material according to any one of claims 1 to 3,
The sheet-like fiber material (7) is a carbon fiber sheet, and the resin adhesive (9) is reinforced with a fiber material, which is an epoxy resin adhesive or an acrylic resin adhesive Concrete pole. Performing a ground treatment on the outer peripheral surface of the concrete pole body (5) in which a plurality of reinforcing bars (3) are disposed;
Applying a primer (15) to the outer peripheral surface of the concrete pole body (5) subjected to the ground treatment;
Undercoating a resin adhesive (9) on the outer peripheral surface of the concrete pole body (5) to which the primer (15) is applied;
A step of attaching a sheet-like fiber material (7) to an outer peripheral surface of a concrete pole body (5) undercoated with the resin adhesive (9), wherein the sheet-like fiber material (7) is 1 Only two or three layers are overlapped only in a partial peripheral region including each longitudinal direction and circumferential direction corresponding to the reinforcing bar (3) in which one or a plurality of deteriorations have been confirmed. Affixing the sheet-like fiber material, wherein the sheet-like fiber material (7) has a tensile rigidity of 150-350 kN / mm,
Air bubbles remaining between the sheet-like fiber material (7) and the concrete pole body (5) are removed while the sheet-like fiber material (7) is impregnated with the undercoat resin adhesive (9). Steps,
Coating the resin adhesive (9) on the surface of the sheet-like fiber material (7) impregnated with the resin adhesive;
A method of reinforcing a concrete pole with a fiber material, comprising: In the reinforcement method by the fiber material of the concrete pole of Claim 5,
A step of applying a finish coating to the outer peripheral surface of the concrete pole body (5) in which the surface of the sheet-like fiber material (7) is coated with a resin-based adhesive taste (9) is included. A method of reinforcing concrete poles with fiber material. In the reinforcement method by the fiber material of the concrete pole of Claim 5 or 6,
The time between the step of applying the primer (15) to the outer peripheral surface of the concrete pole body (5) and the step of overcoating the resin adhesive (9) on the surface of the sheet-like fiber material (7) The method of reinforcing concrete poles with fiber material, characterized by being within 60 minutes.