JP6468596B2 - Reinforcing structure and reinforcing method for existing columns - Google Patents

Description

  The present invention relates to a reinforcing structure and a reinforcing method for an existing pillar.

  The RC hoisting method to reinforce the existing pillar is to arrange a plurality of bar-shaped reinforcing bars extending in the axial direction of the existing pillar along the outer periphery of the existing pillar, and to the outside along the outer periphery of the existing pillar. This is a construction method in which extending frame-shaped reinforcing bars (hoop bars) are arranged side by side along the axial direction of the existing columns, and these grid-shaped reinforcing bars are covered with concrete to reinforce the existing columns. In the case of this construction method, it takes time to arrange the hoop bars one by one, weld the joints, and then sequentially fix them along the axial direction of the existing columns, making construction and quality control difficult. On the other hand, as another construction method for reinforcing the existing pillar, there is a construction method in which a spiral hoop line is wound around the outer circumference of the existing pillar (see, for example, Patent Documents 1 to 3).

JP 9-158494 A Japanese Patent Laid-Open No. 10-148038 JP 2000-64630 A

  In the case of a construction method in which a spiral hoop is wound around the outer periphery of this existing column, it does not take time and labor compared to the RC winding method, and the construction and quality control are easy, and the shear strength of the existing column can be improved. There is a problem that the range of application is limited because the bending strength of existing columns cannot be improved.

  This invention is made | formed from the above-mentioned technical background, The objective is to provide the reinforcement technique which can improve the bending strength of the existing pillar.

In order to solve the above-mentioned problem, the reinforcement structure for an existing column according to the first aspect of the present invention is a reinforcement structure for an existing column in which the shape of a cross section intersecting the axial direction is formed in a rectangular shape, and the existing column A plurality of metal axial streaks arranged side by side along the outer periphery of the existing column and the outer periphery of the existing column so as to surround the axial streak Metal circumferential stripes wound spirally, the mortar portion provided on the outer periphery of the existing column so as to cover the axial stripes and the circumferential stripes, and the axial stripes adjacent to each other A mechanical joint that is installed so that its position is shifted in the axial direction and connects the axial streaks up and down; and a mechanical joint that is installed avoiding corners of the existing columns and connects the circumferential streaks to each other; , characterized in that it comprises a.

  According to a second aspect of the present invention, in the first aspect of the present invention, the lower end portion of the axial streak is anchored to the base portion of the existing column.

  Further, the present invention according to claim 3 is the invention according to claim 1 or 2, wherein a portion of the circumferential streak located at a corner of the existing column intersects the axial direction of the existing column. When it looks at, it is formed diagonally so that it may cross | intersect with respect to both sides which pinch | interpose the corner | angular part of the said existing pillar.

  Moreover, this invention of Claim 4 is the invention of any one of the said Claims 1-3 WHEREIN: The said axial direction stripe | line | column, the said circumferential direction line | wire, or both are small-diameter deformed PC steel bars or It is composed of steel bars for high-strength reinforced concrete.

  Moreover, the present invention according to claim 5 is the invention according to any one of claims 1 to 3, wherein the axial direction bars and the circumferential direction bars are small-diameter deformed PC steel bars and high-strength reinforced concrete. It is composed of a combination of steel bars.

According to a sixth aspect of the present invention, there is provided a reinforcing method for existing pillars in which the cross-sectional shape intersecting the axial direction is formed in a rectangular shape, and is connected to each other by a mechanical joint. wherein a plurality of metallic axial muscles extending axially of the existing columns, the existing column height position of the mechanical joint as axially offset in the axial direction muscle adjacent Te The step of installing along the outer periphery and the metal circumferential streaks interconnected by mechanical joints so as to surround the axial streaks so that the mechanical joints avoid the corners of the existing columns And a step of spirally winding the outer periphery of the existing column, and a step of forming a mortar portion on the outer periphery of the existing column so as to cover the axial streak and the circumferential streak.

  According to a seventh aspect of the present invention, in the invention of the sixth aspect, a step of forming an anchor hole in a base portion of the existing pillar, and a lower end portion of the axial streak are inserted into the anchor hole. And fixing.

  The invention according to claim 8 is the invention according to claim 6 or 7, wherein a portion of the circumferential streak located at a corner of the existing column intersects the axial direction of the existing column. When it looks at, it is formed diagonally so that it may cross | intersect with respect to both sides which pinch | interpose the corner | angular part of the said existing pillar.

  According to invention of Claim 1, it becomes possible to improve the bending strength of the existing pillar.

  According to the invention described in claim 2, it is possible to improve the mechanical strength of the axial streak.

  According to invention of Claim 3, the area of the cross section which cross | intersects the axial direction of the existing pillar containing a reinforcement structure can be reduced.

  According to invention of Claim 4, the area of the cross section which cross | intersects the axial direction of the existing pillar containing a reinforcement structure can be reduced.

  According to invention of Claim 5, the area of the cross section which cross | intersects the axial direction of the existing pillar containing a reinforcement structure can be reduced.

  According to invention of Claim 6, it becomes possible to improve the bending strength of the existing pillar.

  According to the seventh aspect of the invention, the mechanical strength of the axial streak can be improved.

  According to invention of Claim 8, the area of the cross section which cross | intersects the axial direction of the existing pillar containing a reinforcement structure can be reduced.

It is a principal part perspective view of the bridge which has a pier part to which the reinforcement structure which concerns on one embodiment of this invention was applied. It is the principal part perspective view which removed the surface mortar part of the reinforcement structure part which reinforces the pier part of the bridge of FIG. 1, and showed the reinforcement reinforcing bar part in a reinforcement structure part. It is principal part sectional drawing of the bridge of FIG. It is a principal part expanded sectional view of the lower part side of the pier part of the bridge of FIG. It is a principal part expanded sectional view of the upper part side of the pier part of the bridge of FIG. (A) is sectional drawing which cross | intersects the axial direction of the pier part of the bridge of FIG. 1, (b) is a principal part expanded sectional view of the pier part of Fig.6 (a). (A) is sectional drawing which cross | intersects the axial direction of the pier part of the bridge which the inventor examined, (b) is a principal part expanded sectional view of the pier part of Fig.7 (a). It is principal part sectional drawing of the modification of the bridge of FIG. It is a principal part expanded sectional view of the lower part side of the bridge of FIG. It is a principal part expanded sectional view of the upper part side of the bridge of FIG. (A) is a side view which shows the modification of the fixing part of the upper part of the pier part of a bridge, (b) is a side view which cross | intersects the side surface of the bridge of Fig.11 (a). (A) is a principal part perspective view of the bridge in a reinforcement process, (b) is a principal part expansion perspective view of the bridge of FIG. 12 (a). (A) is a principal part perspective view of the bridge in the reinforcement process following FIG. 12, (b) is a principal part enlarged perspective view of the bridge of FIG. 13 (a). (A) is a principal part perspective view of the bridge in the reinforcement process following FIG. 13, (b) is a principal part enlarged perspective view of the bridge of FIG. 14 (a). (A) is a principal part perspective view of the bridge in the reinforcement process following FIG. 14, (b) is a principal part enlarged perspective view of the bridge of FIG. 15 (a). Reinforcing bar strength, distance between existing structure and axial streak, axial streak diameter, circumference when reinforcing bar material (axial and circumferential bars) of the reinforcing structure constituting the bridge in Fig. 1 is changed It is explanatory drawing which showed the measurement result of the diameter of a direction stripe, cover thickness, and reinforcement thickness. It is a principal part expanded sectional view of the surface which cross | intersects the axial direction of the pier part of FIG.

  Hereinafter, an embodiment as an example of the present invention will be described in detail with reference to the drawings. Note that components having the same function are denoted by the same reference symbols throughout the drawings for describing the embodiment, and the repetitive description thereof will be omitted.

  FIG. 1 is a perspective view of a main part of a bridge having a pier portion to which the reinforcing structure according to the present embodiment is applied, and FIG. 2 is a diagram in which a mortar portion on the surface layer of the reinforcing structure portion for reinforcing the pier portion of the bridge in FIG. It is the principal part perspective view which showed the reinforcing bar part in a reinforcement structure part.

  The bridge 1 is an aerial structure that passes, for example, a road, a railroad, or a waterway, and includes a foundation 2 installed on the ground, a pier (existing pillar) 3 erected on the foundation 2, and a pier And an upper structure portion 4 supported by the portion 3.

  The bridge pier 3 of the bridge 1 is made of, for example, a quadrangular prism-shaped concrete whose cross section intersecting the axial direction is formed in a rectangular (quadrangle) shape, and a reinforcing structure 5 that reinforces the pier 3 is formed on the outer periphery thereof. It is provided so as to cover almost the entire region of the outer peripheral four side surfaces of the portion 3. In addition, as for the pier part 3 applied, the shape of the cross section which cross | intersects the axial direction has various things, such as a rectangle, a square, or a trapezoid.

  The reinforcing structure 5 includes a plurality of main reinforcing bars (axial reinforcing bars) 5a erected along the axial direction of the pier 3 and a helical hoop that is spirally wound around the outside of the plurality of main reinforcing bars 5a ( Circumferential reinforcement) 5b and a mortar portion (covering material) 5c provided on the outer periphery of the pier 3 in a state of covering these reinforcing reinforcing bars. In FIG. 1, the mortar portion 5c is hatched to make the drawing easy to see.

  Next, the structure of the reinforcement structure part 5 is demonstrated with reference to FIGS. 3 is a cross-sectional view of the main part of the bridge of FIG. 1, FIG. 4 is an enlarged cross-sectional view of the main part of the bridge pier of FIG. 3, and FIG. 5 is an enlarged main part of the upper part of the pier of the bridge of FIG. 6A is a cross-sectional view intersecting the axial direction of the pier part of the bridge of FIG. 1, FIG. 6B is an enlarged cross-sectional view of the main part of the pier part of FIG. 6A, and FIG. ) Is a cross-sectional view intersecting the axial direction of the pier part of the bridge studied by the inventor, and FIG. 7B is an enlarged cross-sectional view of the main part of the pier part of FIG.

  As shown in FIG. 3, the main reinforcing bar 5 a is made of, for example, a rod-like high-tensile reinforcing bar (SBPD 1275/1420: small-diameter deformed PC steel bar (JIS 3137: 2008) or the like), and is erected along the axial direction of the pier 3. In this state, a plurality of them are installed along the outer periphery of the pier 3. Since the bending strength of the pier 3 can be improved by providing the plurality of main bars 5a on the outer periphery of the pier 3 in this way, the application range of the reinforcing structure 5 can be expanded. Moreover, since the cross-sectional area of the main reinforcing bar 5a can be reduced by forming the main reinforcing bar 5a with a high-strength reinforcing bar, the thickness of the reinforcing structure part 5 can be reduced, and the bridge pier part 3 including the reinforcing structure part 5 can be reduced. It is possible to reduce the area of the cross section intersecting with the axial direction. For this reason, since a building limit can be expanded, the application range of the reinforcement structure part 5 can be expanded.

  As shown in FIG. 4, the lower end portion of the main muscle 5 a is inserted into an anchor hole 2 a vertically drilled in the upper part of the base portion 2 and anchored. Thereby, since the plurality of main muscles 5a can be fixed, the mechanical strength of the plurality of main muscles 5a can be improved. A mechanical joint such as a coupler 6a is screwed to the lower end portion of the main bar 5a. Thereby, since the diameter of the lower end part of the main reinforcement 5a can be expanded relatively, the fixation effect of the lower end part of the main reinforcement 5a can be improved. Grooves 2b and 2b extending along the circumferential direction of the anchor hole 2a are formed on the inner wall surface of the anchor hole 2a.

  Further, as shown in FIG. 5, the upper end portion of the main bar 5 a is inserted and fixed in a fixing hole 4 a that is vertically drilled in the lower portion of the upper structure portion 4. Similar to the lower end of the main bar 5a, a mechanical joint such as a coupler 6b is screwed to the upper end of the main bar 5a. Thereby, the fixing effect of the upper end part of the main reinforcement 5a can be improved similarly to the lower end part of the main reinforcement 5a. Grooves 4b and 4b extending along the circumferential direction of the fixed hole 4a are formed on the inner wall surface of the fixed hole 4a.

  Moreover, as shown in FIGS. 3-5, each main reinforcement 5a is comprised by connecting at least 2 rebar with the mechanical coupling like the coupler 6c. This can reduce or eliminate variations in product strength due to differences in local conditions and skill levels. Further, when each main bar 5a is installed, the main bar 5a can be easily connected to the anchor hole 2a and the fixed hole 4a by inserting the reinforcing bars for constituting the main bar 5a into the anchor hole 2a and the fixed hole 4a and then connecting them with the coupler 6c. Can be inserted. Further, as shown in FIG. 3, the height positions of the couplers 6c, 6c of the main bars 5a, 5a adjacent to each other along the outer periphery of the pier 3 are shifted in the axial direction of the main bar 5a. Thereby, compared with the case where the height positions of the couplers 6c, 6c of the main bars 5a, 5a adjacent to each other along the outer periphery of the pier part 3 are matched, the overall bending strength of the plurality of main bars 5a is improved. Can do.

  On the other hand, as shown in FIGS. 3 to 6, the spiral hoop bar 5b is made of, for example, a rod-like high-tensile reinforcing bar (SBPD1275 / 1420: small-diameter deformed PC steel bar (JIS 3137: 2008) or the like), and a plurality of main bars 5a. It is installed in the state wound spirally along the outer periphery of the pier part 3 so that it may be surrounded. By providing such a spiral hoop muscle 5b, the shear strength of the pier 3 can be improved. Further, by forming the helical hoop bar 5b with a high-strength reinforcing bar, it can be bent back and can be wound locally. Furthermore, since the cross-sectional area of the spiral hoop bar 5b can be reduced by forming the spiral hoop bar 5b with a high-strength reinforcing bar, the thickness of the reinforcing structure 5 can be reduced, and the bridge pier 3 (reinforcement). It is possible to reduce the area of the cross section that intersects the axial direction of (including the structure portion 5). For this reason, since a building limit can be expanded, the application range of the reinforcement structure part 5 can be expanded.

  The spiral hoop muscle 5b is connected to the main muscle 5a by a binding line (not shown) in a state where the axial interval of the pier 3 is adjusted. Further, as shown in FIG. 6, the portion of the spiral hoop muscle 5 b that is located at the corner of the pier 3 is a corner of the pier 3 when viewed from a cross section that intersects the axial direction of the pier 3. It is formed obliquely so as to intersect with both sides sandwiching. That is, the spiral hoop muscle 5b is formed in an octagonal shape when viewed toward a cross section intersecting the axial direction of the pier 3.

  Here, in FIG. 7, a portion of the spiral hoop muscle 50 that is positioned at the corner of the pier 3 is bent at a substantially right angle when viewed from a cross section that intersects the axial direction of the pier 3. It is shown. Moreover, the outer periphery of the mortar part 5c of the corner | angular part of the pier part 3 in the case of FIG. 7 is shown by the dashed-two dotted line in FIG.6 (b). As shown in FIG. 6 (b), in the present embodiment, the pier portion 3 (including the reinforcing structure portion 5 is included) by forming the portion located at the corner of the pier portion 3 in the spiral hoop muscle 5b obliquely. ) Can be made smaller than in the case of FIG. 7, the area of the cross section intersecting the axial direction of the pier 3 can be reduced. For this reason, since a building limit can be expanded further, the application range of the reinforcement structure part 5 can be expanded.

  Further, the joint of the spiral hoop bar 5b is a mechanical joint such as a coupler (not shown) like the main bar 5a. However, when the coupler is installed at the corner of the bridge pier 3, FIG. Since the effect of reducing the cross-sectional area of the pier 3 described in b) is hindered, the coupler is installed avoiding the corner of the pier 3.

  The mortar part 5c is a member that covers and protects a grid-like reinforcing reinforcing bar part composed of a plurality of main reinforcing bars 5a and helical hoop bars 5b. When mortar is used, the filling property is good and the adhesiveness with existing concrete (pier pier 3) is excellent. Moreover, since the thickness of the reinforcement structure part 5 can be made thin compared with the case where concrete is used, the area of the cross section which cross | intersects the axial direction of the pier part 3 (including the reinforcement structure part 5) can be made small. it can. For this reason, since a building limit can be expanded, the application range of the reinforcement structure part 5 can be expanded. Moreover, since the weight of the reinforcement structure part 5 can be reduced, the burden to the base part 2 can be reduced.

  Here, in the above description, the case where the coupler is connected to the upper and lower ends of the main bar 5a for fixing the main bar 5a has been described. However, the present invention is not limited to this and can be variously changed. 8 is a cross-sectional view of a main part of a modification of the bridge of FIG. 1, FIG. 9 is an enlarged cross-sectional view of a main part on the lower side of the bridge in FIG. 8, and FIG. is there. Here, the case where the flange 5a1 is integrally formed at the upper and lower ends of the main bar 5a, and the upper and lower ends of the main bar 5a are partially large in diameter is illustrated. By providing the flange portions 5a1 at the upper and lower ends of the main bar 5a, the fixing effect of the main bar 5a can be improved. In addition, since the couplers connected to the upper and lower ends of the main bar 5a become unnecessary, the cost can be reduced.

  FIG. 11A is a side view showing a modification of the fixing portion on the upper side of the pier portion of the bridge, and FIG. 11B is a side view crossing the side surface of the bridge in FIG. 11A. . In FIG. 11, the mortar portion 5c is omitted for easy viewing of the drawing. Here, the case where the thick part of the upper structure part 4 does not exist in the upper end part side of the main reinforcement 5a is illustrated. When the thick part of the upper structure part 4 does not exist on the upper end part side of the main bar 5a, the fixing member 7 is installed on the side surface of the upper structure part 4, and the upper end part of the main bar 5a is fixed by the fixing member 7. . The fixing member 7 is made of, for example, a steel plate, and is fixed to the side surface of the upper structure portion 4 with bolts 8. The upper side of the fixing member 7 is bent so as to intersect the axial direction of the main bar 5a, and a hole for inserting the upper end of the main bar 5a is drilled in the bent part. The main bar 5a is fixed by screwing a nut to the upper end of the main bar 5a protruding through the hole of the fixing member 7. In addition, about the location where the thick part of the upper structure part 4 exists in the upper end part side of the main reinforcement 5a, the upper end part of the main reinforcement 5a is in the fixing hole formed in the thick part of the upper structure part 4 as mentioned above. Inserted and fixed.

  Next, an example of the reinforcement method of this Embodiment is demonstrated with reference to FIGS. (A) of FIGS. 12-15 is a principal part perspective view of the bridge in a reinforcement process, (b) is a principal part expansion perspective view of (a) of FIGS. 12-15.

  First, as shown in FIG. 12, after deposits and fragile portions on the surface of the pier 3 are removed by a disc grinder, a water jet, or the like, a plurality of pieces are formed on the upper surface of the foundation 2 along the outer periphery of the pier 3 of the bridge 1. The anchor holes 2a are drilled vertically, and a plurality of fixing holes 4a (see FIG. 3 and the like) are drilled vertically on the ceiling surface of the upper structure portion 4. In addition, in the upper structure part 4, when the thick part does not exist in the arrangement | positioning part of the main reinforcement 5a, the above-mentioned fixing member 7 is installed with the volt | bolt 8 on the side surface of the upper structure part 4. FIG.

  Subsequently, as shown in FIG. 13, the main bars 5 a are inserted into the respective anchor holes 2 a and the respective fixing holes 4 a (holes of the fixing member 7), and a plurality of main bars 5 a are erected along the outer periphery of the pier 3. Set up. At this time, as described above, after the reinforcing bars constituting the main reinforcing bars 5a are inserted into the anchor holes 2a and the fixing holes 4a (holes of the fixing member 7), the reinforcing bars are connected to each other by the coupler 6c (see FIG. 3 and the like). This installs the main muscle 5a. This can reduce or eliminate variations in product strength due to differences in local conditions and skill levels. Moreover, each main muscle 5a can be installed easily.

  Next, as shown in FIG. 14, the spiral hoop muscle 5 b is wound around the outer periphery of the pier 3 so as to surround the plurality of main muscles 5 a, and the interval between the spiral hoop muscles 5 b adjacent in the axial direction of the pier 3 is adjusted. After that, the spiral hoop muscle 5b is tied to the main muscle 5a by a binding line at a plurality of locations. At this time, it is not necessary to externally fit the hoops one by one and weld the seam, so that it does not take time and can facilitate construction and quality control. Moreover, since the spiral hoop muscle 5b can be wound around the outer periphery of the bridge pier part 3 by an existing technique without adopting a new construction method, the winding work of the spiral hoop muscle 5b can be easily performed.

  Thereafter, as shown in FIG. 15, the mortar is solidified by spraying mortar on the outer peripheral surface (substantially the entire surface of the four side surfaces) of the pier 3 so as to cover the reinforcing reinforcing bar portion composed of the main reinforcing bars 5a and the helical hoop bars 5b. Part 5c is formed. At this time, by forming the mortar portion 5c by spraying, it is possible to improve the construction efficiency as compared with the case of using a temporary frame for mortar filling, so the construction time of the reinforcing structure portion 5 can be shortened. The construction period can be shortened. Moreover, the thickness of the reinforcement structure part 5 can be made thin by using mortar compared with concrete. In FIG. 15, the mortar portion 5c is hatched for easy viewing of the drawing.

  FIG. 16 shows the strength of the reinforcing bars, the separation between the existing structure and the axial bars, and the axial bars when the material of the reinforcing bars (axial bars and circumferential bars) of the reinforcing structure constituting the bridge of FIG. 1 is changed. FIG. 17 is an enlarged cross-sectional view of the main part of the surface intersecting the axial direction of the pier part of FIG. 1.

  Here, the axial bars (main bars 5a) are arranged such that the product of the reinforcing bar diameter and the tensile strength exceeds the standard method. Further, the circumferential streaks (spiral hoops 5b) are arranged with 25 × σy as the upper limit. Further, in FIG. 16, reference signs A and B exemplify the material of the reinforcing reinforcing bar, the reference sign A indicates the above-described small-diameter deformed PC steel bar, and the reference sign B indicates a high-strength reinforcing bar (for example, USD685: high strength). Steel bars for reinforced concrete (certified by the Minister of Land, Infrastructure, Transport and Tourism, certification number MSRB-0081) are shown. In addition, as illustrated in FIG. 17, the cover thickness is a distance (length) t <b> 1 from the outermost edge of the steel material (rebar, etc.) of the reinforcing structure 5 to the surface of the reinforcing structure 5. The reinforcing thickness is the thickness t2 of the reinforcing structure 5 provided around the pier 3.

First, the left column (1) of FIG. 16 assumes standard reinforcement of the pier structure, and the axial reinforcement (main reinforcement 5a) and the circumferential reinforcement (spiral hoop reinforcement 5b) of the reinforcement structure 5 are provided. The measurement result in the case of being composed of ordinary reinforcing bars is shown. The normal rebar here means a rebar of the type (strength, diameter, etc.) used in a normal reinforced concrete structure, for example, yield strength 235 N / mm ^{2 to} 490 N defined in JIS G3112: 2010. / Mm ² , which means a reinforcing bar with a reinforcing bar diameter of 4.3 mm (D4) to 50.8 mm (D51).

Among these, the 1st line has shown the measurement result in case the reinforcement structure part 5 is comprised by the concrete winding method, for example. In the concrete winding method, concrete is used as a covering material on the outer periphery of the reinforcing structure 5. The 2nd line has shown the measurement result in case the reinforcement structure part 5 is comprised by the spraying mortar construction method, for example. In the spray mortar method, mortar is used as a covering material for the outer periphery of the reinforcing structure 5. In any case, the strength of each of the axial and circumferential streaks is, for example, 345 N / mm ² . Further, the diameter of the axial streak is, for example, 35 mm, and the diameter of the circumferential streak is, for example, 25 mm.

  However, the separation between the existing structure and the axial streak is, for example, 100 mm or more when concrete is used as the covering material, whereas when mortar is used as the covering material, the durability is improved. For example, 0 mm. That is, in the concrete standard specifications, etc., it is stipulated that a space is provided around the reinforcing bar, and the size is assumed to secure 4/3 or more of the maximum aggregate size of the concrete (or mortar) to be driven. (The maximum aggregate size of the concrete is set to 3/4 or less of the space t3 between the reinforcing bars (see FIG. 17)). For this reason, in concrete used for general purposes, the maximum aggregate size is 20 mm or 25 mm, and it is necessary to secure a space of 27% or 33 mm or more of 4/3 thereof. On the other hand, when mortar was used as the covering material, it was confirmed that seismic performance was exhibited even when no space was provided between the pier 3 and the axial reinforcement (main reinforcement 5a). As shown in FIG. 17 and the like, the space between the existing structure (pier pier 3) and the axial reinforcement (main reinforcement 5a) could be reduced to 0 mm beyond the specified range. Further, the “cover thickness” of the covering material is, for example, 70 mm or more when using concrete as the covering material, whereas when mortar is used as the covering material, the durability is improved. For example, 30 mm. The reinforcing thickness is, for example, 250 mm when using concrete as a covering material, whereas it can be set to, for example, 90 mm when using mortar, and concrete is used as a covering material. It was possible to make it thinner than half of the case.

  Next, the left column (2) of FIG. 16 shows the case where the axial reinforcement (main reinforcement 5a), the circumferential reinforcement (spiral hoop reinforcement 5b), or both, are composed of the above-described small-diameter deformed PC steel bars. The measurement results are shown.

Among these, the 1st line in the left column (2) has shown the measurement result in case both the axial direction reinforcement and the circumferential direction reinforcement are comprised with the small diameter deformed PC steel rod. In this case, the strength of each of the axial streak and the circumferential streak is, for example, 1275 N / mm ² . Further, the diameter of the axial streak is, for example, 19 mm, and the diameter of the circumferential streak is, for example, 15 mm. Further, the “cover thickness” of the covering material is, for example, 30 mm. And the reinforcement thickness could be made into 64 mm, for example, and could be made the thinnest.

The second line in the left column (2) shows the measurement results when the axial direction bars are composed of, for example, small-diameter deformed PC steel bars and the circumferential direction bars are composed of the above-described ordinary reinforcing bars. ing. In this case, the strength of the axial streak is, for example, 1275 N / mm ² , and the strength of the circumferential streak is, for example, 345 N / mm ² . Further, the diameter of the axial streak is, for example, 19 mm, and the diameter of the circumferential streak is, for example, 25 mm. Further, the “cover thickness” of the covering material is, for example, 30 mm. And the reinforcement thickness could be made into 74 mm, for example, and could be made thinner than the case of the standard spraying mortar construction method (the 2nd line in the left column (1)).

The third row in the left column (2) is the reverse of the second row in the same column, and the axial reinforcement is composed of, for example, the above-mentioned ordinary reinforcing bars, and the circumferential reinforcement is a small-diameter deformed PC steel rod. The measurement result when configured is shown. In this case, the strength of the axial streak is, for example, 345 N / mm ² , and the strength of the circumferential streak is, for example, 1275 N / mm ² . Further, the diameter of the axial streak is, for example, 35 mm, and the diameter of the circumferential streak is, for example, 15 mm. Further, the “cover thickness” of the covering material is, for example, 30 mm. The reinforcing thickness can be, for example, 80 mm, and can be made thinner than in the case of the standard spraying mortar method (second line in the left column (1)).

  Next, the left column (3) of FIG. 16 shows the measurement in the case where the axial reinforcement (main reinforcement 5a), the circumferential reinforcement (spiral hoop reinforcement 5b), or both are made of the above-described high-strength reinforced concrete bars. Results are shown.

Among these, the 1st line in the left column (3) has shown the measurement result in case both the axial direction reinforcement and the circumferential direction reinforcement are comprised with the steel bars for high-strength reinforced concrete. In this case, the strength of each of the axial streak and the circumferential streak is, for example, 685 N / mm ² . In addition, the diameter of the axial streak is, for example, 25 mm, and the diameter of the circumferential streak is, for example, 22 mm. Further, the “cover thickness” of the covering material is, for example, 30 mm. The reinforcing thickness could be, for example, 77 mm, which was thinner than in the case of the standard spraying mortar method (second line in the left column (1)).

The second line in the left column (3) shows the measurement results when the axial reinforcement is made of, for example, high-strength reinforced concrete steel bars and the circumferential reinforcement is made of the above-mentioned ordinary reinforcing bars. Yes. In this case, the strength of the axial streak is 685 N / mm ² , for example, and the strength of the circumferential streak is 345 N / mm ² , for example. The diameters of the axial and circumferential streaks are both 25 mm, for example. Further, the “cover thickness” of the covering material is, for example, 30 mm. The reinforcing thickness can be, for example, 80 mm, and can be made thinner than in the case of the standard spraying mortar method (second line in the left column (1)).

The third line in the left column (3) is the reverse of the second line in the same column, and the axial bars are composed of, for example, the above-mentioned ordinary reinforcing bars, and the circumferential bars are composed of high-strength steel bars for reinforced concrete. The measurement results are shown when In this case, the strength of the axial streak is, for example, 345 N / mm ² , and the strength of the circumferential streak is, for example, 685 N / mm ² . Further, the diameter of the axial streak is, for example, 35 mm, and the diameter of the circumferential streak is, for example, 22 mm. Further, the “cover thickness” of the covering material is, for example, 30 mm. And the reinforcement thickness could be 87 mm, for example, and could be made thinner than the case of the standard spraying mortar method (the second line in the left column (1)).

  Next, in the left column (4) of FIG. 16, the axial reinforcement (main reinforcement 5a) and the circumferential reinforcement (spiral hoop reinforcement 5b) are composed of a combination of the above-described small-diameter deformed PC steel bar and high-strength reinforced concrete steel bar. The measurement results are shown when

Among these, the 1st line in the left column (4) is a measurement in the case where the axial bars are composed of small-diameter deformed PC steel bars and both the circumferential bars are composed of high-strength reinforced concrete bars. Results are shown. In this case, the strength of the axial streak is, for example, 1275 N / mm ² , and the strength of the circumferential streak is, for example, 685 N / mm ² . Further, the diameter of the axial streak is 19 mm, for example, and the diameter of the circumferential streak is 22 mm, for example. Further, the “cover thickness” of the covering material is, for example, 30 mm. And the reinforcement thickness could be 71 mm, for example, and could be made thinner than the case of the standard spraying mortar method (the 2nd line in the left column (1)).

The second row in the left column (4) is the reverse of the first row in the same column, and the axial bars are made of, for example, high-strength reinforced concrete bars, and the circumferential bars are small-diameter deformed PC steel bars. The measurement result when configured is shown. In this case, the strength of the axial streak is, for example, 685 N / mm ² , and the strength of the circumferential streak is, for example, 1275 N / mm ² . Further, the diameter of the axial streak is, for example, 25 mm, and the diameter of the circumferential streak is, for example, 15 mm. Further, the “cover thickness” of the covering material is, for example, 30 mm. The reinforcing thickness can be, for example, 70 mm, and can be made thinner than in the case of the standard spraying mortar method (second row in the left column (1)).

  As described above, by using a small-diameter deformed PC steel bar or a high-strength reinforced concrete steel bar as the reinforcing bar of the reinforcing structure 5, the strength of the reinforcing bar can be increased and the diameter of the reinforcing bar can be reduced. The reinforcing thickness of the reinforcing structure 5 could be reduced. In particular, when the axial reinforcing bars (main bars 5a) and the circumferential reinforcing bars (spiral hoop bars 5b) are made of small-diameter deformed PC steel bars, the reinforcement thickness can be reduced most. In addition, the reinforcement thickness is reduced in the case where normal reinforcing bars are not used as the material for the axial reinforcement (main reinforcement 5a) and the circumferential reinforcement (spiral hoop reinforcement 5b) compared to the case where normal reinforcement is used. I was able to. Further, by using sprayed mortar instead of concrete as a covering material for reinforcing reinforcing bars of the reinforcing structure part 5, durability was improved and the covering thickness of the reinforcing structure part 5 could be reduced.

  As mentioned above, the invention made by the present inventor has been specifically described based on the embodiment. However, the embodiment disclosed in this specification is an example in all respects and is limited to the disclosed technology. It is not a thing. That is, the technical scope of the present invention should not be construed restrictively based on the description in the above-described embodiment, but should be construed according to the description of the scope of claims. All modifications are included without departing from the technical scope equivalent to the described technique and the gist of the claims.

  For example, in the above-described embodiment, the case where the mortar portion is formed by spraying has been described. However, the present invention is not limited to this. For example, a temporary frame is assembled on the outer periphery of the reinforcing reinforcing bar portion, and the mortar is placed in the temporary frame. The mortar part may be formed by injecting.

  Moreover, in the said embodiment, although the case where the shape of the cross section which cross | intersects an axial direction was applied to the rectangular (quadrangle) -shaped bridge pier part 3 was demonstrated, it is not limited to this, For example, an axial direction The present invention can also be applied to a polygonal bridge pier 3 having a cross-sectional shape that intersects with a pentagon.

  In the above-described embodiment, the case where the present invention is applied to the reinforcement of a bridge pier has been described. However, the present invention is not limited to this. For example, the reinforcement of other existing columns such as the reinforcement of a pillar of a building. Can be applied to.

DESCRIPTION OF SYMBOLS 1 Bridge 2 Base part 2a Anchor hole 2b Groove 3 Bridge leg part 4 Upper structure part 4a Fixing hole 4b Groove 5 Reinforcement structure part 5a Main reinforcement 5a1 Flange part 5b Spiral hoop reinforcement 5c Mortar part 6a, 6b, 6c Coupler 7 Fixing member 8 Bolt A Small-diameter deformed PC steel bar B Steel bar for high-strength reinforced concrete

Claims (8)

It is a reinforcement structure of an existing pillar in which the shape of the cross section intersecting the axial direction is formed in a rectangular shape,
A plurality of metal axial streaks arranged side by side along the outer periphery of the existing pillar in a state of extending in the axial direction of the existing pillar;
Metal circumferential streaks wound spirally along the outer periphery of the existing pillar so as to surround the axial streaks;
A mortar portion provided on the outer periphery of the existing pillar so as to cover the axial streak and the circumferential streak;
A mechanical joint that is installed such that the height position of the axial streaks adjacent to each other is shifted in the axial direction, and connects the axial streaks up and down,
Mechanical joints installed avoiding the corners of the existing pillars and connecting the circumferential streaks to each other;
A reinforcing structure for an existing pillar, characterized by comprising:   The reinforcing structure for an existing column according to claim 1, wherein a lower end portion of the axial streak is anchored to a base portion of the existing column.   The portion located at the corner of the existing column in the circumferential streak intersects with both sides sandwiching the corner of the existing column when viewed toward a cross section that intersects the axial direction of the existing column. The reinforcing structure for an existing pillar according to claim 1, wherein the reinforcing structure is formed obliquely.   The said axial direction reinforcement | strengthening, the said circumferential direction reinforcement | strengthening, or both are comprised by the small-diameter deformed PC steel bar or the steel bars for high-strength reinforced concrete, The existing installation of any one of Claims 1-3 characterized by the above-mentioned. Column reinforcement structure.   The existing pillar according to any one of claims 1 to 3, wherein the axial reinforcing bar and the circumferential reinforcing bar are formed of a combination of a small-diameter deformed PC steel bar and a high-strength reinforced concrete bar. Reinforcement structure. A method of reinforcing an existing pillar in which a cross-sectional shape intersecting the axial direction is formed in a rectangular shape,
A plurality of metal axial bars that are connected to each other by a mechanical joint and extend in the axial direction of the existing pillars, and the axial positions of the adjacent axial bars are in the axial direction of the mechanical joint. A step of installing side by side along the outer periphery of the existing pillar so as to be displaced ;
Metal circumferential bars connected to each other by mechanical joints so as to surround the axial bars are spirally formed on the outer periphery of the existing pillars so that the mechanical joints avoid corners of the existing pillars. Winding around
Forming a mortar part on the outer periphery of the existing pillar so as to cover the axial streak and the circumferential streak;
A method for reinforcing an existing pillar, characterized by comprising: Forming an anchor hole in the foundation of the existing pillar;
Inserting and fixing the lower end of the axial streak into the anchor hole;
The method for reinforcing an existing column according to claim 6, wherein:   The portion located at the corner of the existing column in the circumferential streak intersects with both sides sandwiching the corner of the existing column when viewed toward a cross section that intersects the axial direction of the existing column. The method for reinforcing an existing pillar according to claim 6 or 7, wherein the reinforcing method is formed obliquely.

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