Method for replacing web members of steel towers and device for replacing web members

Abstract

To provide a method for replacing web members of steel towers and a device for replacing web members of steel towers that can reinforce the range of web member replacement and replace the web members even when the work for replacing web members of steel towers takes several days or the stress borne by reinforcement materials is large.SOLUTION: A device for replacing web members of steel towers comprises upper and lower horizontal reinforcement members that are attached between main pillar members near above and below the range of web member replacement; and temporary reinforcement members that are attached to be inclined from a fixing point of the upper horizontal reinforcement member of one main pillar member to a fixing point of the lower horizontal reinforcement member of the other main pillar member, the temporary reinforcement member is divided into first and second temporary members, the first and second temporary members are arranged with flange joints provided at one end facing each other with a predetermined gap, and the flange joints are connected with connecting bolts to introduce a predetermined axial stress into the first and second temporary members according to the amount of fastening, and an adjustment plate is inserted between the flange joints and fixed with fastening parts.SELECTED DRAWING: Figure 1

Description

[Technical field]

[0001] The present invention relates to a method for replacing web members such as diagonal members and horizontal members of a steel tower, and to a web member replacement device used in this method. [Background technology]

[0002] Generally, steel towers are composed of main pillars erected on the ground and web members such as horizontal members and diagonal members that are installed between the main pillars. When the web members of a steel tower become damaged, such as corroded or deformed, due to aging or disasters, the damaged web members are replaced.

[0003] Conventionally, a method and device for replacing the web members of a steel tower has been known in which the main pillar material to which the web member to be replaced is connected is grasped at both ends of a replacement tool that has a hydraulic jack interposed therebetween, and the stress acting on the web member to be replaced is borne by the hydraulic jack, thereby replacing the web member (for example, Patent Document 1).

[0004] However, in the case of the method using a replacement tool with a hydraulic jack, if the hydraulic jack is held under load for a long time, the pressure of the hydraulic jack gradually decreases, so the load that was borne by the hydraulic jack acts on the web material to be replaced again, making it impossible to replace the web material. For this reason, it could only be used when the web material replacement work could be completed in a short time, and could not be used in cases where the work of replacing the web material required several days, such as for large steel towers.

[0005] Another method and device for replacing web members of a steel tower is known, which involves attaching horizontal reinforcement members between the main pillar members near the upper and lower attachment points of the diagonal member to be replaced, attaching diagonal reinforcement members made of wires or the like between the upper and lower horizontal reinforcement members so as to match the inclination of the diagonal member to be replaced, forming a framework made of horizontal reinforcement members and diagonal reinforcement members, reinforcing the web member replacement range, and replacing the diagonal member to be replaced (for example, Patent Document 2). This framework made of horizontal reinforcement members and diagonal reinforcement members forms a platform structure in which the horizontal reinforcement members bear compressive forces and the diagonal reinforcement members bear tensile forces, and the stress that was acting on the web member to be replaced is transmitted to the steel tower components below the web member replacement range via the horizontal reinforcement members and diagonal reinforcement members. [Prior art documents] [Patent documents]

[0006] [Patent Document 1] JP 2011-38259 A [Patent Document 2] JP 2009-13765 A Summary of the Invention [Problem to be solved by the invention]

[0007] However, the method and device for replacing steel tower web members in Patent Document 2 had a problem that in the case of large steel towers, the stress borne by the diagonal reinforcement members becomes large and wires cannot cope with it. Also, if an earthquake occurs during the work of replacing the web members and an alternating load acts on the steel tower, alternating stress may act on the diagonal reinforcement members. Furthermore, compressive stress may temporarily act on the diagonal reinforcement members due to strong winds, etc. In such cases, since the diagonal reinforcement members made of wires, etc., cannot bear the compressive stress, it is not possible to reinforce the web member replacement range, and stress cannot be transmitted to the steel tower components below the web member replacement range, which makes it impossible to replace the web member to be replaced.

[0008] Therefore, the object of the present invention is to provide a method and device for replacing web members of a steel tower that can reliably reinforce the web member replacement area and replace the web member, even in cases where the web member replacement work takes several days, such as in the case of a large steel tower, where the stress borne by the reinforcing material is large, or where a compressive force is temporarily applied to a reinforcing material that bears a tensile force, and that can transmit stress to the tower components below the web member replacement area. [Means for solving the problem]

[0009] In order to solve the above problems, the steel tower web member replacement device of the present invention is composed of upper and lower horizontal reinforcement members which are respectively attached between main pillar members near the top and bottom of the steel tower web member replacement range, and temporary reinforcement members which are attached at an angle from a point where the upper horizontal reinforcement member of one main pillar member is fixed to a point where the lower horizontal reinforcement member of the other main pillar member is fixed, and the temporary reinforcement members are divided into a first temporary material and a second temporary material, the first temporary material and the second temporary material are formed of steel pipes, and a flange joint is provided at one end and a connector for connecting to the main pillar material is provided at the other end, and the first temporary material and the second temporary material are formed of steel pipes, and a flange joint is provided at one end and a connector for connecting to the main pillar material is provided at the other end. The temporary material and the second temporary material are fixed to the main column material via the connecting device, and are arranged with the flange joints facing each other and providing a predetermined gap between the flange joints; the flange joints of the first temporary material and the second temporary material are connected between the flange joints by connecting bolts for introducing a predetermined axial stress into the first temporary material and the second temporary material according to the amount of tightening; and the first temporary material and the second temporary material have an adjustment plate of a thickness corresponding to the gap inserted between the flange joints of the first temporary material and the second temporary material, and the flange joints of the first temporary material and the second temporary material are fixed together with fastening parts via the adjustment plate to form a single unit.

[0010] The steel tower web member replacement method of the present invention includes a step of attaching upper and lower horizontal reinforcement members between main pillar members near the top and bottom of the steel tower web member replacement range, a step of attaching a connector of a first temporary material to a location where the upper horizontal reinforcement member of one of the main pillar members is fixed, a step of attaching a connector of a second temporary material to a location where the lower horizontal reinforcement member of the main pillar member to which the first temporary material is not attached is fixed, a step of arranging the flange joints of the first temporary material and the second temporary material so as to face each other with a predetermined gap between the flange joints, and a step of attaching the first temporary material and the second temporary material to each other. the step of connecting the flange joints of the first and second temporary materials with connecting bolts; the step of introducing a predetermined axial stress into the first and second temporary materials according to the amount of tightening of the connecting bolts based on a predetermined relationship between the tightening torque of the connecting bolts and the axial stress of the temporary reinforcement material; the step of inserting an adjustment plate of a thickness corresponding to the gap between the flange joints of the first and second temporary materials and fixing and integrating the flange joints of the first and second temporary materials with fastening parts via the adjustment plate; and the step of replacing the web materials in the web material replacement range.

[0011] Furthermore, the present invention is characterized in that the relationship between the previously determined tightening torque of the connecting bolt and the axial stress of the temporary reinforcement is such that the stress value of the temporary reinforcement is proportional to the tightening torque value of the connecting bolt. Effect of the Invention

[0012] According to the steel tower belly material replacement method and belly material replacement device of the present invention, upper and lower horizontal reinforcement members are attached between the main pillars near the top and bottom of the belly material replacement range of the steel tower, and temporary reinforcement members are attached at an angle from the point where the upper horizontal reinforcement member of one main pillar member is fixed to the point where the lower horizontal reinforcement member of the other main pillar member is fixed, and a framework (plat structure) is formed and reinforced in the belly material replacement range with the upper and lower horizontal reinforcement members and the temporary reinforcement members, and axial stress is introduced into the temporary reinforcement members by tightening the connecting bolts that connect the first temporary material and the second temporary material, thereby releasing the stress acting on the belly material in the belly material replacement range through the main pillar member to which the temporary reinforcement members are attached, and the belly material in the belly material replacement range can be replaced. The stress acting on the belly material in the belly material replacement range can be transmitted to the steel tower components below the belly material replacement range through the upper and lower horizontal reinforcement members and the temporary reinforcement members.

[0013] In addition, the temporary reinforcement material is formed as a single unit by tightening the connecting bolts that connect the first and second temporary materials to introduce axial stress into the temporary reinforcement material, inserting an adjustment plate of a thickness corresponding to the gap between the flange joints of the first and second temporary materials, and fixing the flange joints of the first and second temporary materials with fastening parts via the adjustment plate.Therefore, there is no problem with the pressure of the hydraulic jack gradually decreasing when the hydraulic jack is held under load for a long period of time, as is the case with conventional methods and devices for replacing belly material using a hydraulic jack, and it can be used even if the belly material replacement work takes several days.

[0014] Furthermore, the flange joints of the first temporary material and the second temporary material are connected with connecting bolts, and a predetermined axial stress is introduced into the temporary reinforcement according to the amount of tightening of the connecting bolts based on the previously determined relationship between the tightening torque of the connecting bolts and the axial stress of the temporary reinforcement.Since the previously determined relationship between the tightening torque of the connecting bolts and the axial stress of the temporary reinforcement is such that the stress value of the temporary reinforcement is proportional to the tightening torque value of the connecting bolts, axial stress can be introduced into the temporary reinforcement by the simple method of simply tightening the connecting bolts, and the introduced axial stress can be easily controlled by the tightening torque of the connecting bolts, so there is no need to install sensors to measure the stress of the temporary reinforcement.

[0015] Furthermore, since the first and second temporary materials that make up the temporary reinforcement material are made of steel pipes, they can withstand large stresses borne by the temporary reinforcement material, such as in large steel towers.In addition, they can withstand compressive stresses that temporarily act on the temporary reinforcement material due to earthquakes or strong winds during the work of replacing the web members. [Brief description of the drawings]

[0016] [Figure 1] FIG. 2 is a front view showing an example of an installation state of the belly material replacement device of the present invention. [Diagram 2] A front view showing an example of the installation state of the upper horizontal reinforcement. [Diagram 3] A plan view showing an example of the installation state of the upper horizontal reinforcement. [Figure 4] This is a plan view showing an example of the installation state of the upper horizontal reinforcement when connecting members are placed inside and outside the tower. [Diagram 5] This is a plan view showing an example of the installation state of an upper horizontal reinforcement member when two connecting members are placed on the outside of the tower. [Figure 6] FIG. 4 is a front view showing an example of a first temporary material and a second temporary material. [Figure 7] FIG. 2 is a plan view showing an example of a first temporary material and a second temporary material. [Figure 8]FIG. 4 is a plan view showing an example of a flange joint between a first temporary material and a second temporary material. [Figure 9] An enlarged front view showing the attachment status of the second temporary material to the main pillar material. [Figure 10] FIG. 13 is a diagram showing a state in which flange joints of a first temporary material and a second temporary material are arranged facing each other. [Figure 11] FIG. 4 is a plan view of a flange joint showing an example of an insertion position of a connecting bolt. [Figure 12] FIG. 13 is a diagram showing the relationship between the tightening torque of a connecting bolt measured on an actual steel tower and the axial stress of a temporary reinforcement material. [Figure 13] FIG. 13 is a diagram showing an example of an adjustment plate. [Figure 14] 13 is a diagram showing a state in which an adjustment plate is inserted into a gap between flange joints of a first temporary material and a second temporary material. FIG. [Figure 15] FIG. 1 is a front view showing an example of a steel tower. [Figure 16] FIG. 2 is an enlarged front view showing an example of the vicinity of the middle part of a steel tower. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

[0017] Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings.

[0018] Fig. 15 is a front view showing an example of a steel tower 100, and Fig. 16 is an enlarged front view showing an example of the vicinity of a middle part of the steel tower 100. The steel tower 100 comprises a steel tower body 101 erected vertically from the ground, and cross arms 102 protruding horizontally from the steel tower body 101. The steel tower body 101 comprises four main pillar members 111 arranged vertically and extending to the upper end of the steel tower body 101, and web members installed between adjacent main pillar members 111. The web members comprise a plurality of horizontal members 112 arranged horizontally and connecting adjacent main pillar members 111, and a plurality of diagonal members 113 arranged so as to be inclined with respect to the main pillar members 111 and the horizontal members 112.

[0019] 1 is a front view showing an example of the installation state of the web member replacement device 1 of the present invention. The web member replacement device 1 of the steel tower 100 of the present invention is equipped with an upper horizontal reinforcement member 2 attached between the main pillar members 111a, 111b near the upper side of the web member replacement range A, a lower horizontal reinforcement member 3 attached between the main pillar members 111a, 111b near the lower side of the web member replacement range A, and a temporary reinforcement member 4 attached at an angle from the location where the upper horizontal reinforcement member 2 of one main pillar member 111a is fixed to the location where the lower horizontal reinforcement member 3 of the other main pillar member 111b is fixed.

[0020] By attaching the upper and lower horizontal reinforcements 2, 3 and the temporary reinforcement 4, a framework consisting of the upper and lower horizontal reinforcements 2, 3 and the temporary reinforcement 4 is formed in the web replacement range A. This framework becomes a platform structure in which the upper and lower horizontal reinforcements 2, 3 bear compressive force and the temporary reinforcement 4 bears tensile force, and the stress acting on the web in the web replacement range A is transmitted to the tower components below the web replacement range A via the upper and lower horizontal reinforcements 2, 3 and the temporary reinforcement 4. The temporary reinforcement 4, which is installed at an angle between the upper and lower horizontal reinforcements 2, 3, is installed at an angle in the direction in which the diagonal member 113a to which the tensile stress in the web replacement range A is acting is inclined. For example, in FIG. 1, when tensile stress is acting on the right-upward diagonal member 113a in the web replacement range A, the temporary reinforcement 4 is installed at an angle upward to the right.

[0021] First, we will explain the upper and lower horizontal reinforcements 2, 3 that are attached between the main pillars 111a, 111b near the top and bottom of the web replacement area A. Fig. 2 is a front view showing an example of the attached state of the upper horizontal reinforcement 2, and Fig. 3 is a plan view showing an example of the attached state of the upper horizontal reinforcement 2. The lower horizontal reinforcement 3 has the same structure as the upper horizontal reinforcement 2. As shown in the figure, the upper and lower horizontal reinforcements 2, 3 are composed of a connecting member 5 and a connecting fitting 8.

[0022] The connecting member 5 is composed of a steel pipe member 6 and a joint plate 7 for connecting to a connector 8. The joint plate 7 is inserted into the opening of the steel pipe end of the steel pipe member 6 in the diametrical direction and fixed by means of welding or the like. Although Figs. 2 and 3 show a case where the connecting member 5 is formed of one steel pipe member 6, it may be formed by joining a plurality of steel pipe members 6 with bolts. In this case, it is possible to adjust the length by changing the number of steel pipe members 6 to be joined in accordance with the width of the tower body of the steel tower 100.

[0023] The connecting fittings 8 are composed of a main pillar fixing part 9, which is fixed to the mounting positions of the upper and lower horizontal reinforcements 2, 3 of the main pillars 111a, 111b with fastening parts such as bolts and nuts, and a reinforcement fixing part 10. There are two types of connecting fittings 8: a connecting fitting 8b used at the location where only the horizontal reinforcements 2, 3 are attached, and a connecting fitting 8a used at the location where the horizontal reinforcements 2, 3 and the temporary reinforcement 4 are attached, and the shapes of the reinforcement fixing parts 10 are different. The connecting fittings 8a used at the location where the horizontal reinforcements 2, 3 and the temporary reinforcement 4 are attached are formed with the reinforcement fixing part 10a extending from the main pillar fixing part 9 in the direction where the horizontal reinforcements 2, 3 and the temporary reinforcement 4 are attached. The connecting fittings 8b used at the location where only the horizontal reinforcements 2, 3 are attached are formed with the reinforcement fixing part 10b extending from the main pillar fixing part 9 in the direction where the horizontal reinforcements 2, 3 are attached. The horizontal reinforcements 2, 3 are attached between the main pillar materials 111a, 111b by fixing the reinforcement fixing portion 10 of the connecting fitting 8 to the joint plate 7 of the connecting member 5 with fastening parts such as bolts and nuts. Note that the connecting fitting 8 is not limited to the structure shown in Figures 2 and 3, and other structures may be used as long as they can reliably attach the horizontal reinforcements 2, 3 and the temporary reinforcement 4 to the main pillar materials 111a, 111b.

[0024] 3 shows an example in which the connecting members 5 of the upper and lower horizontal reinforcements 2, 3 are arranged on the outside of the tower 100, but if there is space inside the tower 100 to arrange the connecting members 5, an additional connecting member 5 may be added inside the tower 100 as shown in FIG 4, making the number of connecting members 5 two. In this case, the size of the steel pipe members 6 constituting the connecting members 5 can be reduced. In addition, in an example in which the connecting member 5 of the upper and lower horizontal reinforcements 2, 3 shown in Figure 3 is arranged on the outside of the steel tower 100, if it is necessary to attach the upper and lower horizontal reinforcements 2a, 3a between the opposite main pillar members 111c, 111d, as shown in Figure 5, the main pillar member fixing portions 9, 9 of the connecting fittings 8a, 8b can be extended to a length that allows them to be fixed to the main pillar members 111c, 111d adjacent to the horizontal reinforcements 2, 3 in a vertical direction (up and down direction in the plan view of Figure 5), and reinforcement member fixing portions 10, 10 can be provided near the ends of the extended main pillar member fixing portions 9, 9, and the connecting member 5a of the upper and lower horizontal reinforcements 2a, 3a can be installed between these reinforcement member fixing portions 10, 10.

[0025] The temporary reinforcement material 4 is divided into a first temporary material 11 and a second temporary material 12, as shown in FIG. 1. The first temporary material 11 and the second temporary material 12 are formed of steel pipe members 11c, 12c, as shown in FIG. 6 and FIG. 7, and flange joints 11a, 12a are provided at one end, and connectors 11b, 12b for connecting to the reinforcement fixing portion 10a of the connector 8 are provided at the other end. The connectors 11b, 12b are inserted into the opening of the steel pipe end in the diameter direction and fixed by means of welding or the like. FIG. 8 is a plan view showing an example of the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12. The flange joints 11a, 12a are provided with four or more holes 16 for inserting fastening parts such as bolts and nuts. Note that Fig. 8 shows an example in which the flange joints 11a, 12a are provided with four holes 16 for inserting fastening parts. Note that Figs. 6 and 7 show the first temporary material 11 and the second temporary material 12 formed from a single steel pipe member 11c, 12c, but they may be formed by joining a plurality of steel pipe members 11c, 12c with bolts. In this case, it is possible to adjust the length by changing the number of joined steel pipe members 11c, 12c to match the installation gap dimension of the temporary reinforcement material 4.

[0026] The connector 11b of the first temporary material 11 is fixed to the reinforcement fixing portion 10a of the connecting fitting 8a that fixes the upper horizontal reinforcement 2 with fastening parts such as bolts and nuts, as shown in Fig. 2. The connector 12b of the second temporary material 12 is fixed to the reinforcement fixing portion 10a of the connecting fitting 8a that fixes the lower horizontal reinforcement 3 with fastening parts such as bolts and nuts, as shown in Fig. 9. The total length of the first temporary material 11 and the second temporary material 12 is formed to be slightly shorter than the distance between the reinforcement fixing portions 10a, 10a that fix the first temporary material 11 and the second temporary material 12. When the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12 are arranged facing each other, a gap 13 is provided between the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12, as shown in Fig. 10.

[0027] With a gap 13 provided between the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12, the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12 are connected by a connecting bolt 14. As shown in FIG. 11, the connecting bolt 14 is inserted into two diagonally positioned holes among holes 16 provided in the flange joints 11a, 12a through which fastening parts are inserted. When the connecting bolt 14 is tightened with the gap 13 provided between the flange joints 11a, 12a, each of the flange joints 11a, 12a moves in a direction narrowing the gap 13 between the flange joints 11a, 12a. As a result, stress is introduced in the axial direction of the first temporary material 11 and the second temporary material 12.

[0028] In order to grasp the stress introduced in the axial direction of the first temporary material 11 and the second temporary material 12 by tightening the connecting bolt 14, the first temporary material 11 and the second temporary material 12 were installed on an actual steel tower, and the axial stress introduced in the first temporary material 11 and the second temporary material 12 was measured while gradually increasing the tightening torque of the connecting bolt 14 connecting the flange joints 11a, 12a. FIG. 12 is a diagram showing the relationship between the measured tightening torque of the connecting bolt 14 and the axial stress of the temporary reinforcement material 4 (the first temporary material 11 and the second temporary material 12). As shown in FIG. 12, the relationship between the tightening torque of the connecting bolt 14 and the axial stress of the temporary reinforcement material 4 was such that the stress value of the temporary reinforcement material 4 was proportional to the tightening torque value of the connecting bolt 14. Therefore, axial stress can be introduced into the temporary reinforcement material 4 by the simple method of simply tightening the connecting bolts 14, and the introduced axial stress can be easily controlled by the tightening torque of the connecting bolts 14.

[0029] After introducing a predetermined axial stress into the first temporary material 11 and the second temporary material 12, an adjustment plate 15 of a thickness corresponding to the gap 13 is inserted between the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12, and the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12 are fixed together via the adjustment plate 15 with fastening parts 18 such as bolts and nuts, thereby forming the temporary reinforcement material 4.

[0030] By introducing axial stress into the temporary reinforcement 4, the tensile stress in the web member replacement range A is transmitted as a compressive force to the diagonal member 113a on which it is acting via the main column members 111a, 111b to which the first temporary member 11 and the second temporary member 12 are attached, and the tensile stress acting on the diagonal member 113a is released to an extent that it can be removed, making it possible to replace the diagonal member 113a. Also, at this stage, the stress acting on the web member in the web member replacement range A is borne by the framework (platform structure) formed by the upper and lower horizontal reinforcements 2, 3 and the temporary reinforcement 4, so that the web members 112, 113 other than the diagonal member 113a in the web member replacement range A can also be replaced.

[0031] Next, a method for replacing the web members 112, 113 in the web member replacement range A of the steel tower 100 using the web member replacement device 1 of the present invention having the above-mentioned configuration will be described. Note that a case where tensile stress is acting on the right-upward diagonal member 113a in the web member replacement range A in Fig. 1 will be described.

[0032] In the first step, an upper horizontal reinforcement member 2 is installed between the main pillar materials 111a, 111b near the upper side of the web replacement area A of the tower 100, and a lower horizontal reinforcement member 3 is installed between the main pillar materials 111a, 111b near the lower side of the web replacement area A of the tower 100.

[0033] First, the connecting fittings 8 of the upper horizontal reinforcement 2 are attached to the main pillar materials 111a, 111b near the upper side of the web replacement range A of the steel tower 100. At this time, the connecting fitting 8a, in which the reinforcement fixing portion 10a is formed so as to extend in the direction in which the upper horizontal reinforcement 2 and the temporary reinforcement 4 are attached, is used on the main pillar material 111a side to which the upper horizontal reinforcement 2 and the temporary reinforcement 4 are attached, and the main pillar material fixing portion 9 of the connecting fitting 8a is fixed to the main pillar material 111a with fastening parts such as bolts and nuts. Then, the connecting fitting 8b, in which the reinforcement fixing portion 10b is formed so as to extend in the direction in which the upper horizontal reinforcement 2 is attached, is used on the main pillar material 111b side to which only the upper horizontal reinforcement 2 is attached, and the main pillar material fixing portion 9 of the connecting fitting 8b is fixed to the main pillar material 111b with fastening parts such as bolts and nuts.

[0034] Next, similarly, for the lower horizontal reinforcement 3, the connecting fittings 8 of the lower horizontal reinforcement 3 are attached to the main pillars 111a, 111b near the lower side of the web replacement range A of the steel tower 100. At this time, on the main pillar 111b side where the lower horizontal reinforcement 3 and the temporary reinforcement 4 are attached, a connecting fitting 8a having a reinforcement fixing portion 10a formed so as to extend in the direction where the lower horizontal reinforcement 3 and the temporary reinforcement 4 are attached is used, and the main pillar fixing portion 9 of the connecting fitting 8a and the main pillar 111b are fixed with fastening parts such as bolts and nuts. Then, on the main pillar 111a side where only the lower horizontal reinforcement 3 is attached, a connecting fitting 8b having a reinforcement fixing portion 10b formed so as to extend in the direction where the lower horizontal reinforcement 3 is attached is used, and the main pillar fixing portion 9 of the connecting fitting 8b and the main pillar 111a are fixed with fastening parts such as bolts and nuts.

[0035] Next, the connecting member 5 of the upper horizontal reinforcement 2 is placed between the connecting fittings 8a, 8b attached to the main pillar members 111a, 111b near the top of the web replacement range A, and the reinforcement fixing parts 10a, 10b of the connecting fittings 8a, 8b and the joint plates 7 at both ends of the connecting member 5 are fixed with fastening parts such as bolts and nuts. Similarly, for the lower horizontal reinforcement 3, the connecting member 5 of the lower horizontal reinforcement 3 is placed between the connecting fittings 8a, 8b attached to the main pillar members 111a, 111b near the bottom of the web replacement range A, and the reinforcement fixing parts 10a, 10b of the connecting fittings 8a, 8b and the joint plates 7 at both ends of the connecting member 5 are fixed with fastening parts such as bolts and nuts. This completes the installation of the upper horizontal reinforcement 2 and the lower horizontal reinforcement 3 between the main pillar members 111a, 111b near the top and bottom of the web replacement range A.

[0036] In the second step, the first temporary material 11 constituting the temporary reinforcement material 4 is attached to the location of the main pillar material 111a where the upper horizontal reinforcement material 2 is fixed. The first temporary material 11 is attached to the location of the main pillar material 111a where the upper horizontal reinforcement material 2 is fixed by fixing the connector 11b at the end of the first temporary material 11 to the reinforcement material fixing portion 10a of the connector 8a constituting the upper horizontal reinforcement material 2 with fastening parts such as bolts and nuts.

[0037] In the third step, the second temporary material 12 constituting the temporary reinforcement material 4 is attached to the location where the lower horizontal reinforcement material 3 of the main pillar material 111b is fixed. The second temporary material 12 is attached to the location where the lower horizontal reinforcement material 3 of the main pillar material 111b is fixed by fixing the connector 12b at the end of the second temporary material 12 to the reinforcement material fixing portion 10a of the connector 8a constituting the lower horizontal reinforcement material 3 with fastening parts such as bolts and nuts.

[0038] In the fourth step, the first temporary material 11 attached to the location where the upper horizontal reinforcement 2 of the main column material 111a is fixed in the second step, and the second temporary material 12 attached to the location where the lower horizontal reinforcement 3 of the main column material 111b is fixed in the third step are arranged in a state where the flange joints 11a, 12a at the ends face each other. At this time, a gap 13 is provided between the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12.

[0039] In the fifth step, the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12 are connected with connecting bolts 14. The flange joints 11a, 12a are provided with four or more holes 16 through which fastening parts such as bolts and nuts are inserted. Of these holes 16, the connecting bolts 14 are inserted into two diagonally positioned holes to connect the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12.

[0040] In the sixth step, a predetermined axial stress is introduced to the first temporary material 11 and the second temporary material 12 according to the tightening amount of the connecting bolt 14 based on the relationship between the tightening torque of the connecting bolt 14 and the axial stress of the temporary reinforcement material 4, which is obtained in advance. When the connecting bolt 14 is tightened in a state where a gap 13 is provided between the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12, the flange joints 11a, 12a move in a direction in which the gap 13 between the flange joints 11a, 12a narrows. As a result, stress is introduced in the axial direction of the first temporary material 11 and the second temporary material 12. Since the axial stress value introduced to the first temporary material 11 and the second temporary material 12 is proportional to the tightening torque value of the connecting bolt 14, the introduced axial stress can be managed by the tightening torque of the connecting bolt 14. The axial stress to be introduced into the first temporary material 11 and the second temporary material 12 is set in advance by designing the steel tower 100 under the conditions at the time of the web replacement work, and calculating the stress acting on the temporary reinforcement material 4 and each web material in the web replacement area A.

[0041] In the seventh step, after a predetermined axial stress is introduced into the first temporary material 11 and the second temporary material 12, an adjustment plate 15 having a thickness corresponding to the gap 13 is inserted between the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12 as shown in Fig. 14, and the flange joints 11a, 12a are fixed with fastening parts 18 such as bolts and nuts via the adjustment plate 15 to integrate them, thereby forming the temporary reinforcement material 4. Since the adjustment plate 15 is inserted into the gap 13 between the flange joints 11a, 12a with the connecting bolt 14 inserted therethrough, a notched hole 17 having a width larger than the diameter of the connecting bolt 14 is machined at a position of the adjustment plate 15 where it interferes with the connecting bolt 14 as shown in Fig. 13.

[0042] Through steps 2 to 7, the installation of the temporary reinforcement 4 between the upper horizontal reinforcement 2 and the lower horizontal reinforcement 3 is completed, and a framework consisting of the upper and lower horizontal reinforcement 2, 3 and the temporary reinforcement 4 is formed in the web replacement range A. This framework consisting of the upper and lower horizontal reinforcement 2, 3 and the temporary reinforcement 4 becomes a platform structure in which the upper and lower horizontal reinforcement 2, 3 bears compressive force and the temporary reinforcement 4 bears tensile force, and the stress acting on the web in the web replacement range A is transmitted to the tower components below the web replacement range A via the upper and lower horizontal reinforcement 2, 3 and the temporary reinforcement 4.

[0043] The eighth step is to replace the web members in the web member replacement range A. By introducing a predetermined axial stress to the temporary reinforcement 4, the tensile stress in the web member replacement range A is transmitted as a compressive force to the diagonal member 113a on which it acts via the main column members 111a, 111b to which the first temporary member 11 and the second temporary member 12 are attached, and the tensile stress acting on the diagonal member 113a is released to an extent that it can be removed, making it possible to replace the diagonal member 113a. In addition, at this stage, the stress acting on the web members in the web member replacement range A is borne by the framework (platform structure) formed by the upper and lower horizontal reinforcements 2, 3 and the temporary reinforcement 4, so that the web members 112, 113 other than the diagonal member 113a in the web member replacement range A can also be replaced.

[0044] According to the above-mentioned method for replacing the belly material of the steel tower 100 and the belly material replacement device 1, a framework (plat structure) consisting of the upper and lower horizontal reinforcement members 2, 3 and the temporary reinforcement member 4 is formed in the belly material replacement range A of the steel tower 100 to reinforce the belly material replacement range A, and the axial stress is introduced into the temporary reinforcement member 4 by fastening the connecting bolt 14 connecting the first temporary material 11 and the second temporary material 12, whereby the stress acting on the belly material in the belly material replacement range A through the main column members 111a, 111b to which the temporary reinforcement member 4 is attached is released, and the belly material in the belly material replacement range A can be replaced. Furthermore, the stress acting on the belly material in the belly material replacement range A can be transmitted to the steel tower constituent member below the belly material replacement range A through the upper and lower horizontal reinforcement members 2, 3 and the temporary reinforcement member 4. Therefore, by using the belly material replacement method and the belly material replacement device 1 of the present invention, the belly material to be replaced can be reliably replaced.

[0045] In addition, the temporary reinforcement material 4 is formed as a single unit by introducing a predetermined axial stress into the temporary reinforcement material 4, inserting an adjustment plate 15 into the gap 13 between the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12, and fixing the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12 via the adjustment plate 15 with fastening parts 18, so that the axial stress introduced into the temporary reinforcement material 4 does not decrease even if it is maintained for a long period of time, and it can be used even if the work of replacing the web material takes several days.

[0046] Furthermore, the flange joints 11a, 12a of the first temporary material 11 and the second temporary material 12 are connected by the connecting bolts 14, and a predetermined stress is introduced into the temporary reinforcement material 4 according to the tightening amount of the connecting bolts 14 based on the previously obtained relationship between the tightening torque of the connecting bolts 14 and the axial stress of the temporary reinforcement material 4, so that the axial stress can be introduced into the temporary reinforcement material 4 by the simple method of simply tightening the connecting bolts 14. Furthermore, since the previously obtained relationship between the tightening torque of the connecting bolts 14 and the axial stress of the temporary reinforcement material 4 is such that the stress value of the temporary reinforcement material 4 is proportional to the tightening torque value of the connecting bolts 14, the axial stress introduced into the temporary reinforcement material 4 can be easily controlled by the tightening torque of the connecting bolts 14.

[0047] Furthermore, since the first temporary material 11 and the second temporary material 12 that make up the temporary reinforcement material 4 are formed from steel pipes, they can also be used in cases where the temporary reinforcement material 4 is subjected to a large stress, such as in a large steel tower 100, or where compressive stress is temporarily applied to the temporary reinforcement material 4 due to an earthquake or strong winds during the replacement work of the web material.

[0048] The above-mentioned web member replacement method and web member replacement device 1 for the tower 100 have been described for use in an angle steel tower as shown in Figures 1 to 4, but they can also be used in steel pipe towers by making the main pillar fixing portions 9 of the connecting fittings 8 that constitute the upper and lower horizontal reinforcement members 2, 3 into a structure that can be fixed to a steel pipe main pillar material, such as a band structure. [Explanation of symbols]

[0049] 1 Belt material replacement device 2 Upper horizontal reinforcement 3 Lower horizontal reinforcement 4 Temporary reinforcement materials 5 Connecting members 6 Steel pipe members 7 Joint plate 8 Connection fittings 9 Main pillar fixing part 10 Reinforcement fixing part 11 First temporary construction material 11a Flange joint of first temporary structure 11b Connector for the first temporary material 11c Steel pipe member of the first temporary structure 12 Second temporary construction material 12a Flange joint of second temporary structure 12b Connector for second temporary material 12c Steel pipe member of second temporary structure 13 Gap between flange joints 14 Connecting bolt 15 Adjustment Plate 16 Hole for fastening parts 17 Cutout hole 18 Flange joint fasteners 100 Steel Tower 101 Tower body 102 Arms 111 Main pillar material 111a One of the main columns to which the horizontal brace is attached 111b The other main column to which the horizontal reinforcement is attached 112 Horizontal material 113 Diagonal members A Belt replacement range

Claims

1. Upper and lower horizontal reinforcements are attached between the main pillars near the top and bottom of the area of ​​the steel tower where the web members are to be replaced, A temporary reinforcement material is attached at an angle from a location where the upper horizontal reinforcement material of one main column material is fixed to a location where the lower horizontal reinforcement material of the other main column material is fixed; It is composed of The temporary reinforcement material is divided into a first temporary material and a second temporary material; The first and second temporary materials are formed of steel pipes, and a flange joint is provided at one end of each of the first and second temporary materials, and a connector for connecting the first and second temporary materials to the main pillar material is provided at the other end of each of the first and second temporary materials. The first temporary material and the second temporary material are fixed to the main column material via the connector, and are arranged with the flange joints facing each other and with a predetermined gap provided between the flange joints. the flange joints of the first temporary material and the second temporary material are connected by a connecting bolt for introducing a predetermined axial stress into the first temporary material and the second temporary material according to the tightening amount; The first temporary material and the second temporary material are integrated by inserting an adjustment plate having a thickness corresponding to a gap between the flange joints of the first temporary material and the second temporary material, and fixing the flange joints of the first temporary material and the second temporary material with a fastening part via the adjustment plate; This is a steel tower web material replacement device characterized by the above.

2. A process of attaching upper and lower horizontal reinforcement members between the main pillar members near the top and bottom of the web replacement range of the steel tower; A step of attaching a connector of the first temporary material to a portion where an upper horizontal reinforcement member of one of the main pillar members is fixed; a step of attaching a connector of the second temporary construction material to a portion of the main column material to which the lower horizontal reinforcement material is fixed that is not attached to the first temporary construction material; a step of arranging the flange joints of the first temporary material and the second temporary material so as to face each other and provide a predetermined gap between the flange joints; a step of connecting flange joints of the first temporary material and the second temporary material with connecting bolts; A step of introducing a predetermined axial stress into the first temporary material and the second temporary material in accordance with a tightening amount of the connecting bolt based on a previously obtained relationship between a tightening torque of the connecting bolt and an axial stress of the temporary reinforcement material; a step of inserting an adjustment plate having a thickness corresponding to the gap between the flange joints of the first temporary material and the second temporary material, and fixing and integrating the flange joints of the first temporary material and the second temporary material with a fastening part via the adjustment plate; A process of replacing the belly material in the belly material replacement range; A method for replacing steel tower web members, comprising:

3. the relationship between the tightening torque of the connecting bolt and the axial stress of the temporary reinforcement material obtained in advance is such that the stress value of the temporary reinforcement material is proportional to the tightening torque value of the connecting bolt; The method for replacing the web members of a steel tower according to claim 2.

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