JP2005180082A - Concrete tower - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a concrete tower which can enhance the working efficiency of the construction of the tower, which enables maintenance inspection of prestressing steel to be surely performed with ease, and which can enhance workability in demolition. <P>SOLUTION: The tower body 14 is constituted by vertically stacking a plurality of tubularly formed precast segments 22, 24 and 26. A plurality of bars 32A, 32B, 32C, 32D and 32E of prestressing steel for introducing prestress among the precast segments are arranged in the internal space of the tower body 14 so as to constitute an outer cable structure. Thus, the arrangement and tension of the PC steel can be performed concurrently with the installation of the next precast segment. Additionally, the prestressing steel is arranged outside the member cross section of the precast segment, so that the maintenance inspection of the PC steel can be easily and surely performed, and so that demolition work can be safely and smoothly performed. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

  The present invention relates to a concrete tower in which a concrete tower body is constructed above a footing foundation.

  Conventionally, steel towers are often used in relatively tall towers such as broadcast towers and support towers in wind turbines for wind power generation, but "Patent Document 1" and "Patent Document 2". Concrete towers have also been proposed as described in.

JP 2000-283019 A JP 2002-122066 A

  If such a concrete tower is adopted, not only the rigidity can be increased, but also the corrosion resistance can be increased, so that the maintenance can be facilitated even when the concrete tower is installed in the vicinity of the coast.

  In this concrete tower, a concrete tower main body is constructed above the footing foundation. As described in the above-mentioned "Patent Document 1" and "Patent Document 2," the tower main body is If a plurality of precast segments formed in a cylindrical shape are stacked in the vertical direction, the construction management can be simplified and the construction period can be shortened.

  However, in the concrete towers described in “Patent Document 1” and “Patent Document 2”, a plurality of PCs (that is, prestressed concrete) for introducing prestress between a plurality of precast segments constituting the tower body. ) Since the steel material is arranged as an internal cable structure, there are the following problems.

  That is, when constructing the tower body, when one precast segment is installed, the next precast segment cannot be installed unless all of the joining work of the plurality of PC steel materials to be arranged is completed. There is a problem that work efficiency is not good.

  Moreover, since PC steel materials will be arrange | positioned in the member cross section of a precast segment, there exists a problem that the maintenance inspection of PC steel materials is difficult.

  Furthermore, since there is a possibility of breakage or protrusion of the PC steel material even when the tower is dismantled, it is necessary to pay close attention to work safety and there is a problem that the dismantling operation cannot be performed smoothly.

  The present invention has been made in view of such circumstances, can improve the work efficiency of tower construction, can easily and reliably perform maintenance and inspection of PC steel, and work at the time of dismantling It aims at providing the concrete tower which can also improve property.

  The present invention achieves the above-mentioned object by adopting a configuration in which a pre-stress structure is adopted and a pre-stress that is required at that time is introduced by a predetermined outer cable structure.

That is, the concrete tower according to the present invention is
In a concrete tower in which a concrete tower body is constructed above the footing foundation,
The tower body is configured by vertically stacking a plurality of precast segments formed in a cylindrical shape,
A plurality of PC steel materials for introducing prestress between these precast segments are arranged so as to form an outer cable structure in the internal space of the tower body.

  As long as each of the “precast segments” is formed in a cylindrical shape, the cross-sectional shape is not particularly limited, and each of these “precast segments” is set to have the same cross-sectional shape. Alternatively, the cross-sectional shapes may be different from each other.

  The above-mentioned “outer cable structure” is not particularly limited as long as a plurality of PC steel materials are arranged in the internal space of the tower body.

  As shown in the above configuration, the concrete tower according to the present invention is configured by stacking a plurality of precast segments formed in a cylindrical shape in the vertical direction. Since a plurality of PC steel materials for introducing stress are arranged in the internal space of the tower body so as to constitute an outer cable structure, the arrangement and tension of these PC steel materials and the installation of the next precast segment are performed. Can be done in parallel. As a result, it is possible to shorten the work period without generating a critical critical path in the tower construction work process.

  Further, by adopting such an external cable structure, the PC steel material is disposed outside the cross section of the precast segment, so that the maintenance and inspection of the PC steel material can be performed easily and reliably. At that time, since the PC steel material is disposed in the internal space of the tower body, the corrosion resistance can be sufficiently ensured.

  Furthermore, since the PC steel material can be removed in advance when the tower is dismantled, the risk of breakage or protrusion can be eliminated, and therefore the dismantling operation can be performed safely and smoothly.

  As described above, according to the present invention, it is possible to improve the work efficiency of the tower construction, to easily and reliably perform the maintenance inspection of the PC steel material, and to improve the workability at the time of dismantling.

  In the above configuration, the specific configuration of the outer cable structure is not particularly limited as described above, but the inner circumference of each of the plurality of precast segments located at a predetermined number of steps among the plurality of precast segments. If a fixing protrusion for fixing a plurality of PC steel materials is formed on the surface, prestress can be introduced into several precast segments all at once.

  At that time, a plurality of PC steel material insertion holes are formed in each fixing projection, and this fixing projection is formed in a number larger than the number of PC steel materials fixed to the fixing projection. If the PC steel material insertion hole is formed, the PC steel material can be additionally arranged even after the tower is completed, so that the structural strength of the tower can be easily increased as necessary. As a result, even when the load increases due to changes in the equipment attached to the tower, or when it is necessary to increase the proof stress due to the revision of the structural design standard value, etc., this can be easily handled. it can.

  Further, in the above configuration, the diameter change formed so that the predetermined precast segment located in the middle portion of the plurality of precast segments constituting the tower body is gradually reduced in cross-sectional size from the lower end surface toward the upper end surface. A plurality of precast segments configured by a cylindrical member and positioned below the diameter-changing cylindrical member are configured by a large-diameter cylindrical member having the same cross-sectional size, and a plurality of precast segments positioned above the diameter-changing cylindrical member If the precast segment is composed of a small-diameter cylindrical member having the same cross-sectional size, the following operational effects can be obtained.

  That is, since the sectional force of the tower body is smaller at the upper part, the sectional size is preferably smaller as it approaches the upper end surface. At that time, if the cross-sectional size of the tower body is gradually reduced, the sizes of the precast segments will be different one by one. Therefore, a large number of molds are required to manufacture them, or the structure is complicated. The formwork is necessary.

  On the other hand, between a plurality of precast segments composed of large-diameter cylindrical members having the same cross-sectional size and a plurality of pre-cast segments composed of small-diameter cylindrical members having the same cross-sectional size, If it is set as the structure by which the comprised precast segment is arrange | positioned, since many precast segments can be manufactured with the same formwork installation, construction cost reduction and construction period shortening can be aimed at.

  In addition, the precast segment comprised by this diameter change cylindrical member may be arrange | positioned only in one place of the intermediate part of a tower main body, and may be arrange | positioned in the multiple places.

  Assuming that the inner peripheral surface of the precast segment composed of the diameter-changing cylindrical member is formed with a deflection projection for arranging a plurality of PC steel materials along the inner peripheral surface, the following is achieved. Advantageous effects can be obtained.

  That is, in order to effectively introduce prestress in the outer cable structure, it is preferable to arrange the PC steel material in the vicinity of the inner peripheral surface of the tower body. In the part of the precast segment constituted by members, it is necessary to dispose the PC steel material so as to be deflected. Then, if it is set as the structure by which the projection part for deflection was formed along this inner peripheral surface in the inner peripheral surface of the precast segment comprised by the diameter change cylindrical member, PC steel material will be in the inner peripheral surface vicinity of a tower main body. Can be arranged. At that time, in the outer cable structure, since the PC cable is used as the PC steel material, the PC steel material can be easily arranged partially in a curved shape.

  In this case, an outward force in the radial direction acts on the vicinity of the upper end of the precast segment formed of the diameter-changing cylindrical member by introducing prestress. Then, if it is set as the structure by which the reinforcement steel material extended in the circumferential direction is arrange | positioned in the site | part vicinity of the upper end of this precast segment, it can be made to resist effectively with respect to the radial outward force generate | occur | produced by the introduction of prestress. . Here, as the “reinforcing steel material”, for example, a reinforcing bar or a PC steel material can be adopted.

  In the above configuration, a cylindrical tower base end member is interposed between the footing foundation and the tower body, and prestress due to the inner cable structure is introduced between the tower base end member and the footing base. If the prestress due to the outer cable structure is introduced between the tower base end member and the tower main body, the following operational effects can be obtained.

  In other words, since the footing foundation is generally made of cast-in-place concrete, if the prestress is introduced between the footing foundation and the tower base end member by the inner cable structure, the prestress introduction work is facilitated. It can be carried out. Further, if the prestress is introduced between the tower base end member and the tower main body by the outer cable structure, the tower base end member can be handled in the same manner as each precast segment constituting the tower main body. .

  At that time, the tower base end member is formed larger in diameter than the tower main body, and the upper end portions of the plurality of PC steel materials constituting the inner cable structure are placed on the upper end surface of the tower base end member in the outer space of the tower main body. If fixed, the inner cable structure and the outer cable structure related to the tower base end member can be arranged without interfering with each other.

  In this case, the tower base end member can be configured as a cylindrical precast member. However, if the tower base end member is configured by cast-in-place concrete, the tower can be used without requiring heavy equipment such as a crane. It is possible to easily install the base end member and introduce prestress between the tower base end member and the footing foundation.

  Hereinafter, embodiments of the present invention will be described with reference to the drawings.

  FIG. 1 is a front view showing a concrete tower according to an embodiment of the present invention, and FIG. 2 is a side sectional view thereof. Moreover, FIGS. 3-6 is a figure which shows each process at the time of constructing a concrete tower. Further, FIG. 7 is a detail view of a relevant part of FIG. 3C, and FIG. 8 is a detail view of a relevant part of FIG. 9 is a detailed sectional view taken along the line IX-IX of FIG. 2, FIG. 10A is a detailed sectional view taken along the line Xa-Xa of FIG. 2, and FIG. 10B is a sectional view taken along the line Xb of FIG. FIG. 11C is a detailed cross-sectional view taken along the line XIc-XIc in FIG. 2, and FIG. 11D is a detailed cross-sectional view taken along the line XID-XId in FIG.

  As shown in these drawings, the concrete tower 10 according to the present embodiment is a support tower in the wind turbine 100 for wind power generation, and its overall height is set to a value of about 60 m. The concrete tower 10 has a structure in which a concrete tower body 14 is constructed above a footing foundation 12 via a concrete tower base end member 16. And the wind turbine 100 for wind power generation is comprised by installing the wind power generator 50 which consists of the wing | blade 52 and the generator main body 54 in the upper end part of the tower main body 14 in this concrete tower 10. FIG.

  The footing foundation 12 is a member made of reinforced concrete having cross-shaped legs, and is embedded in the ground 2 so that the upper end surface 12a of the center part is exposed from the ground surface.

  The tower main body 14 is configured as a two-stage rocket-type uneven cylindrical member. That is, the tower main body 14 has a lower region 14A configured as a large diameter portion, an upper region 14B configured as a small diameter portion, and an intermediate region 14C between the lower region 14A and the upper region 14B has a diameter. It is comprised as a change part, The basic thickness is set to the value of about 250 mm over the whole height.

  The lower region 14A is configured by stacking ten precast segments 22 in the vertical direction. Each of these precast segments 22 is composed of a large-diameter cylindrical member having the same cross-sectional size, its height is set to a value of about 2.2 m, and its inner diameter is set to a value of about 3 m. .

  The upper region 14B is configured by stacking twelve precast segments 24 in the vertical direction. Each of these precast segments 24 is composed of a small-diameter cylindrical member having the same cross-sectional size, its height is set to a value of about 2.4 m, and its inner diameter is set to a value of about 2.5 m. Yes. However, the height of the precast segment 24 positioned at the uppermost stage of the upper region 14B is set to a value of about 1.9 m.

  The intermediate region 14 </ b> C is composed of one precast segment 26. The precast segment 26 is composed of a diameter-changing cylindrical member formed so that the cross-sectional size gradually decreases from the lower end surface to the upper end surface, and the height is set to a value of about 2.4 m. The inner diameter is set to a value of about 3 m at the lower end surface and about 2.5 m at the upper end surface.

  In the internal space of the tower main body 14, a plurality of PC steel materials 32A, 32B, 32C, 32D, 32E for introducing prestress between the plurality of precast segments 22, 24, 26 are divided into five sections S1, S2. , S3, S4, S5 are arranged so as to constitute an outer cable structure. This will be described later.

  Of the ten precast segments 22 constituting the lower region 14A, the precast segment 22 located at the fourth and ninth tiers from the bottom has a ring-shaped fixing projection 22a at the lower end of the inner peripheral surface thereof. Is formed. Of the twelve precast segments 24 constituting the upper region 14B, the precast segment 24 located at the second, seventh and uppermost stages from the bottom has a ring-shaped fixing at the lower end portion of the inner peripheral surface thereof. A protrusion 24a for use is formed. Furthermore, ring-shaped deflection projections 26a and 26b are formed on the lower end and the upper end of the inner peripheral surface of the precast segment 26 constituting the intermediate region 14C.

  The tower base end member 16 is made of cast-in-place concrete, and prestress due to the inner cable structure is introduced between the tower base end member 16 and the footing foundation 12. The tower base end member 16 is formed to have a diameter larger than that of the lower region 14A of the tower main body 14, and the upper ends of the plurality of PC steel materials 34 constituting the inner cable structure are formed in the tower base in the outer space of the tower main body 14. The fixing member 62 is used for fixing to the upper end surface 16 a of the end member 16. Each of these PC steel materials 34 is composed of a PC steel rod.

  Further, a prestress due to an outer cable structure described later is introduced between the tower base end member 16 and the tower main body 14. In order to realize this, the upper region of the tower base end member 16 is formed so that the thickness gradually increases toward the upper end surface 16a, and a ring-shaped fixing is formed on the upper end portion of the inner peripheral surface thereof. The protrusion 16b for use is formed.

  A vertically long manhole 16 c is formed in the lower region of the tower base end member 16.

  Next, the outer cable structure disposed in the internal space of the tower body 14 will be described in detail.

  As shown in FIGS. 3C and 9, the fixing protrusion 16 b of the tower base end member 16 and the fixing protrusion of the precast segment 22 located in the fourth step from the bottom in the lower region 14 </ b> A of the tower main body 14. Thirty PC steel materials 32A are arranged in the section S1 between 22a. Each of these PC steel materials 32A is composed of a PC cable, and both ends thereof are fixed to both fixing projections 16b and 22a using a fixing tool 64.

  As shown in FIGS. 4 and 10A, in the lower region 14A of the tower body 14, the fixing projection 22a of the precast segment 22 located at the fourth level from the bottom, and the precast segment 22 positioned at the ninth level. Twenty-six PC steel materials 32B are arranged in the section S2 between the fixing projections 22a. Each of these PC steel materials 32B is composed of a PC cable, and both ends thereof are fixed to both fixing projections 22a and 22a by using a fixing tool 64.

  As shown in FIGS. 5 and 10B, the fixing projection 22a of the precast segment 22 located at the ninth step from the bottom in the lower region 14A of the tower body 14 and the second step from the bottom in the upper region 14B. Twenty-two PC steel materials 32C are disposed in the section S3 between the fixing projection 24a of the precast segment 24 located at the position. Each of these PC steel materials 32C is composed of a PC cable so as to pass through deflection protrusions 26a and 26b formed at the lower end and the upper end of the inner peripheral surface of the precast segment 26 constituting the intermediate region 14C. Both end portions are fixed to the fixing protrusions 22a and 24a by using the fixing tool 64.

  As shown in FIGS. 6 and 11C, in the upper region 14B of the tower main body 14, the fixing projection 24a of the precast segment 24 located at the second level from the bottom, and the precast segment 24 positioned at the seventh level. 18 PC steel materials 32D are arranged in a section S4 between the fixing projection 24a. Each of these PC steel materials 32D is constituted by a PC cable, and both ends thereof are fixed to both fixing projections 24a and 24a by using a fixing tool 64.

  As shown in FIGS. 6 and 11 (d), the fixing projection 24a of the precast segment 24 located at the seventh step from the bottom in the upper region 14B of the tower body 14 and the precast segment 24 located at the uppermost step thereof are provided. Twelve PC steel materials 32E are arranged between the fixing projections 24a. Each of the PC steel materials 32E is composed of a PC cable, and both ends thereof are fixed to the fixing protrusions 24a and 24a by using a fixing tool 64.

  9, 10 (a), 11 (c) and 11 (d), the fixing protrusion 16b of the tower base end member 16 and the fixing protrusions 22a and 24a of the precast segments 22 and 24 are 60 PC steel material insertion holes 16d, 22b, and 24b are formed at equal intervals in the circumferential direction.

  Further, as shown in FIG. 10B, the deflection projections 26a and 26b formed on the lower end and the upper end of the inner peripheral surface of the precast segment 26 constituting the intermediate region 14C of the tower body 14 are also provided with 60 The PC steel material insertion holes 26c and 26d are formed at equal intervals in the circumferential direction.

  At that time, as shown in FIG. 8, the PC steel material insertion hole 26 c located at the lower end is formed in a curved shape that protrudes radially outward, and the PC steel material insertion hole 26 d located at the upper end is It is formed in a convex curve shape inward in the radial direction. Diaboro tubes 36 and 38 are inserted into the PC steel material insertion holes 26c and 26d.

  As shown in the figure, three reinforcing steel members 40 extending in the circumferential direction are arranged at predetermined intervals in the vertical direction in the vicinity of the upper end of the precast segment 26. Each of these reinforcing steel members 40 is composed of a PC cable.

  As shown in FIG. 6, a ring-shaped generator installation portion 24 c is formed at the upper end portion of the inner peripheral surface of the precast segment 24 positioned at the uppermost stage in the upper region 14 </ b> B of the tower body 14. And the generator main body 54 of the wind power generator 50 is being fixed to this generator installation part 24c via the bracket 56 by bolting.

  Next, the construction process of the concrete tower 10 according to the present embodiment will be described.

  First, as shown in FIG. 3A, the ground 2 where the wind turbine 100 for wind power generation is to be installed is excavated, and a footing foundation 12 is constructed of cast-in-place concrete on the bottom surface of the excavation hole 2a. Buried. At this time, the center upper end surface 12a of the footing foundation 12 is exposed from the ground surface, and a plurality of PC steel materials 34 are projected upward in the vertical direction.

  Next, the tower base end member 16 is constructed with cast-in-place concrete on the upper end surface 12a of the center portion of the footing foundation 12, as shown in FIG. At that time, the plurality of PC steel materials 34 are tensioned, and the upper end portions thereof are fixed to the upper end surface 16 a of the tower base end member 16.

  Next, as shown in FIG. 7C and FIG. 7, a part of the tower main body 14 is constructed on the upper end surface 16 a of the tower base end member 16.

  That is, the four precast segments 22 from the first stage to the fourth stage of the lower region 14A of the tower body 14 are stacked in the vertical direction. Then, the lower end portion of each PC steel material 32A is inserted into the PC steel material insertion hole 16d of the fixing projection 16b of the tower base end member 16 and fixed to the lower end surface thereof, and the upper end portion of each PC steel material 32A is Are inserted into the PC steel material insertion holes 22b of the fixing projections 22a of the precast segment 22 in the fourth stage, and each PC steel material 32A is tensioned by the tensioning jack 110, and then the upper end surface of the fixing projection 22a. By fixing, a prestress is introduced into a section S1 between the fixing projection 16b of the tower base end member 16 and the fixing projection 22a of the precast segment 22 in the fourth stage from the bottom.

  At that time, in this section S1, 30 PC steel materials 32A are arranged, but as shown in FIG. 9, these PC steel materials 32A are in relation to 60 PC steel material insertion holes 16d (and 22b). Insert every other.

  In parallel with the introduction of the prestress in the section S1, the precast segments 22 in the fifth and subsequent stages are sequentially stacked on the upper end surface of the precast segment 22 in the fourth stage from the bottom.

  Then, as shown in FIG. 4, when the precast segment 22 from the bottom to the ninth stage is stacked, the fixing projection 22a of the fourth stage precast segment 22 from the bottom and the fixing of the ninth stage precast segment 22 from the bottom. Each PC steel 32B is arranged in the section S2 between the projecting portions 22a, and prestress is introduced in the same manner as in the section S1.

  At this time, although 26 PC steel materials 32B are arranged in this section S2, as shown in FIG. 10 (a), these PC steel materials 32B are PCs with respect to 60 PC steel material insertion holes 22b. The insertion position of the steel material 32A is removed so that it is inserted every other or every third.

  In parallel with the introduction of the prestress in the section S2, the next precast segment is sequentially stacked on the upper end surface of the ninth precast segment 22 from the bottom.

  Then, as shown in FIG. 5, the tenth stage (that is, the uppermost stage) precast segment 22 of the lower region 14A, the precast segment 26 constituting the intermediate region 14C of the tower body 14, and the upper region 14B of the tower body 14 When the first-stage and second-stage precast segments 24 from the bottom are sequentially stacked, the fixing projection 22a of the ninth-stage precast segment 22 from the lower area 14A and the second-stage precast from the lower area 14B. Each PC steel 32C is arranged in the section S3 between the fixing protrusion 24a of the segment 24, and prestress is introduced in the same manner as in the section S1.

  However, in this section S3, the intermediate portion of each PC steel material 32C is arranged so as to be inserted through the PC steel material insertion holes 26c, 26d of the deflection projections 26a, 26b of the precast segment 26.

  At this time, 22 PC steel materials 32C are arranged in the section S3. As shown in FIG. 10B, these PC steel materials 32C are provided with 60 PC steel material insertion holes 26c, 26d (and 22b). ), The insertion position of the PC steel material 32B is removed, and every other or every third steel material 32B is inserted.

  In parallel with the introduction of prestress in this section S3, the third and subsequent precast segments 24 are sequentially stacked on the upper end surface of the second precast segment 24 from below the upper region 14B.

  Then, as shown in FIG. 6, when the precast segment 24 from the bottom to the seventh stage is stacked, the fixing projection 24a of the second stage precast segment 24 from the bottom and the fixing of the seventh stage precast segment 24 from the bottom are fixed. Each PC steel 32D is arranged in the section S4 between the projecting portions 24a, and prestress is introduced in the same manner as in the section S1.

  At this time, 18 PC steel materials 32D are arranged in this section S4. As shown in FIG. 11 (c), these PC steel materials 32D are PCs with respect to 60 PC steel material insertion holes 24b. The insertion position of the steel material 32C is removed so that it is inserted every other or every third.

  In parallel with the introduction of prestress in this section S4, the eighth and subsequent precast segments 24 are sequentially stacked on the upper end surface of the seventh precast segment 24 from the bottom.

  Then, as shown in FIG. 6, when the uppermost precast segment 24 is stacked, the fixing projection 24 a of the seventh precast segment 24 and the fixing projection 24 a of the uppermost precast segment 24 are arranged. Each PC steel 32E is arranged in the middle section S5, and prestress is introduced in the same manner as the section S1.

  At this time, 12 PC steel materials 32E are arranged in this section S5. As shown in FIG. 11 (d), these PC steel materials 32E are PCs with respect to 60 PC steel material insertion holes 24b. The steel material 32D is inserted every third or every fifth so as to remove the insertion position.

  And the construction of the concrete tower 10 is completed by the above process.

  As described in detail above, the concrete tower 10 according to the present embodiment is configured such that the tower body 14 is formed by stacking a plurality of precast segments 22, 24, 26 formed in a cylindrical shape in the vertical direction. A plurality of PC steel materials 32A, 32B, 32C, 32D, and 32E for introducing prestress between these precast segments 22, 24, and 26 constitute an outer cable structure in the internal space of the tower body 14. Since it is arrange | positioned, arrangement | positioning and tension | tensile_strength of these PC steel materials 32A, 32B, 32C, 32D, 32E and installation of the next precast segment 22, 24, 26 can be performed in parallel. As a result, it is possible to shorten the work period without generating a critical critical path in the tower construction work process.

  In addition, by adopting such an external cable structure, the PC steel materials 32A, 32B, 32C, 32D, and 32E are disposed outside the member cross sections of the precast segments 22, 24, and 26. Therefore, the PC steel materials 32A, 32B, Maintenance and inspection of 32C, 32D, and 32E can be performed easily and reliably. At that time, the PC steel materials 32A, 32B, 32C, 32D, and 32E are disposed in the internal space of the tower main body 14, so that sufficient corrosion resistance can be ensured.

  Furthermore, since the PC steel materials 32A, 32B, 32C, 32D, and 32E can be removed in advance at the time of tower dismantling, the risk of breakage and protrusion can be eliminated, and therefore dismantling work should be performed safely and smoothly. Can do.

  As described above, according to the present embodiment, the work efficiency of tower construction can be increased, and maintenance and inspection of the PC steel materials 32A, 32B, 32C, 32D, and 32E can be easily and reliably performed, and at the time of dismantling Workability can also be improved.

  In the present embodiment, a plurality of PC steel materials 32A, 32B, on the inner peripheral surface of each of the plurality of precast segments 22, 24 located at a predetermined number of steps among the plurality of precast segments 22, 24, 26, Since fixing protrusions 22a and 24a for fixing 32C, 32D, and 32E are formed, prestress can be introduced into several precast segments 22, 24, and 26 at once.

  At that time, each of the fixing protrusions 22a and 24a has 30 PC steel material insertion holes 22b, which is larger than the number of PC steels 32A, 32B, 32C, 32D, and 32E fixed to the fixing protrusions 22a and 24a. 24b are formed, it is possible to additionally arrange the PC steel materials 32A, 32B, 32C, 32D, and 32E even after the tower is completed. As a result, the structural strength of the concrete tower 10 can be easily increased as necessary, so that when the load increases due to a change in the equipment attached to the concrete tower 10 or the structural design reference value is revised. Even when it is necessary to increase the proof stress in terms of design, it is possible to easily cope with this.

  Moreover, in this embodiment, the cross-sectional size of the precast segment 26 located in the middle part among the plurality of precast segments 22, 24, 26 constituting the tower body 14 gradually decreases from the lower end surface toward the upper end surface. And a plurality of precast segments 22 positioned below the precast segment 26 are composed of large diameter cylindrical members having the same cross-sectional size, Since the plurality of precast segments 24 located above the precast segment 26 are made of small-diameter cylindrical members having the same cross-sectional size, the plurality of precast segments 22, 24, and 26 are manufactured using three types of formwork equipment. Thus, the construction cost can be reduced and the construction period can be shortened.

  Furthermore, in this embodiment, since the protrusion parts 26a and 26b for deflection | deviation are formed in the lower end part and upper end part of the internal peripheral surface of the precast segment 26 along this internal peripheral surface, several PC steel materials 32C are attached. It can arrange | position in the inner peripheral surface vicinity of the tower main body 14. FIG. At this time, a PC cable is used as the PC steel material 32C, and a plurality of PC steel material insertion holes 26c, 26d are formed in the deflection protrusions 26a, 26b in a curved shape, so that the PC steel material 32C Can be deflected and arranged without difficulty. Moreover, since the Diaboro tubes 36 and 38 are inserted into the PC steel material insertion holes 26c and 26d, the PC steel material 32C can be inserted smoothly.

  In the vicinity of the upper end of the precast segment 26, a radially outward force acts by introducing prestress, but since three reinforcing steel members 40 extending in the circumferential direction are disposed in the vicinity of the upper end, It is possible to effectively resist the radially outward force generated by the introduction of prestress. At this time, since each of these reinforcing steel members 40 is composed of a PC cable, a sufficient reinforcing effect can be obtained.

  In the concrete tower 10 according to the present embodiment, a cylindrical tower base end member 16 is interposed between the footing foundation 12 and the tower main body 14, and between the tower base end member 16 and the footing foundation 12. Since prestress due to the inner cable structure is introduced and prestress due to the outer cable structure is introduced between the tower base end member 16 and the tower main body 14, the following operational effects can be obtained. .

  That is, by introducing the prestress between the footing foundation 12 made of cast-in-place concrete and the tower base end member 16 by the inner cable structure, the prestress introduction work can be easily performed. Further, by introducing prestress between the tower base end member 16 and the tower main body 14 by the outer cable structure, the tower base end member 16 is connected to each of the precast segments 22, 24, 26 constituting the tower main body 14. It can be handled similarly.

  At this time, in this embodiment, the tower base end member 16 is formed to have a larger diameter than the tower main body 14, and the upper end portions of the plurality of PC steel materials 34 constituting the inner cable structure are outside the tower main body 14. Since it is fixed to the upper end surface of the tower base end member 16 in the space, the inner cable structure and the outer cable structure related to the tower base end member 16 can be arranged without interfering with each other.

  Moreover, since the tower base end member 16 is made of cast-in-place concrete, the tower base end member 16 can be installed and the tower base end member 16 and the footing foundation 12 can be installed without requiring heavy equipment such as a crane. It is possible to easily introduce prestress in between.

  In addition, the height of the concrete tower 10 and the dimensions of its constituent members, the number of PC steel materials 32A, 32B, 32C, 32D, 32E, the number of precast segments 22, 24, 26, etc. are specifically described in this embodiment. Of course, the values are not limited to the values described above, and other appropriate values may be set.

  By the way, in the said embodiment, although each precast segment 22,24,26 demonstrated as what has circular cross-sectional shape, it has cross-sectional shape of other cross-sectional shapes (for example, polygon etc.). Even in this case, it is possible to obtain the same effect as the above embodiment.

  In the above-described embodiment, the fixing protrusions 22a and 24a have been described as being formed at the lower end of the inner peripheral surface of the precast segments 22 and 24. For example, it may be configured to be formed on the upper end portion or the like.

  Furthermore, in the said embodiment, although the tower main body 14 was demonstrated as what was comprised as a two-stage rocket type | mold uneven cylindrical member, the precast segment 26 comprised with the diameter change cylindrical member is used as the tower main body 14. It is also possible to configure a multistage rocket type or a multistage rocket type stepped cylindrical member having a plurality of intermediate portions. By adopting such a configuration, a tower shape corresponding to the cross-sectional force can be realized even when the scale of the concrete tower 10 increases.

  Moreover, in the said embodiment, although each precast segment 22, 24, 26 was demonstrated as what is a cylindrical integral molded product, it is set as the structure formed by joining the several fan-shaped segment divided | segmented into the circumferential direction. It is also possible.

  When such a configuration is adopted, the following operational effects can be obtained.

  That is, as the scale of the concrete tower 10 increases, the size and weight of the precast segment alone increase accordingly, and it may be difficult to transport on a general road. Therefore, transportation to the construction site is performed in the state of fan-shaped segments. At the construction site, a plurality of fan-shaped segments are joined to produce a precast segment, and these can be stacked one after another, so that it can be transported on a general road. Easy to do.

  At this time, as a method of joining the fan-shaped segments, for example, the PC cable is arranged to be inserted in the circumferential direction with respect to the plurality of fan-shaped segments aligned in the circumferential direction, and prestressed using a predetermined fixing tool. It is possible to join by introducing. Thus, if it joins using an internal cable structure, a some fan-shaped segment can be firmly integrated as a cylindrical precast segment.

  In addition, in the said embodiment, although the concrete tower 10 demonstrated as what was a support tower in the windmill 100 for wind power generation, also when it is a broadcast tower and other towers, the effect similar to the said embodiment is acquired. be able to.

The front view which shows the concrete tower which concerns on one Embodiment of this invention Side sectional view showing the concrete tower The figure which shows the process of constructing the above-mentioned concrete tower (the 1) The figure which shows the process of constructing the above-mentioned concrete tower (the 2) The figure which shows the process of building the above-mentioned concrete tower (the 3) The figure which shows the process of constructing the above-mentioned concrete tower (the 4) Detailed view of the main part of FIG. Detailed view of the main part of FIG. Detailed cross-sectional view taken along line IX-IX in Fig. 2 (A) is a detailed sectional view taken along line Xa-Xa in FIG. 2, and (b) is a detailed sectional view taken along line Xb-Xb in FIG. (C) is a detailed sectional view taken along line XIc-XIc in FIG. 2, and (d) is a detailed sectional view taken along line XId-XId in FIG.

Explanation of symbols

2 ground 2a excavation hole 10 concrete tower 12 footing foundation 12a center upper end surface 14 tower main body 14A lower region 14B upper region 14C intermediate region 16 tower base end member 16a upper end surface 16b fixing projection 16c manhole 16d PC steel material insertion hole 22, 24, 26 Precast segment 22a, 24a Fixing protrusion 22b, 24b PC steel material insertion hole 24c Generator installation portion 26a, 26b Deflection protrusion 26c, 26d PC steel material insertion hole 32A, 32B, 32C, 32D, 32E PC steel material 34 PC steel 36, 38 Diaboro tube 40 Reinforced steel 50 Wind power generator 52 Wing 54 Generator main body 56 Bracket 62, 64 Fixing tool 100 Wind turbine for wind power generation 110 Tension jack S1, S2, S3, S4, S5 Section

Claims (9)

In a concrete tower in which a concrete tower body is constructed above the footing foundation,
The tower body is configured by vertically stacking a plurality of precast segments formed in a cylindrical shape,
A concrete tower characterized in that a plurality of PC steel materials for introducing prestress between these precast segments are arranged so as to constitute an outer cable structure in the internal space of the tower body.   A fixing projection for fixing the plurality of PC steel materials is formed on the inner peripheral surface of each of the plurality of precast segments located at a predetermined number of steps among the plurality of precast segments. The concrete tower according to claim 1.   3. The concrete tower according to claim 2, wherein each of the fixing protrusions has a number of PC steel material insertion holes larger than the number of the PC steel materials fixed to the fixing protrusions. The predetermined precast segment located in the middle part among the plurality of precast segments is composed of a diameter-changing cylindrical member formed so that the cross-sectional size gradually decreases from the lower end surface toward the upper end surface,
The plurality of precast segments positioned below the diameter-changing cylindrical member are formed of large-diameter cylindrical members having the same cross-sectional size, and the plurality of precast segments positioned above the diameter-changing cylindrical member have a cross-section The concrete tower according to any one of claims 1 to 3, wherein the concrete tower is formed of a small-diameter cylindrical member having the same size.   A deflection projection for arranging the plurality of PC steel materials along the inner peripheral surface is formed on the inner peripheral surface of the precast segment composed of the diameter-changing cylindrical member. The concrete tower according to claim 4.   The concrete tower according to claim 5, wherein a reinforcing steel material extending in the circumferential direction is disposed in a vicinity of an upper end of the precast segment formed of the diameter-changing cylindrical member. A cylindrical tower base end member is interposed between the footing foundation and the tower body,
Prestress due to the inner cable structure is introduced between the tower base end member and the footing foundation, and prestress due to the outer cable structure is introduced between the tower base end member and the tower body. The concrete tower according to any one of claims 1 to 6, wherein The tower base end member is formed to have a larger diameter than the tower main body,
The concrete tower according to claim 7, wherein upper end portions of a plurality of PC steel materials constituting the inner cable structure are fixed to an upper end surface of the tower base end member in an external space of the tower main body.   9. The concrete tower according to claim 7, wherein the tower base end member is made of cast-in-place concrete.

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