JP2007071097A - Construction method of wind power generation tower - Google Patents

Construction method of wind power generation tower Download PDF

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JP2007071097A
JP2007071097A JP2005258766A JP2005258766A JP2007071097A JP 2007071097 A JP2007071097 A JP 2007071097A JP 2005258766 A JP2005258766 A JP 2005258766A JP 2005258766 A JP2005258766 A JP 2005258766A JP 2007071097 A JP2007071097 A JP 2007071097A
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tower
wind power
power generation
tower body
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JP4701047B2 (en
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Masahiro Sugata
昌宏 菅田
Atsushi Habasaki
淳 羽場崎
Hisahiro Nakamura
尚弘 中村
Hideo Sato
秀雄 佐藤
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Takenaka Komuten Co Ltd
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    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02B—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO BUILDINGS, e.g. HOUSING, HOUSE APPLIANCES OR RELATED END-USER APPLICATIONS
    • Y02B10/00—Integration of renewable energy sources in buildings
    • Y02B10/30—Wind power
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/70—Wind energy
    • Y02E10/72—Wind turbines with rotation axis in wind direction
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/70—Wind energy
    • Y02E10/728—Onshore wind turbines

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Abstract

<P>PROBLEM TO BE SOLVED: To provide a construction method of a wind power generation tower very superior in workability, safety and economic efficiency by constructing the enlarged wind power generation tower of about 40 to 120 m while wholly dispensing with a large crane and a large-scale temporary member by performing installation work of a wind power generator such as a nacelle and a rotor blade in a relatively low place of an aboveground part of about 20 m to 30 m. <P>SOLUTION: This wind power generation tower is constructed by a step of installing the wind power generator such as the nacelle 4 and the rotor blade 5 in a head part of an inside tower body 1 by fixing an outside tower body 2 to a foundation 3 by constructing the tower bodies 1 and 2 of two bodies slidably combined inside and outside in the vertical direction in a nesting system, and a step of binding a lower end part 11 of the inside tower body 1 to an upper end part 20a of the outside tower body 2 in the stage of reaching a rising limit by lifting the inside tower body 1 by taking reaction to the outside tower body 2. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

この発明は、風力発電タワーの構築方法の技術分野に属し、更に云えば、４０ｍ〜１２０ｍ程度の高さを有する大型化した風力発電タワーの構築方法に関する。   The present invention belongs to the technical field of a method for constructing a wind power tower, and more specifically, relates to a method for constructing a large-sized wind power tower having a height of about 40 m to 120 m.

電気エネルギー源としての風力発電は、地球温暖化や酸性雨の原因となるガスを排出しないクリーンエネルギー源として社会的要求が高くなってきている。近年では、風の強さは高度が高くなる程強くなり、ひいては利用するエネルギーが増大することから、風力発電タワーの大型化（高層化）が要請されている。   Wind power generation as an electrical energy source has been increasingly demanded by society as a clean energy source that does not emit gas that causes global warming and acid rain. In recent years, the strength of the wind increases as the altitude increases, and as a result, the amount of energy used increases. Therefore, there is a demand for an increase in the size (higher height) of the wind power generation tower.

従来、風力発電タワーの構築方法に関する技術は、下記する特許文献１〜３のように種々開示されている。   Conventionally, various technologies related to a method for constructing a wind power generation tower have been disclosed as in Patent Documents 1 to 3 described below.

特許文献１には、プレキャストコンクリート部材を下方から順次上方に向かって積み上げてタワーを構築した後、大型クレーンでナセル（発電機本体）、ローターブレード等の風力発電機器を吊り上げ、前記タワーの最頂部に据え付ける技術が開示されている。   In Patent Document 1, a tower is constructed by stacking precast concrete members sequentially from the bottom upward, and then a wind turbine generator such as a nacelle (generator body) and a rotor blade is lifted by a large crane, and the top of the tower The technology to be installed in is disclosed.

特許文献２には、大型クレーンを使用しないで、仮設したせり上げ装置を利用して風力発電タワーを構築する技術が開示されている。   Patent Document 2 discloses a technique for constructing a wind power generation tower using a temporary lifting device without using a large crane.

特許文献３には、小型のトラッククレーンを使用して、ブロック分けした塔体構造物およびナセル、ローターブレード等の風力発電機器を持ち上げて組み立てることに至便のクライミング装置と、これを利用して風力発電タワーを構築する技術が開示されている。   Patent Document 3 discloses a climbing device that is convenient for lifting and assembling block-structured tower structures and wind power generators such as nacelles and rotor blades using a small truck crane, and wind power using the climbing device. A technique for constructing a power generation tower is disclosed.

特開２００４−１１２１０号公報JP 2004-11210 A 特開２００１−２５４６６８号公報JP 2001-254668 A 特開２００３−１８４７３０号公報JP 2003-184730 A

上記特許文献１に係る技術を用いて大型化した風力発電タワーを構築するには、以下のような問題があった。
１）タワーの最頂部に据え付けるナセルは大重量であるが故に、これを４０ｍ〜１２０ｍ程度の高さまで吊り上げるには、大型のクレーンが不可欠となる。このような大型クレーンは台数が非常に少なく、また大型クレーンを安定して設置するための地盤改良工事や地盤補強工事などに多大な労力と時間が必要になり経済性が悪いという問題があった。
２）大型クレーンによるローターブレードのナセルへの据付に際し、風が強いとローターブレードが風の影響を受け易いために、多大な時間を要したり、作業を中止することが多かった。特に、風力発電タワーを設置する場所は、山岳地帯や離島などの強風地帯であり、これら強風地帯で、４０ｍ〜１２０ｍ程度の高さまでローターブレードを吊り上げ、且つナセルへの据え付け作業を行うことは大変至難であり、作業に長期間を有するという問題があった。
３）大型クレーンの使用は、建設費が嵩むだけでなく、建設現場までの搬入が困難という問題がある。特に、風力発電タワーを設置する場所は、山岳地帯や離島などの交通アクセスの不便な場所が多く、この問題は顕著である。 In order to construct a large-sized wind power generation tower using the technique according to Patent Document 1, the following problems have occurred.
1) Since the nacelle installed at the top of the tower is heavy, a large crane is indispensable for lifting it to a height of about 40 m to 120 m. The number of such large cranes is very small, and there is a problem in that it requires a lot of labor and time for ground improvement work and ground reinforcement work for stably installing large cranes, resulting in poor economic efficiency. .
2) When installing the rotor blade on the nacelle with a large crane, if the wind was strong, the rotor blade was likely to be affected by the wind, so it took a lot of time or the work was often stopped. In particular, wind power generation towers are installed in high-wind areas such as mountainous areas and remote islands, and it is very difficult to lift rotor blades up to a height of about 40m to 120m and install them on nacelles in these high-wind areas. There was a problem that it was difficult and had a long period of work.
3) The use of a large crane not only increases the construction cost, but also has a problem that it is difficult to carry it to the construction site. In particular, there are many places where wind power generation towers are installed, such as mountainous areas and remote islands, which are inconvenient for traffic access, and this problem is remarkable.

特許文献２に係る技術は、大型クレーンを使用しないで実施できる点は注目できるとしても、４０ｍ〜１２０ｍ程度の高さを有する大型化した風力発電タワーを構築するには、同等高さの大掛かりなせり上げ装置（仮設部材）を構築しなければならず、工期が長期化する上にコストが膨大に嵩むという問題がある。また、大掛かりなせり上げ装置は、風力発電タワーを構築した後は解体・撤去して大量の建設廃棄物となるので、環境的にも問題がある。   Although it can be noted that the technology according to Patent Document 2 can be implemented without using a large crane, it is not necessary to construct a large-scale wind power generation tower having a height of about 40 m to 120 m. There is a problem that a lifting device (temporary member) must be constructed, and the construction period is prolonged and the cost is enormous. In addition, the large lifting device has a problem in terms of the environment because it is dismantled and removed after building the wind power generation tower and becomes a large amount of construction waste.

特許文献３に係る技術は、小型のトラッククレーンを使用して、ブロック分けした塔体構造物およびナセル、ローターブレード等の風力発電機器を持ち上げて組み立てることを内容とする技術であるから、４０ｍ〜１２０ｍ程度の高さを有する大型化した風力発電タワーの構築に適用可能な技術とは到底認めがたい。   The technology according to Patent Document 3 is a technology that uses a small truck crane to lift and assemble block-structured tower structures and wind power generators such as nacelles and rotor blades. It is hard to recognize that this technology can be applied to the construction of a large-scale wind power tower having a height of about 120 m.

本発明の目的は、ナセル及びローターブレード等の風力発電機器の据え付け作業を地上２０ｍ〜３０ｍ程度の比較的低所で行うことにより、大型クレーンおよび大掛かりな仮設部材を一切不要とし、それでいて４０〜１２０ｍ程度の大型化した風力発電タワーを構築することができる、施工性及び安全性並びに経済性に非常に優れた風力発電タワーの構築方法を提供することである。   The object of the present invention is to perform installation work of wind power generators such as nacelles and rotor blades in a relatively low place of about 20 m to 30 m above the ground, thereby eliminating the need for large cranes and large temporary members, yet 40 to 120 m It is an object of the present invention to provide a method for constructing a wind power generation tower that is capable of constructing a wind power generation tower that is large in size and that is extremely excellent in workability, safety, and economy.

上記課題を解決するための手段として、請求項１に記載した発明に係る風力発電タワーの構築方法は、図１Ａ〜Ｄに示したように、上下方向にスライド可能に内外に組み合わせた２体の塔体１、２を入れ子式に構築し、外側の塔体２を基礎３に固定し、内側の塔体１の頭部にナセル４、ローターブレード５等の風力発電機器を据え付けるステップと、
前記内側の塔体１を、前記外側の塔体２に反力をとって上昇させ、上昇限度に到達した段階で、前記内側の塔体１の下端部１１を前記外側の塔体２の上端部２０ａに緊結するステップにより風力発電タワーを構築することを特徴とする。 As a means for solving the above-mentioned problem, the construction method of the wind power generation tower according to the invention described in claim 1 is, as shown in FIGS. Building the tower bodies 1 and 2 in a nested manner, fixing the outer tower body 2 to the foundation 3, and installing wind power generators such as nacelle 4 and rotor blades 5 on the head of the inner tower body 1;
The inner tower body 1 is raised against the outer tower body 2 by a reaction force, and the lower end portion 11 of the inner tower body 1 is moved to the upper end of the outer tower body 2 when reaching the rising limit. It is characterized by constructing a wind power generation tower by a step tightly coupled to the section 20a.

請求項２に記載した発明に係る風力発電タワーの構築方法は、図９〜図１４に示したように、上下方向にスライド可能に内外に組み合わせた複数の塔体３０、４０、５０を入れ子式に構築し、最も外側の塔体５０を基礎３に固定し、最も内側の塔体３０の頭部にナセル４、ローターブレード５等の風力発電機器を据え付けるステップと、
最も内側の塔体３０を、その外側に隣接する塔体４０に反力をとって上昇させ、上昇限度に到達した段階で、前記内側の塔体３０の下端部３０ａをその外側に隣接する塔体４０の上端部４０ｂに緊結し、次いで前記外側の塔体４０を更に外側の塔体５０に反力をとって上昇させ、上昇限度に到達した段階で、前記外側の塔体４０の下端部４０ａを更に外側の塔体５０の上端部５０ｂに緊結する工程を、最も外側の塔体５０の内側に隣接する塔体４０を上昇させるまで順次行うステップにより風力発電タワーを構築することを特徴とする。 The construction method of the wind power generation tower according to the invention described in claim 2 is a method of nesting a plurality of tower bodies 30, 40, 50 that are slidable in the vertical direction and combined inside and outside, as shown in FIGS. 9 to 14. And fixing the outermost tower body 50 to the foundation 3 and installing wind power generators such as the nacelle 4 and the rotor blade 5 on the head of the innermost tower body 30;
The innermost tower 30 is lifted by a reaction force to the tower 40 adjacent to the outside, and when the upper limit is reached, the lower end 30a of the inner tower 30 is placed adjacent to the outside. The outer tower 40 is tightly coupled to the upper end 40b of the body 40, and then the outer tower 40 is further raised against the outer tower 50 by a reaction force. When the upper limit is reached, the lower end of the outer tower 40 is reached. 40a is further connected to the upper end 50b of the outer tower body 50, and the wind power generation tower is constructed by sequentially performing the steps of raising the tower body 40 adjacent to the inner side of the outermost tower body 50. To do.

請求項３に記載した発明は、請求項１又は２に記載した風力発電タワーの構築方法において、塔体１を上昇させる手段は、その外側に隣接する塔体自体を反力架台としてリフトアップ、又はプッシュアップすることを特徴とする。   The invention described in claim 3 is the wind power generation tower construction method according to claim 1 or 2, wherein the means for raising the tower body 1 lifts up the tower body adjacent to the outside as a reaction force frame, Or it is characterized by pushing up.

請求項４に記載した発明は、請求項１〜３のいずれか一に記載した風力発電タワーの構築方法において、上昇する塔体の外側面と、その外側に隣接する塔体の内側面のいずれか一方にガイドを鉛直方向に設け、他方に前記ガイドに沿ってスライド可能なレールを鉛直方向に設けることを特徴とする。   According to a fourth aspect of the present invention, in the wind power tower construction method according to any one of the first to third aspects, any one of the outer side surface of the rising tower body and the inner side surface of the tower body adjacent to the outer side of the tower body. One of them is provided with a guide in the vertical direction, and the other is provided with a rail that can slide along the guide in the vertical direction.

請求項５に記載した発明は、請求項１〜４のいずれか一に記載した風力発電タワーの構築方法において、塔体を上昇させる際のバランス制御は、塔体周辺に設置したウィンチにより行うことを特徴とする。   The invention described in claim 5 is the wind power tower construction method according to any one of claims 1 to 4, wherein the balance control when raising the tower body is performed by a winch installed around the tower body. It is characterized by.

請求項６に記載した発明は、請求項１〜５のいずれか一に記載した風力発電タワーの構築方法において、塔体は、プレキャストコンクリート部材を鉛直方向に積み上げて構築することを特徴とする。   The invention described in claim 6 is characterized in that, in the wind power generation tower construction method according to any one of claims 1 to 5, the tower body is constructed by stacking precast concrete members in the vertical direction.

請求項７に記載した発明は、請求項１〜６のいずれか一に記載した風力発電タワーの構築方法において、塔体の外形は、寸胴形状、又はテーパー形状とし、水平断面形状は、円形状、又は多角形状とすることを特徴とする。   The invention described in claim 7 is the construction method of the wind power generation tower according to any one of claims 1 to 6, wherein the outer shape of the tower body is a cylindrical shape or a tapered shape, and the horizontal sectional shape is a circular shape. Or a polygonal shape.

請求項１〜７に記載した発明に係る風力発電タワーの構築方法によれば、風力発電タワーの構成要素である塔体を、上下方向にスライド可能に内外に組み合わせた入れ子式に構築するので、ナセル及びローターブレード等の風力発電機器の据え付け作業を地上２０ｍ〜３０ｍ程度の比較的低所で行うことができ、それでいて４０ｍ〜１２０ｍ程度の高さを有する大型化した風力発電タワーを構築することができる。また、前記風力発電機器の据え付け作業を地上２０ｍ〜３０ｍ程度の比較的低所で行うことができるので、大型クレーンおよび大掛かりな仮設部材が一切不要となり、工期も短縮でき、施工性及び安全性並びに経済性に非常に優れている。さらに、仮設部材等に起因する建設廃棄物も極力少なくして実施できるので、環境性にも優れている。   According to the construction method of the wind power tower according to the invention described in claims 1 to 7, because the tower body, which is a component of the wind power tower, is constructed in a nested manner that is slidable in the vertical direction and combined inside and outside, Installation of wind power generators such as nacelles and rotor blades can be performed in a relatively low place of about 20m to 30m above the ground, and yet a large wind power generation tower having a height of about 40m to 120m can be constructed. it can. Moreover, since the installation work of the wind power generator can be performed in a relatively low place of about 20 m to 30 m above the ground, a large crane and a large temporary member are not required at all, the construction period can be shortened, the workability and safety, It is very economical. Furthermore, since construction waste caused by temporary members and the like can be reduced as much as possible, the environment is excellent.

また、前記風力発電機器が劣化等して取り替える必要が生じたときは、構築時と逆の工程を行い、風力発電機器の取り替え作業をやはり、地上２０ｍ〜３０ｍ程度の比較的低所でスムーズに行うことができるので、大型クレーンおよび大掛かりな仮設部材は必要とせず、工期も短縮でき、施工性及び安全性並びに経済性に非常に優れている。   In addition, when the wind power generation equipment needs to be replaced due to deterioration or the like, the process reverse to that at the time of construction is performed, and the replacement work of the wind power generation equipment is still smooth in a relatively low place of about 20 m to 30 m above the ground. Since it can be performed, a large crane and a large temporary member are not required, the construction period can be shortened, and the construction workability, safety, and economic efficiency are extremely excellent.

本発明に係る風力発電タワーの構築方法は、上述した発明の効果を奏するべく、以下のように実施される。   The method for constructing a wind power generation tower according to the present invention is implemented as follows in order to achieve the effects of the above-described invention.

図１Ａ〜Ｄは、請求項１に記載した発明に係る風力発電タワーの構築方法の実施例を段階的に示している。   1A to 1D show stepwise examples of a method for constructing a wind power tower according to the first aspect of the present invention.

この実施例１に係る風力発電タワーの構築方法は、上下方向にスライド可能に内外に組み合わせた２体の塔体１、２を入れ子式に構築し（図１Ｂ参照）、外側の塔体２を基礎３に固定し、内側の塔体１の頭部にナセル４、ローターブレード５等の風力発電機器を据え付ける（図１Ｃ参照）。次に、前記内側の塔体１を、前記外側の塔体２に反力をとって上昇させ、上昇限度に到達した段階で、前記内側の塔体１の下端部１１を前記外側の塔体２の上端部２０ａに緊結して風力発電タワーを構築する（請求項１記載の発明）。   In the construction method of the wind power generation tower according to the first embodiment, two tower bodies 1 and 2 combined inside and outside so as to be slidable in the vertical direction are constructed in a nested manner (see FIG. 1B), and the outer tower body 2 is constructed. It fixes to the foundation 3 and wind power generators, such as a nacelle 4 and the rotor blade 5, are installed in the head of the inner tower 1 (refer FIG. 1C). Next, the inner tower body 1 is raised against the outer tower body 2 by a reaction force, and when the upper limit is reached, the lower end portion 11 of the inner tower body 1 is moved to the outer tower body. The wind power generation tower is constructed by being tightly coupled to the upper end portion 20a of the second (invention of claim 1).

具体的に、前記風力発電タワーの構築方法は、先ず、図１Ａに示したように、山岳地帯や離島などの強風地帯における風力発電タワーを設置するのに好適な場所に基礎３を構築し、当該基礎３上に、前記内側の塔体（以下適宜、トップタワーと云う。）１を構築する。   Specifically, in the construction method of the wind power tower, first, as shown in FIG. 1A, the foundation 3 is constructed in a place suitable for installing the wind power tower in a strong wind zone such as a mountainous area or a remote island, On the foundation 3, the inner tower body (hereinafter referred to as a top tower as appropriate) 1 is constructed.

前記トップタワー１は、現場近辺の工場で製作した１体当たり高さ３．０ｍ、外径２．５ｍ、重量１５０ｋＮ程度の円筒形のプレキャストコンクリート部材（以下、ＰＣａ部材と云う。）１０を複数体（図示例では７体）用意し、１２００ｋＮ級程度のトラッククレーンを使用して鉛直方向に積み上げて構築している（請求項６記載の発明）。   The top tower 1 includes a plurality of cylindrical precast concrete members (hereinafter referred to as PCa members) 10 each having a height of 3.0 m, an outer diameter of 2.5 m, and a weight of about 150 kN manufactured at a factory near the site. The body (seven in the illustrated example) is prepared, and is constructed by stacking in the vertical direction using a truck crane of about 1200 kN class (the invention according to claim 6).

前記ＰＣａ部材１０同士の接合方式としては種々考えられるが、この実施例１では、図２Ａ、Ｂに示したような、重ね継ぎ手方式（上下方向に鉄筋１０ａをラップさせて接合する方式）を採用し、ＰＣａ部材１０と鉄筋１０ａとの隙間には、高強度モルタル等のグラウト材（図示省略）を充填して実施している。また、前記トップタワー１の最も下位に位置するＰＣａ部材１０の下端部には、リフトアップ用のコンクリート製（或いは鋼製）のベース部材１１（外径３．０６ｍ）を同心円配置で取り付けている。前記ベース部材１１は、リフトアップ時の荷重を均等に分散させる作用を奏する。なお、前記ベース部材１１は、前記トップタワー１の下端部を閉塞する円盤状で実施しているが、これに限定されず、前記トップタワー１の下端部の外側に沿ってリング状に設けて実施してもよい。   Various methods of joining the PCa members 10 are conceivable. In the first embodiment, a lap joint method (a method of joining the reinforcing bars 10a in the vertical direction) as shown in FIGS. 2A and 2B is adopted. The gap between the PCa member 10 and the reinforcing bar 10a is filled with a grout material (not shown) such as high-strength mortar. A base member 11 (outer diameter: 3.06 m) made of concrete for lift-up is attached in a concentric arrangement to the lower end of the PCa member 10 positioned at the lowest position of the top tower 1. . The base member 11 has an effect of evenly distributing the load during lift-up. In addition, although the said base member 11 is implemented in the disk shape which obstruct | occludes the lower end part of the said top tower 1, it is not limited to this, It is provided in the ring shape along the outer side of the lower end part of the said top tower 1. You may implement.

以上のようにして構築したトップタワー１は、２０ｍ程度の高さを有し、アンカーボルト等の仮固定部材（図示省略）を利用して、前記基礎３に仮固定する。   The top tower 1 constructed as described above has a height of about 20 m and is temporarily fixed to the foundation 3 using a temporary fixing member (not shown) such as an anchor bolt.

なお、前記トップタワー１（ＰＣａ部材１０）は、寸胴形状で実施しているが、上方に向かって漸次先細状のテーパー形状で実施することもできる。また、水平断面形状は、円形状で実施しているが、多角形状で実施することもできる（請求項７記載の発明）。   In addition, although the said top tower 1 (PCa member 10) is implemented by the size cylinder shape, it can also be implemented by the taper shape of a taper gradually toward upper direction. Moreover, although the horizontal cross-sectional shape is implemented in a circular shape, it can also be implemented in a polygonal shape (the invention according to claim 7).

次に、図１Ｂと図３に示したように、前記内側の塔体（トップタワー）１を取り囲む形態で、外側の塔体（以下適宜、ボトムタワーと云う。）２を、平面方向から見て前記ベース部材１１の外周面に沿って同心円配置で構築する。   Next, as shown in FIG. 1B and FIG. 3, the outer tower body (hereinafter referred to as a bottom tower as appropriate) 2 is viewed from the plane direction in a form surrounding the inner tower body (top tower) 1. Then, it is constructed in a concentric arrangement along the outer peripheral surface of the base member 11.

前記ボトムタワー２は、現場近辺の工場で製作した１体当たり高さ２．５ｍ、外径３．８ｍ、重量１５０ｋＮ程度の円筒形のＰＣａ部材２０を複数体（図示例では８体）用意し、１２００ｋＮ級程度のトラッククレーンを使用して、前記重ね継ぎ手方式により、鉛直方向に積み上げて構築している。また、前記ボトムタワー２（高さ２０ｍ程度）の最も下位に位置するＰＣａ部材２０の下端部は、所謂ＰＣ圧着方式により、基礎３と緊結して固定している。さらに、前記ボトムタワー２の最も上位に位置するＰＣａ部材２０の上端部には、その内周面に、リフトアップ用の油圧ジャッキ６を設置するための突出部（架台）２０ａが、ほぼ等間隔にバランス良く３箇所設けられている。この実施例１に係る前記突出部２０ａは、予めＰＣａ部材２０と一体成形され、前記トップタワー１の外周面に届く程度の水平長さを有する。なお、前記突出部２０ａは、３箇所に限定されるものではなく、４箇所以上にバランス良く設けて実施することもできるし、前記ＰＣａ部材２０の内周面全面にリング状に設けて実施することもできる。   The bottom tower 2 is provided with a plurality (8 in the illustrated example) of cylindrical PCa members 20 each having a height of 2.5 m, an outer diameter of 3.8 m, and a weight of about 150 kN manufactured at a factory near the site. A truck crane of about 1200 kN class is used and stacked in the vertical direction by the lap joint method. Further, the lower end portion of the PCa member 20 positioned at the lowest position of the bottom tower 2 (having a height of about 20 m) is fastened and fixed to the foundation 3 by a so-called PC crimping method. Further, at the upper end portion of the PCa member 20 positioned at the uppermost position of the bottom tower 2, a protruding portion (frame) 20 a for installing the lift-up hydraulic jack 6 is provided at substantially equal intervals on the inner peripheral surface thereof. Three places are provided in good balance. The protruding portion 20a according to the first embodiment is integrally formed with the PCa member 20 in advance and has a horizontal length enough to reach the outer peripheral surface of the top tower 1. The protrusions 20a are not limited to three locations, and can be provided with a good balance in four or more locations, or provided in a ring shape over the entire inner peripheral surface of the PCa member 20. You can also

かくして、前記トップタワー１と前記ボトムタワー２は、上下方向にスライド可能に内外に組み合わせた入れ子式に構築されると共に、前記トップタワー１の下端部に設けたベース部材１１と、前記ボトムタワー２の上端部に設けた突出部２０ａとがガイド的な働きをして水平変位を拘束し、安定した状態でトップタワー１を上昇させることができる構造となるのである。   Thus, the top tower 1 and the bottom tower 2 are constructed in a nesting manner in which the top tower 1 and the bottom tower 2 are slidable in the vertical direction, and the base member 11 provided at the lower end of the top tower 1, and the bottom tower 2. The projecting portion 20a provided at the upper end portion of the plate acts as a guide to restrain the horizontal displacement, and the top tower 1 can be raised in a stable state.

次に、図１Ｃに示したように、前記ボトムタワー２の突出部２０ａの上面にリフトアップ用の油圧ジャッキ（センターホールジャッキ）６をバランスよく所要の台数（本実施例では３台）設置する。そして、各油圧ジャッキ６…と、リフトアップするトップタワー１のベース部材１１とを、前記トップタワー１の外周面とボトムタワー２の内周面との間に鉛直方向に吊り下げされたワイヤロープ、ＰＣ鋼より線、ロッド等の揚重用連結材７で繋ぐ。   Next, as shown in FIG. 1C, a required number (three in this embodiment) of lift-up hydraulic jacks (center hole jacks) 6 are installed on the upper surface of the protruding portion 20a of the bottom tower 2 in a balanced manner. . And each hydraulic jack 6 ... and the base member 11 of the top tower 1 to be lifted up are wire ropes suspended vertically between the outer peripheral surface of the top tower 1 and the inner peripheral surface of the bottom tower 2. , It is connected with a connecting material 7 for lifting such as a stranded wire and a rod of PC steel.

前記揚重用連結材７は、その上端部を、前記突出部２０ａに予め設けた通し孔及び前記油圧ジャッキ６へ通し当該油圧ジャッキ６を利用して固定し、その下端部を前記ベース部材１１に予め設けた通し孔へ鉛直方向に通し、定着ナット等の掛け止め部材を利用して前記ベース部材１１に固定する。   The lifting connecting member 7 has its upper end fixed to the base member 11 by passing through the through-hole provided in the projecting portion 20 a and the hydraulic jack 6 and fixing the lower end to the base member 11. It passes through a through-hole provided in advance in the vertical direction and is fixed to the base member 11 using a latching member such as a fixing nut.

次に、図１Ｃに示したように、前記トップタワー１の頭部にナセル４、ローターブレード５等の風力発電機器をクレーン（図示省略）を利用して据え付ける。   Next, as shown in FIG. 1C, wind power generators such as a nacelle 4 and a rotor blade 5 are installed on the head of the top tower 1 using a crane (not shown).

この実施例１によると、通常、１０００ｋＮは超える大重量の風力発電機器を、前記トップタワー１の高さ、即ち２０ｍ程度の高さ揚重すれば足りるので、大型のクレーンを使用する必要は一切ない。ちなみに、前記ローターブレード５の１枚当たりのブレード長は、構築する風力発電タワーの高さの１／２程度が好適とされ、この実施例１では、２０ｍの長さのブレードが使用されている。図１Ｃに示した状態でローターブレード５を仮固定すると、前記ブレード長の鉛直高さは１０ｍ（２０ｍ×ｃｏｓ６０°）程度となり、少なくとも地上１０ｍ以上の高さで据付ける必要がある。一方、前記トップタワー１の高さは２０ｍ程度である。よって、前記ローターブレード５は、地面に衝突する等の支障もなく安全に据え付けることができるのである。   According to the first embodiment, it is usually sufficient to lift a heavy wind power generation apparatus having a heavy weight exceeding 1000 kN to the height of the top tower 1, that is, about 20 m. Therefore, it is not necessary to use a large crane at all. Absent. Incidentally, the blade length per one of the rotor blades 5 is preferably about ½ of the height of the wind power tower to be constructed. In this embodiment, a blade having a length of 20 m is used. . When the rotor blade 5 is temporarily fixed in the state shown in FIG. 1C, the vertical height of the blade length is about 10 m (20 m × cos 60 °), and it is necessary to install at least 10 m above the ground. On the other hand, the height of the top tower 1 is about 20 m. Therefore, the rotor blade 5 can be safely installed without any trouble such as collision with the ground.

以下に、前記トップタワー１を上昇させる工程を説明する。   Below, the process of raising the top tower 1 will be described.

前記ナセル４、ローターブレード５等の風力発電機器を据え付け、入れ子式に構築したトップタワー１及びボトムタワー２について、図１Ｄに示したように、前記トップタワー１を、前記ボトムタワー２の突出部２０ａ上に設置した油圧ジャッキ６を利用して、所定の高さまでリフトアップする作業を開始する（請求項３記載の発明）。   As shown in FIG. 1D, the top tower 1 and the bottom tower 2 constructed by installing the wind power generators such as the nacelle 4 and the rotor blade 5 in a nested manner are arranged so that the top tower 1 is the protruding portion of the bottom tower 2. The work of lifting up to a predetermined height is started using the hydraulic jack 6 installed on 20a (the invention according to claim 3).

ここで、前記風力発電機器を据え付けたトップタワー１の重心位置は、構築する風力発電タワーの重心位置とは一致せず、リフトアップ時に偏心荷重が生じる。この偏心荷重を相殺してリフトアップをスムーズに行うために、バランス制御用のステーワイヤー８を使用することが安全上好ましい。このステーワイヤー８は、ウィンチ９を用い、リフトアップ用の油圧ジャッキ６と連動させながら制御する。また、前記ウィンチ９（ステーワイヤー８）は、必要に応じて１箇所から複数箇所設置して実施する（請求項５記載の発明）。   Here, the position of the center of gravity of the top tower 1 on which the wind turbine generator is installed does not coincide with the position of the center of gravity of the wind power generation tower to be constructed, and an eccentric load is generated during lift-up. In order to cancel the eccentric load and smoothly lift up, it is preferable for safety to use the balance wire 8 for balance control. The stay wire 8 is controlled using a winch 9 in conjunction with a hydraulic jack 6 for lift-up. Further, the winch 9 (stay wire 8) is installed from one place to a plurality of places as necessary (the invention according to claim 5).

かくして、前記突出部２０ａ上の油圧ジャッキ６を作動させて、前記揚重用連結材７及びこれに吊り支持されたベース部材１１を徐々に上昇移動（リフトアップ）させて前記トップタワー１を上昇させる。前記トップタワー１は、ガイド的な働きをし水平変位を拘束する前記ベース部材１１及び前記突出部２０ａと、バランス制御する前記ステーワイヤー８及び前記ウィンチ９により、安定した状態で徐々に上昇させることができる。   Thus, the hydraulic jack 6 on the protruding portion 20a is operated, and the top tower 1 is lifted by gradually moving the lift connecting member 7 and the base member 11 suspended and supported thereon (lift up). . The top tower 1 is gradually raised in a stable state by the base member 11 and the protruding portion 20a that act as a guide and restrains horizontal displacement, and the stay wire 8 and the winch 9 that perform balance control. Can do.

また、前記トップタワー１を更に安定した状態で（特には、無回転のまま）上昇させるべく、図４に示したように、前記トップタワー１の外側面に、水平断面がコ字形状のガイド１ａを鉛直方向に設け、前記ボトムタワー２の内側面に前記ガイド１ａに沿ってスライド可能なレール２ａを鉛直方向に設けて実施することが好ましい。勿論、前記トップタワー１の外側面にレール２ａを設け、前記ボトムタワー２の内側面にガイド１を設けて実施することもできる。なお、前記ガイド１ａ及びレール２ａの水平断面形状は図示例に限定されるものではなく、前記トップタワー１を無回転のままボトムタワー２に沿って上昇させることができる形状であればよい（請求項４記載の発明）。   Further, in order to raise the top tower 1 in a more stable state (especially with no rotation), as shown in FIG. 4, a guide having a U-shaped horizontal cross section is formed on the outer surface of the top tower 1. 1a is provided in the vertical direction, and a rail 2a that is slidable along the guide 1a on the inner surface of the bottom tower 2 is preferably provided in the vertical direction. Of course, the rail 2a may be provided on the outer side surface of the top tower 1 and the guide 1 may be provided on the inner side surface of the bottom tower 2. The horizontal cross-sectional shapes of the guide 1a and the rail 2a are not limited to the illustrated examples, and may be any shape that can raise the top tower 1 along the bottom tower 2 without rotation. Item 4).

前記油圧ジャッキ６によるリフトアップ作業は、前記トップタワー１のベース部材１１の上面が、前記ボトムタワー２の突出部２０ａの下面に当接するまで行う。前記油圧ジャッキ６によるリフトアップ作業が終了した後は、図５Ａ、Ｂに示したように、前記油圧ジャッキ６から緊結用鋼材１２へ徐々にトップタワー１の荷重を盛り替え、前記トップタワー１のベース部材１１とボトムタワー２の突出部２０ａとの緊結作業を行い、かくして、高さが４０ｍ程度の風力発電タワーの構築作業を完了する。   The lift-up operation by the hydraulic jack 6 is performed until the upper surface of the base member 11 of the top tower 1 comes into contact with the lower surface of the protruding portion 20a of the bottom tower 2. After the lift-up operation by the hydraulic jack 6 is finished, as shown in FIGS. 5A and 5B, the load of the top tower 1 is gradually changed from the hydraulic jack 6 to the binding steel member 12, and the top tower 1 Tightening work between the base member 11 and the protruding portion 20a of the bottom tower 2 is performed, and thus the construction work of the wind power generation tower having a height of about 40 m is completed.

具体的に、この実施例１に係る緊結作業は、前記突出部２０ａとベース部材１１に予め穿設しておいた鉛直方向のボルト孔を一致させ、当該ボルト孔に高力ボルト１２ａを挿入し、ナット１２ｂで締め付け固定し、必要に応じて、底面部の前記ベース部材１１と側面部の前記ＰＣａ部材２０とが形成する凹部にコンクリートを打設することにより、前記トップタワー１とボトムタワー２とを構造的に一体化している。ちなみに、前記突出部２０ａ及びベース部材１１に設けた前記ボルト孔の一部は、前記揚重用連結材７の通し孔として使用される。   Specifically, in the tightening work according to the first embodiment, the projecting portion 20a and the vertical bolt hole previously drilled in the base member 11 are matched, and the high-strength bolt 12a is inserted into the bolt hole. The top tower 1 and the bottom tower 2 are fixed by tightening with a nut 12b, and if necessary, concrete is placed in a recess formed by the base member 11 on the bottom surface and the PCa member 20 on the side surface. Are structurally integrated. Incidentally, a part of the bolt hole provided in the projecting portion 20 a and the base member 11 is used as a through hole of the lifting connecting member 7.

前記緊結手段は勿論これに限定されず、前記トップタワー１とボトムタワー２とを構造的に一体化できる方法であればよい。例えば、図６Ａ、Ｂに示したように、前記ベース部材１１と突出部２０ａの双方に埋め込まれた縦筋１３ａと前記突出部２０ａを貫通する横筋１３ｂとから成る緊結用鉄筋１３にコンクリートを打設して、前記トップタワー１とボトムタワー２とを構造的に一体化して実施してもよい。また、図７に示したように、前記突出部２０ａに水平方向に貫通するＩ形鋼（又はＨ形鋼）１４を設け、前記ベース部材１１に立設する鋼管１５と溶接及びボルト等の接合手段で一体化して実施してもよい。さらに、図８に示したように、前記ベース部材１１と前記ＰＣａ部材２０に予め、ベース部材１１の上面が、前記ボトムタワー２の突出部２０ａの下面に当接する際に一致するボルト孔１６を水平方向に穿設しておき、前記ボルト孔１６に鋼材（図示省略）を挿入してロックする態様で緊結し、必要に応じて、底面部の前記ベース部材１１と側面部の前記ＰＣａ部材２０とが形成する凹部にコンクリートを打設することにより、前記トップタワー１とボトムタワー２とを構造的に一体化して実施してもよい。   Of course, the fastening means is not limited to this, and any method can be used as long as the top tower 1 and the bottom tower 2 can be structurally integrated. For example, as shown in FIGS. 6A and 6B, concrete is applied to the binding rebar 13 composed of the vertical bars 13a embedded in both the base member 11 and the protrusions 20a and the horizontal bars 13b passing through the protrusions 20a. And the top tower 1 and the bottom tower 2 may be structurally integrated. Further, as shown in FIG. 7, an I-shaped steel (or H-shaped steel) 14 penetrating in the horizontal direction is provided in the projecting portion 20a, and a steel pipe 15 standing on the base member 11 is joined with welding and bolts. You may implement by integrating by a means. Further, as shown in FIG. 8, the base member 11 and the PCa member 20 are previously provided with bolt holes 16 that coincide when the upper surface of the base member 11 comes into contact with the lower surface of the protruding portion 20a of the bottom tower 2. It is drilled in the horizontal direction, and is fastened in such a manner that a steel material (not shown) is inserted into the bolt hole 16 and locked, and if necessary, the base member 11 on the bottom surface portion and the PCa member 20 on the side surface portion. The top tower 1 and the bottom tower 2 may be structurally integrated and carried out by placing concrete in the recess formed by.

以上説明したように、上記実施例１によれば、風力発電タワーの構成要素である塔体（トップタワー１及びボトムタワー２）を、上下方向にスライド可能に内外に組み合わせた入れ子式に構築するので、ナセル４及びローターブレード５等の風力発電機器の据え付け作業を地上２０ｍ程度の比較的低所で行うことができ、それでいて４０ｍ程度の高さを有する風力発電タワーを構築することができる。また、前記風力発電機器の据え付け作業を地上２０ｍ程度の比較的低所で行うことができるので、大型クレーンおよび大掛かりな仮設部材が一切不要となり、工期も短縮でき、施工性及び安全性並びに経済性に非常に優れている。さらに、仮設部材等に起因する建設廃棄物も極力少なくして実施できるので、環境性にも優れている。   As described above, according to the first embodiment, the towers (the top tower 1 and the bottom tower 2), which are constituent elements of the wind power generation tower, are constructed in a nested manner that is slidable in the vertical direction and combined inside and outside. Therefore, the installation work of the wind power generators such as the nacelle 4 and the rotor blade 5 can be performed in a relatively low place of about 20 m above the ground, and a wind power generation tower having a height of about 40 m can be constructed. Moreover, since the installation work of the wind power generator can be performed in a relatively low place of about 20 m above the ground, a large crane and a large temporary member are not required at all, the construction period can be shortened, workability, safety and economic efficiency. Very good. Furthermore, since construction waste caused by temporary members and the like can be reduced as much as possible, the environment is excellent.

また、前記風力発電機器が劣化等して取り替える必要が生じたときは、構築時と逆の工程を行う。即ち、前記ベース部材１１とＰＣａ部材２０との緊結状態を解除し、前記トップタワー１を地上に到達するまで下降させた後に取り替え作業を行う。よって、風力発電機器の取り替え作業は、やはり地上２０ｍ程度の比較的低所で行うことができるので、大型クレーンおよび大掛かりな仮設部材は必要とせず、工期も短縮でき、施工性及び安全性並びに経済性に非常に優れている。   Further, when the wind power generation equipment needs to be replaced due to deterioration or the like, the reverse process of the construction is performed. That is, the tightening state between the base member 11 and the PCa member 20 is released and the top tower 1 is lowered until reaching the ground, and then the replacement work is performed. Therefore, since the replacement work of the wind power generation equipment can be performed at a relatively low place of about 20 m above the ground, a large crane and a large temporary member are not required, the construction period can be shortened, workability, safety, and economy. It is very excellent in sex.

なお、この実施例１では、前記トップタワー１を、前記ボトムタワー２の上端部に反力をとりリフトアップする手段で上昇させているが、これに限定されず、前記ベース部材１１の下面部の外周縁部に油圧ジャッキを設置し、前記ボトムタワー２の内側面に設けた反力ピースを利用してプッシュアップする手段で上昇させることもできる（請求項３記載の発明）。また、前記トップタワー１及びボトムタワー２はコンクリート製で実施しているが、これに限定されず、鉄筋コンクリート製、鉄骨コンクリート製、コンクリート充填鋼管などタワーを構築できるものであれば、材質は特に限定されない。さらに、前記トップタワー１及びボトムタワー２は所謂めくら壁で実施しているが、開口部を設けて実施することも勿論できる。以下の実施例２についても同様の技術的思想とする。   In the first embodiment, the top tower 1 is lifted by means of lifting up the reaction force on the upper end of the bottom tower 2. However, the present invention is not limited to this, and the bottom surface of the base member 11 is not limited thereto. A hydraulic jack can be installed on the outer peripheral edge of the bottom tower 2 and lifted by means of a push-up using a reaction force piece provided on the inner surface of the bottom tower 2 (invention according to claim 3). The top tower 1 and the bottom tower 2 are made of concrete. However, the material is not particularly limited as long as the tower can be constructed such as reinforced concrete, steel concrete, concrete filled steel pipe. Not. Furthermore, although the top tower 1 and the bottom tower 2 are implemented by so-called blind walls, it is of course possible to provide an opening. The same technical idea applies to Example 2 below.

図９Ａ〜Ｃは、請求項２に記載した発明に係る風力発電タワーの構築方法の実施例を段階的に示している。請求項２に係る風力発電タワーの構築方法は、上記した請求項１と比して、風力発電タワーの構成要素である塔体を複数（具体的には３体以上）用いて実施することが主に相違する。   9A to 9C show step by step an embodiment of a method for constructing a wind power tower according to the invention described in claim 2. The construction method of the wind power generation tower according to claim 2 can be carried out by using a plurality of towers (specifically, three or more) that are constituent elements of the wind power generation tower as compared with claim 1 described above. Mainly different.

すなわち、この実施例２に係る風力発電タワーの構築方法は、上下方向にスライド可能に内外に組み合わせた複数（この実施例では３体）の塔体３０、４０、５０を入れ子式に構築し（図９Ａ参照）、最も外側の塔体５０を基礎３に固定し、最も内側の塔体３０の頭部にナセル４、ローターブレード５等の風力発電機器を据え付ける（図９Ａ参照）。次に、前記最も内側の塔体３０を、その外側に隣接する塔体４０に反力をとって上昇させ、上昇限度に到達した段階で、前記内側の塔体３０の下端部３０ａをその外側に隣接する塔体４０の上端部４０ｂに緊結し、次いで前記外側の塔体４０を更に外側の塔体５０に反力をとって上昇させ、上昇限度に到達した段階で、前記外側の塔体４０の下端部４０ａを更に外側の塔体５０の上端部５０ｂに緊結する工程を、最も外側の塔体５０の内側に隣接する塔体４０を上昇させるまで順次行うことにより、風力発電タワーを構築する。なお、この実施例２では３体の塔体で実施しているが、勿論４体以上で実施することもできる。（請求項２記載の発明）。   That is, the construction method of the wind power generation tower according to the second embodiment is constructed by nesting a plurality of (three in this embodiment) tower bodies 30, 40, and 50 which are combined inside and outside so as to be slidable in the vertical direction ( 9A), the outermost tower body 50 is fixed to the foundation 3, and wind power generators such as the nacelle 4 and the rotor blade 5 are installed on the head of the innermost tower body 30 (see FIG. 9A). Next, the innermost tower body 30 is lifted by taking a reaction force against the tower body 40 adjacent to the outer side, and when the upper limit is reached, the lower end portion 30a of the inner tower body 30 is moved to the outer side. The outer tower 40 is fastened to the upper end 40b of the tower 40 adjacent to the outer tower 40, and then the outer tower 40 is raised against the outer tower 50 by a reaction force, and when the upper limit is reached, the outer tower 40 is reached. The wind power generation tower is constructed by sequentially performing the step of fastening the lower end portion 40a of 40 to the upper end portion 50b of the outer tower body 50 until the tower body 40 adjacent to the inner side of the outermost tower body 50 is raised. To do. In addition, in this Example 2, although it implements with three tower bodies, of course, it can also implement with four bodies or more. (Invention of Claim 2).

具体的に、前記風力発電タワーの構築方法は、先ず、図９Ａに示したように、山岳地帯や離島などの強風地帯における風力発電タワーを設置するのに好適な場所に基礎３を構築し、当該基礎３上に、前記最も内側の塔体（以下適宜、トップタワーと云う。）３０を構築する。   Specifically, in the construction method of the wind power generation tower, first, as shown in FIG. 9A, the foundation 3 is constructed in a place suitable for installing the wind power generation tower in a high wind area such as a mountainous area or a remote island, On the foundation 3, the innermost tower body (hereinafter, referred to as a top tower as appropriate) 30 is constructed.

前記トップタワー３０は、現場近辺の工場で製作した１体当たり高さ３．０ｍ、外径２．５ｍ、重量１５０ｋＮ程度の円筒形のＰＣａ部材を複数体（本実施例では１０体）用意し、１２００ｋＮ級程度のトラッククレーンを使用して鉛直方向に積み上げて構築している（請求項６記載の発明）。前記ＰＣａ部材同士の接合方式としては種々考えられるが、この実施例２では、上記実施例１と同様に、重ね継ぎ手方式を採用し、ＰＣａ部材と鉄筋との隙間には、高強度モルタル等のグラウト材を充填して実施している。また、前記トップタワー３０の最も下位に位置するＰＣａ部材の下端部には、図１０Ａに示したように、上記実施例１と同様に、ベース部材３０ａ（外径３．０６ｍ）を同心円配置で取り付けている。なお、前記ベース部材３０ａは、前記トップタワー３０の下端部を閉塞する円盤状で実施しているが、これに限定されず、前記トップタワー３０の下端部の外側に沿ってリング状に設けて実施してもよい。   The top tower 30 is prepared by a plurality of PCa members (10 in this embodiment) having a height of 3.0 m, an outer diameter of 2.5 m, and a weight of about 150 kN, which are manufactured at a factory near the site. It is constructed by stacking in the vertical direction using a truck crane of about 1200 kN class (invention of claim 6). Various methods of joining the PCa members are conceivable. In Example 2, as in Example 1 above, a lap joint method is adopted, and in the gap between the PCa member and the reinforcing bar, high strength mortar or the like is used. Filled with grout material. Further, as shown in FIG. 10A, a base member 30a (outer diameter of 3.06 m) is concentrically arranged at the lower end portion of the PCa member positioned at the lowest position of the top tower 30 as in the first embodiment. It is attached. In addition, although the said base member 30a is implemented in the disk shape which obstruct | occludes the lower end part of the said top tower 30, it is not limited to this, It is provided in the ring shape along the outer side of the lower end part of the said top tower 30. You may implement.

このようにして構築したトップタワー３０は、３０ｍ程度の高さを有し、アンカーボルト等の仮固定部材（図示省略）を利用して、前記基礎３に仮固定する。   The top tower 30 thus constructed has a height of about 30 m and is temporarily fixed to the foundation 3 using a temporary fixing member (not shown) such as an anchor bolt.

次に、図１０Ａ、Ｂに示したように、前記最も内側の塔体（トップタワー）３０を取り囲む形態で、外側の塔体（以下適宜、ミドルタワーと云う。）４０を、平面方向から見て前記トップタワー３０のベース部材３０ａの外周面に沿って同心円配置で構築する。   Next, as shown in FIGS. 10A and 10B, an outer tower body (hereinafter, referred to as a middle tower as appropriate) 40 is seen from a plane direction in a form surrounding the innermost tower body (top tower) 30. Thus, the top tower 30 is constructed in a concentric arrangement along the outer peripheral surface of the base member 30a.

前記ミドルタワー４０は、現場近辺の工場で製作した１体当たり高さ３．０ｍ、外径３．８ｍ程度の円筒形のＰＣａ部材を複数体（本実施例では１０体）用意し、１２００ｋＮ級のトラッククレーンを使用して、前記重ね継ぎ手方式により、鉛直方向に積み上げて構築している（請求項５記載の発明）。また、前記ミドルタワー４０の最も下位に位置するＰＣａ部材の下端部には、図１０Ａに示したように、その外側に沿って、リング状のベース部材４０ａを同心円配置で取り付けている。さらに、前記ミドルタワー４０の最も上位に位置するＰＣａ部材２０の上端部には、上記実施例１と同様に、図１０Ａに示したように、その内周面に、リフトアップ用の油圧ジャッキ６を設置するための突出部（架台）４０ｂが、ほぼ等間隔にバランス良く３箇所設けられている（図３も参照）。前記突出部４０ｂは、予めＰＣａ部材と一体成形され、前記トップタワー３０の外周面に届く程度の水平長さを有する。なお、前記突出部４０ｂは、３箇所に限定されるものではなく、４箇所以上設けて実施することもできるし、ＰＣａ部材の内周面全面にリング状に設けて実施することもできる。   The middle tower 40 is prepared by a plurality of cylindrical PCa members (10 in this embodiment) having a height of 3.0 m and an outer diameter of about 3.8 m, which are manufactured at a factory near the site. The truck crane is used, and is built up in the vertical direction by the lap joint method (invention of claim 5). Further, as shown in FIG. 10A, a ring-shaped base member 40a is attached to the lower end portion of the PCa member located at the lowest position of the middle tower 40 along the outer side thereof in a concentric arrangement. Further, as shown in FIG. 10A, the upper end portion of the PCa member 20 positioned at the uppermost position of the middle tower 40 has a hydraulic jack 6 for lifting up on its inner peripheral surface as shown in FIG. 10A. 3 are provided at almost equal intervals in a balanced manner (see also FIG. 3). The protrusion 40b is formed integrally with the PCa member in advance and has a horizontal length that reaches the outer peripheral surface of the top tower 30. In addition, the said protrusion part 40b is not limited to three places, It can also implement by providing four or more places, and can also be implemented by providing in the ring shape in the inner peripheral surface whole surface of a PCa member.

このようにして構築したミドルタワー４０は、３０ｍ程度の高さを有し、アンカーボルト等の仮固定部材（図示省略）を利用して、前記基礎３に仮固定する。   The middle tower 40 constructed in this manner has a height of about 30 m and is temporarily fixed to the foundation 3 using a temporary fixing member (not shown) such as an anchor bolt.

次に、図１０Ａ、Ｂに示したように、前記ミドルタワー４０を取り囲む形態で、外側の塔体（以下適宜、ボトムタワーと云う。）５０を、平面方向から見て前記ミドルタワー４０のベース部材４０ａの外周面に沿って同心円配置で構築する。   Next, as shown in FIGS. 10A and 10B, an outer tower body (hereinafter, referred to as a bottom tower as appropriate) 50 in a form surrounding the middle tower 40 is viewed from the plane direction. It is constructed in a concentric arrangement along the outer peripheral surface of the member 40a.

前記ボトムタワー５０は、現場近辺の工場で製作した１体当たり高さ３．０ｍ、外径５．１ｍ程度の円筒形のＰＣａ部材を複数体（本実施例では１０体）用意し、１２００ｋＮ級程度のトラッククレーンを使用して、前記重ね継ぎ手方式により、鉛直方向に積み上げて構築している（請求項６記載の発明）。また、前記ボトムタワー５０の最も下位に位置するＰＣａ部材の下端部は、所謂ＰＣ圧着方式により、基礎３と緊結して固定している。さらに、前記ボトムタワー５０の最も上位に位置するＰＣａ部材の上端部には、図１０Ａに示したように、その内周面に沿って、リフトアップ用の油圧ジャッキを設置するための突出部（架台）５０ｂが、ほぼ等間隔にバランス良く３箇所設けられている（図３も参照）。前記突出部５０ｂは、予めＰＣａ部材と一体成形され、前記ミドルタワー４０の外周面に届く程度の水平長さを有する。なお、前記突出部５０ｂは、３箇所に限定されるものではなく、４箇所以上設けて実施することもできるし、ＰＣａ部材２０の内周面全面にリング状に設けて実施することもできる。   The bottom tower 50 is prepared by a plurality of cylindrical PCa members (10 in this embodiment) having a height of 3.0 m and an outer diameter of about 5.1 m, which are manufactured at a factory near the site. The truck crane of the grade is used and stacked in the vertical direction by the lap joint method (invention of claim 6). Further, the lower end portion of the PCa member positioned at the lowest position of the bottom tower 50 is tightly fixed to the foundation 3 by a so-called PC crimping method. Further, at the upper end of the PCa member positioned at the highest position of the bottom tower 50, as shown in FIG. 10A, along the inner peripheral surface thereof, a protruding portion for installing a lift-up hydraulic jack ( Three bases 50b are provided at almost equal intervals with good balance (see also FIG. 3). The protrusion 50b is integrally formed with the PCa member in advance, and has a horizontal length enough to reach the outer peripheral surface of the middle tower 40. Note that the protrusions 50b are not limited to three locations, and can be provided with four or more locations, or can be provided with a ring shape on the entire inner peripheral surface of the PCa member 20.

かくして、前記トップタワー３０とミドルタワー４０とボトムタワー５０は、上下方向にスライド可能に内外に組み合わせた入れ子式に構築されると共に、前記ベース部材３０ａ、４０ａと、突出部４０ｂ、５０ｂとが、ガイド的な働きをして水平変位を拘束し、安定した状態でトップタワー３０及びミドルタワー４０を上昇させることができる構造となるのである。なお、前記トップタワー３０とミドルタワー４０とボトムタワー５０はそれぞれ、寸胴形状で実施しているが、上方に向かって漸次先細状のテーパー形状で実施することもできるし、水平断面形状は、円形状で実施しているが、多角形状で実施することもできる（請求項７記載の発明）。   Thus, the top tower 30, the middle tower 40, and the bottom tower 50 are constructed in a nested manner that is slidable in the up and down direction, and the base members 30a and 40a and the protrusions 40b and 50b include The structure is such that the horizontal displacement is restrained by acting as a guide, and the top tower 30 and the middle tower 40 can be raised in a stable state. The top tower 30, the middle tower 40, and the bottom tower 50 are each formed in a small cylinder shape, but can also be implemented in a tapered shape that gradually tapers upward, and the horizontal sectional shape is a circular shape. Although implemented in a shape, it can also be implemented in a polygonal shape (invention of claim 7).

次に、図１０Ａに示したように、前記ミドルタワー４０の突出部４０ｂの上面にリフトアップ用の油圧ジャッキ（センターホールジャッキ）６を、上記実施例１と同様に、バランスよく所要の台数（本実施例では３台）設置する。そして、各油圧ジャッキ６…と、リフトアップするトップタワー３０のベース部材３０ａとを、前記トップタワー３０の外周面とミドルタワー４０の内周面との間に鉛直方向に吊り下げされたワイヤロープ、ＰＣ鋼より線、ロッド等の揚重用連結材７で繋ぐ。   Next, as shown in FIG. 10A, a lift-up hydraulic jack (center hole jack) 6 is provided on the upper surface of the protruding portion 40b of the middle tower 40 in the same manner as in the first embodiment. In this embodiment, 3 units) are installed. And the wire rope which suspended each hydraulic jack 6 ... and the base member 30a of the top tower 30 to be lifted up vertically between the outer peripheral surface of the top tower 30 and the inner peripheral surface of the middle tower 40. , It is connected with a connecting material 7 for lifting such as a stranded wire and a rod of PC steel.

前記揚重用連結材７は、その上端部を前記突出部４０ｂに予め設けた通し孔及び前記油圧ジャッキ６へ通し当該油圧ジャッキ６を利用して固定し、その下端部を前記ベース部材３０ａへ予め設けた通し孔へ鉛直方向に通し、定着ナット等の掛け止め部材を利用して前記ベース部材３０ａに固定する。   The lifting connecting member 7 is fixed to the base member 30a in advance by passing the upper end of the connecting member 7 through the through-hole provided in the protrusion 40b and the hydraulic jack 6 and using the hydraulic jack 6. It passes through the provided through hole in the vertical direction and is fixed to the base member 30a using a latching member such as a fixing nut.

次に、前記トップタワー３０の頭部にナセル４、ローターブレード５等の風力発電機器をクレーン（図示省略）を利用して据え付ける。   Next, wind power generators such as the nacelle 4 and the rotor blade 5 are installed on the head of the top tower 30 using a crane (not shown).

この実施例２によると、通常、１０００ｋＮは超える大重量の風力発電機器を、前記トップタワー３０の高さ、即ち３０ｍ程度の高さ揚重すれば足りるので、大型のクレーンを使用する必要は一切ない。ちなみに、前記ローターブレード５の１枚当たりのブレード長は、構築する風力発電タワーの高さの１／２程度が好適とされ、この実施例２では、４５ｍの長さのブレードが使用されている。図９に示した状態でローターブレード５を仮固定すると、前記ブレード長の鉛直高さは２２．５ｍ（４５ｍ×ｃｏｓ６０°）程度となり、少なくとも地上２２．５ｍ以上の高さで据付ける必要がある。一方、前記トップタワー３０の高さは３０ｍ程度である。よって、前記ローターブレード５は、地面に衝突する等の支障もなく安全に据え付けることができるのである。   According to the second embodiment, it is usually sufficient to lift a heavy-weight wind power generation device having a weight of over 1000 kN to the height of the top tower 30, that is, about 30 m. Therefore, it is not necessary to use a large crane at all. Absent. Incidentally, the blade length per one of the rotor blades 5 is preferably about ½ of the height of the wind power tower to be constructed. In this embodiment, a blade having a length of 45 m is used. . When the rotor blade 5 is temporarily fixed in the state shown in FIG. 9, the vertical height of the blade length is about 22.5 m (45 m × cos 60 °), and it is necessary to install at least 22.5 m above the ground. . On the other hand, the height of the top tower 30 is about 30 m. Therefore, the rotor blade 5 can be safely installed without any trouble such as collision with the ground.

以下に、前記トップタワー３０とミドルタワー４０を上昇させる工程を順に説明する。   Hereinafter, the steps of raising the top tower 30 and the middle tower 40 will be described in order.

前記ナセル４、ローターブレード５等の風力発電機器を据え付け、入れ子式に構築したトップタワー３０及びミドルタワー４０並びにボトムタワー５０について、図１１に示したように、前記トップタワー３０を、前記ミドルタワー４０の突出部４０ｂ上に設置した油圧ジャッキ６を利用して、所定の高さまでリフトアップする作業を開始する（請求項３記載の発明）。   As shown in FIG. 11, the top tower 30, the middle tower 40, and the bottom tower 50 in which the wind power generators such as the nacelle 4 and the rotor blade 5 are installed and nested, The work of lifting up to a predetermined height is started using the hydraulic jack 6 installed on the 40 protruding portions 40b (the invention according to claim 3).

ここで、バランス制御用のステーワイヤー８とウィンチ９を使用することは、上記実施例１で説明した通りである（請求項５記載の発明）。   Here, the use of the balance wire 8 and winch 9 for balance control is as described in the first embodiment (the invention according to claim 5).

かくして、前記突出部４０ｂ上の油圧ジャッキ６を作動させて、前記揚重用連結材７及びこれに吊り支持されたベース部材３０ａを徐々に上昇移動（リフトアップ）させて前記トップタワー３０を上昇させる。前記トップタワー３０は、ガイド的な働きをし水平変位を拘束する前記ベース部材３０ａ及び突出部４０ｂと、バランス制御する前記ステーワイヤー８及び前記ウィンチ９により、安定した状態で徐々に上昇させることができる。   Thus, by operating the hydraulic jack 6 on the protruding portion 40b, the lifting tower 7 and the base member 30a supported by the lifting are gradually moved up (lifted up) to raise the top tower 30. . The top tower 30 can be gradually raised in a stable state by the base member 30a and the projecting portion 40b that act as a guide and restrain horizontal displacement, and the stay wire 8 and the winch 9 that perform balance control. it can.

また、前記トップタワー３０を安定した状態で（特には、無回転のまま）上昇させるべく、前記トップタワー３０の外側面にガイド１ａを鉛直方向に設け、前記ミドルタワー４０の内側面に前記ガイド１ａに沿ってスライド可能なレール２ａを鉛直方向に設けて実施することが好ましいのは、上記実施例１で説明した通りである（図４参照、請求項４記載の発明）。   Further, in order to raise the top tower 30 in a stable state (particularly with no rotation), a guide 1 a is provided on the outer side surface of the top tower 30 in the vertical direction, and the guide is provided on the inner side surface of the middle tower 40. It is preferable that the rail 2a slidable along 1a is provided in the vertical direction as described in the first embodiment (see FIG. 4, invention according to claim 4).

前記油圧ジャッキ６によるリフトアップ作業は、前記トップタワー３０のベース部材３０ａの上面が、前記ミドルタワー４０の突出部４０ｂの下面に当接するまで行う。前記油圧ジャッキ６によるリフトアップ作業が終了した後は、図１２に示したように、上記実施例１で種々説明した手段（図５〜図８参照）で、前記トップタワー３０のベース部材３０ａとミドルタワー４０の突出部４０ｂとの緊結作業を行う。   The lift-up operation by the hydraulic jack 6 is performed until the upper surface of the base member 30a of the top tower 30 comes into contact with the lower surface of the protruding portion 40b of the middle tower 40. After the lift-up operation by the hydraulic jack 6 is completed, as shown in FIG. 12, the means described in the first embodiment (see FIGS. 5 to 8) and the base member 30a of the top tower 30 Tightening work with the protrusion 40b of the middle tower 40 is performed.

次に、図１３に示したように、前記ミドルタワー４０を、前記ボトムタワー５０の突出部５０ｂ上に設置した油圧ジャッキ６を利用して、所定の高さまでリフトアップする作業を開始する（請求項３記載の発明）。   Next, as shown in FIG. 13, the middle tower 40 is lifted up to a predetermined height by using the hydraulic jack 6 installed on the protruding portion 50b of the bottom tower 50 (invoice). Item 3).

前記油圧ジャッキ６は、前記ボトムタワー５０の突出部５０ｂの上面に、上記実施例１と同様に、バランスよく所要の台数（本実施例では３台）設置する。そして、各油圧ジャッキ６…と、リフトアップするミドルタワー４０のベース部材４０ａとを、前記ミドルタワー４０の外周面とボトムタワー５０の内周面との間に鉛直方向に吊り下げされたワイヤロープ、ＰＣ鋼より線、ロッド等の揚重用連結材７で繋ぐ。   The required number of hydraulic jacks 6 (three in this embodiment) are installed on the upper surface of the protruding portion 50b of the bottom tower 50 in the same manner as in the first embodiment. And each hydraulic jack 6 ... and the base member 40a of the middle tower 40 to be lifted up are wire ropes suspended vertically between the outer peripheral surface of the middle tower 40 and the inner peripheral surface of the bottom tower 50. , It is connected with a connecting material 7 for lifting such as a stranded wire and a rod of PC steel.

前記揚重用連結材７は、その上端部を前記突出部５０ｂに予め設けた通し孔及び前記油圧ジャッキ６へ通し当該油圧ジャッキ６を利用して固定し、その下端部を前記ベース部材４０ａへ予め設けた通し孔へ鉛直方向に通し、定着ナット等の掛け止め部材を利用して前記ベース部材４０ａに固定する。   The lifting connecting member 7 is fixed to the base member 40a in advance by passing the upper end of the connecting member 7 through the through hole provided in the protrusion 50b and the hydraulic jack 6 and using the hydraulic jack 6. It passes through the provided through hole in the vertical direction and is fixed to the base member 40a using a latching member such as a fixing nut.

バランス制御用のステーワイヤー８とウィンチ９を使用することは、上記実施例１で説明した通りである（請求項５記載の発明）。   The use of the stay control wire 8 and winch 9 for balance control is as described in the first embodiment (the invention according to claim 5).

かくして、前記突出部５０ｂ上の油圧ジャッキ６を作動させて、前記揚重用連結材７及びこれに吊り支持されたベース部材４０ａを徐々に上昇移動（リフトアップ）させて前記ミドルタワー４０を上昇させる。前記ミドルタワー４０は、ガイド的な働きをし水平変位を拘束する前記ベース部材４０ａ及び突出部５０ｂと、バランス制御する前記ステーワイヤー８及び前記ウィンチ９により、安定した状態で徐々に上昇させることができる。   Thus, by operating the hydraulic jack 6 on the protruding portion 50b, the lifting tower 7 and the base member 40a suspended and supported by the lifting connection member 7 are gradually moved up (lifted up) to raise the middle tower 40. . The middle tower 40 can be gradually raised in a stable state by the base member 40a and the protruding portion 50b that act as a guide and restrain horizontal displacement, and the stay wire 8 and the winch 9 that control the balance. it can.

また、前記ミドルタワー４０を安定した状態で（特には、無回転のまま）上昇させるべく、前記ミドルタワー４０の外側面にガイド１ａを鉛直方向に設け、前記ボトムタワー５０の内側面に前記ガイド１ａに沿ってスライド可能なレール２ａを鉛直方向に設けて実施することが好ましいのは、上記実施例１で説明した通りである（図４参照、請求項４記載の発明）。   Further, in order to raise the middle tower 40 in a stable state (particularly with no rotation), a guide 1 a is provided on the outer side surface of the middle tower 40 in the vertical direction, and the guide is provided on the inner side surface of the bottom tower 50. It is preferable that the rail 2a slidable along 1a is provided in the vertical direction as described in the first embodiment (see FIG. 4, invention according to claim 4).

前記油圧ジャッキ６によるリフトアップ作業は、前記ミドルタワー４０のベース部材４０ａの上面が、前記ボトムタワー５０の突出部５０ｂの下面に当接するまで行う。前記油圧ジャッキ６によるリフトアップ作業が終了した後は、図１４に示したように、上記実施例１で種々説明した手段（図５〜図８参照）で、前記ミドルタワー４０のベース部材４０ａとボトムタワー５０の突出部５０ｂとの緊結作業を行い、かくして、高さが９０ｍ程度の風力発電タワーの構築作業を完了する。   The lift-up operation by the hydraulic jack 6 is performed until the upper surface of the base member 40a of the middle tower 40 comes into contact with the lower surface of the protruding portion 50b of the bottom tower 50. After the lift-up operation by the hydraulic jack 6 is completed, as shown in FIG. 14, the means (see FIGS. 5 to 8) variously described in the first embodiment, the base member 40a of the middle tower 40 and Tightening work with the protruding portion 50b of the bottom tower 50 is performed, and thus the construction work of the wind power generation tower having a height of about 90 m is completed.

以上説明したように、上記実施例２によれば、風力発電タワーの構成要素である塔体（トップタワー３０及びミドルタワー４０並びにボトムタワー５０）を、上下方向にスライド可能に内外に組み合わせた入れ子式に構築するので、ナセル４及びローターブレード５等の風力発電機器の据え付け作業を地上３０ｍ程度の比較的低所で行うことができ、それでいて９０ｍ程度の高さを有する風力発電タワーを構築することができる。また、前記風力発電機器の据え付け作業を地上３０ｍ程度の比較的低所で行うことができるので、大型クレーンおよび大掛かりな仮設部材が一切不要となり、工期も短縮でき、施工性及び安全性並びに経済性に非常に優れている。さらに、仮設部材等に起因する建設廃棄物も極力少なくして実施できるので、環境性にも優れている。   As described above, according to the second embodiment, the tower body (the top tower 30, the middle tower 40, and the bottom tower 50), which is a component of the wind power generation tower, is combined inward and outward so as to be slidable in the vertical direction. Since it is constructed in a formula, installation work of wind power generators such as the nacelle 4 and the rotor blade 5 can be performed at a relatively low place of about 30 m above the ground, and yet a wind power generation tower having a height of about 90 m is constructed. Can do. In addition, since the installation work of the wind power generator can be performed at a relatively low place of about 30 m above the ground, a large crane and a large temporary member are not required at all, the construction period can be shortened, workability, safety and economic efficiency. Very good. Furthermore, since construction waste caused by temporary members and the like can be reduced as much as possible, the environment is excellent.

また、前記風力発電機器が劣化等して取り替える必要が生じたときは、構築時と逆の工程を行う。即ち、前記ミドルタワー４０のベース部材４０ａとボトムタワー５０の突出部５０ｂとの緊結状態を解除し、当該ミドルタワー４０を地上に到達するまで下降させ、次いで前記トップタワー３０のベース部材３０ａとミドルタワー４０の突出部４０ｂとの緊結状態を解除し、当該トップタワー３０を地上に到達するまで下降させた後に取り替え作業を行う。よって、風力発電機器の取り替え作業は、やはり地上３０ｍ程度の比較的低所で行うことができるので、大型クレーンおよび大掛かりな仮設部材は必要とせず、工期も短縮でき、施工性及び安全性並びに経済性に非常に優れている。   Further, when the wind power generation equipment needs to be replaced due to deterioration or the like, the reverse process of the construction is performed. That is, the tight state of the base member 40a of the middle tower 40 and the protruding portion 50b of the bottom tower 50 is released, the middle tower 40 is lowered until reaching the ground, and then the base member 30a of the top tower 30 and the middle The tightening state with the projecting portion 40b of the tower 40 is released, and the replacement work is performed after the top tower 30 is lowered until it reaches the ground. Therefore, since the replacement work of the wind power generation equipment can be performed at a relatively low place of about 30 m above the ground, a large crane and a large temporary member are not required, the construction period can be shortened, workability, safety and economy. It is very excellent in sex.

以上に実施例を図面に基づいて説明したが、本発明は、図示例の実施例の限りではなく、その技術的思想を逸脱しない範囲において、当業者が通常に行う設計変更、応用のバリエーションの範囲を含むことを念のために言及する。   Although the embodiments have been described with reference to the drawings, the present invention is not limited to the embodiments shown in the drawings, and design modifications and application variations that are usually performed by those skilled in the art are within the scope not departing from the technical idea thereof. Note that it includes the range.

例えば、１２０ｍ程度の高さの風力発電タワーを構築する場合には、高さ３０ｍ程度の塔体を４体、入れ子式に構築し、上記説明したように、内側の塔体を、外側に隣接する塔体に反力をとって上昇させ、上昇限度に到達した段階で、前記内側の塔体の下端部をその外側に隣接する塔体の上端部に緊結する工程を、最も内側の塔体から最も外側の塔体へ順次行うのである。前記塔体の高さは１体当たり２０ｍ〜３０ｍ程度が好ましいがこれに限定されるものではなく、塔体の個数も５体以上でも実施することができる。   For example, when constructing a wind power generation tower with a height of about 120 m, four towers with a height of about 30 m are built in a nested manner, and as described above, the inner tower is adjacent to the outside. A step of tightening the lower end portion of the inner tower body to the upper end portion of the tower body adjacent to the outer side of the inner tower body when the rising limit is reached. To the outermost tower. The height of the tower is preferably about 20 to 30 m per one body, but is not limited to this, and the number of towers can be 5 or more.

また、ローターブレード５の地上高さが、１体の塔体（トップタワー）の高さより高い場合、例えば、ローターブレード５の長さが５０ｍで、地上高さが２５ｍ（５０ｍ×ｃｏｓ６０°）の場合に、トップタワーの高さが２０ｍの場合には、当該トップタワーを据え付けに必要な高さ（２５ｍ程度）までリフトアップ又はプッシュアップして据え付け作業を行い、しかる後、風力発電タワーの構築を進めるのである。   When the ground height of the rotor blade 5 is higher than the height of one tower (top tower), for example, the length of the rotor blade 5 is 50 m and the ground height is 25 m (50 m × cos 60 °). In the case where the height of the top tower is 20 m, the top tower is lifted up or pushed up to the height required for installation (about 25 m) and then installed, and then the wind power tower is constructed. Is advanced.

Ａ〜Ｄは、請求項１に係る風力発電タワーの構築方法を段階的に示した概略図である。AD is the schematic which showed the construction method of the wind power generation tower concerning Claim 1 in steps. Ａ、Ｂは、塔体の構築方法を示した説明図である。A and B are explanatory views showing a method for constructing a tower body. トップタワーとボトムタワーの構造を概略的に示した平面図である。It is the top view which showed the structure of the top tower and the bottom tower roughly. ガイドとレールの取り付け構造を概略的に示した平面図である。It is the top view which showed roughly the attachment structure of a guide and a rail. Ａは、トップタワーとボトムタワーとを緊結する方法を概略的に示した縦断面図であり、Ｂは、同平面図である。A is a longitudinal sectional view schematically showing a method for binding the top tower and the bottom tower, and B is a plan view of the same. Ａは、トップタワーとボトムタワーとを緊結するその他の方法を概略的に示した縦断面図であり、Ｂは、同平面図である。A is a longitudinal sectional view schematically showing another method for connecting the top tower and the bottom tower, and B is a plan view thereof. トップタワーとボトムタワーとを緊結するその他の方法を概略的に示した縦断面図である。It is the longitudinal cross-sectional view which showed schematically the other method of connecting a top tower and a bottom tower. トップタワーとボトムタワーとを緊結するその他の方法を概略的に示した縦断面図である。It is the longitudinal cross-sectional view which showed schematically the other method of connecting a top tower and a bottom tower. Ａ〜Ｃは、請求項２に係る風力発電タワーの構築方法を段階的に示した概略図である。AC is the schematic which showed the construction method of the wind power generation tower concerning Claim 2 in steps. Ａは、請求項２に係る風力発電タワーの構築方法の初期状態を概略的に示した縦断面図であり、Ｂは、同平面図である。A is the longitudinal cross-sectional view which showed schematically the initial state of the construction method of the wind power generation tower which concerns on Claim 2, B is the same top view. トップタワーを上昇させる段階を概略的に示した縦断面図である。It is the longitudinal cross-sectional view which showed the step which raises a top tower roughly. トップタワーとミドルタワーを緊結した状態を概略的に示した縦断面図である。It is the longitudinal cross-sectional view which showed the state which fastened the top tower and the middle tower tightly. ミドルタワーを上昇させる段階を概略的に示した縦断面図である。It is the longitudinal cross-sectional view which showed the step which raises a middle tower roughly. ミドルタワーとボトムタワーを緊結し、請求項２に係る風力発電タワーの構築を完了した段階を概略的に示した縦断面図である。It is the longitudinal cross-sectional view which showed schematically the step which connected the middle tower and the bottom tower and completed construction of the wind power generation tower concerning Claim 2.

符号の説明Explanation of symbols

１ トップタワー
１ａ ガイド
２ ボトムタワー
２ａ レール
３ 基礎
４ ナセル（発電機本体）
５ ローターブレード
６ 油圧ジャッキ（センターホールジャッキ）
７ 揚重用連結材
８ ステーワイヤー
９ ウィンチ
１０ プレキャストコンクリート部材（ＰＣａ部材）
１０ａ 鉄筋
１１ ベース部材
１２ 緊結用鋼材
１２ａ 高力ボルト
１２ｂ ナット
１３ 緊結用鉄筋
１３ａ 縦筋
１３ｂ 横筋
１４ Ｉ形鋼
１５ 鋼管
１６ ボルト孔
２０ プレキャストコンクリート部材（ＰＣａ部材）
２０ａ 突出部
３０ トップタワー
４０ ミドルタワー
５０ ボトムタワー
３０ａ ベース部材
４０ａ ベース部材
４０ｂ 突出部
５０ｂ 突出部 1 top tower 1a guide 2 bottom tower 2a rail 3 foundation 4 nacelle (generator body)
5 Rotor blade 6 Hydraulic jack (center hole jack)
7 Connecting material for lifting 8 Stay wire 9 Winch 10 Precast concrete member (PCa member)
10a Reinforcing bar 11 Base member 12 Tightening steel 12a High strength bolt 12b Nut 13 Tightening reinforcing bar 13a Longitudinal bar 13b Horizontal bar 14 I-shaped steel 15 Steel pipe 16 Bolt hole 20 Precast concrete member (PCa member)
20a Protruding part 30 Top tower 40 Middle tower 50 Bottom tower 30a Base member 40a Base member 40b Protruding part 50b Protruding part

Claims (7)

上下方向にスライド可能に内外に組み合わせた２体の塔体を入れ子式に構築し、外側の塔体を基礎に固定し、内側の塔体の頭部にナセル、ローターブレード等の風力発電機器を据え付けるステップと、
前記内側の塔体を、前記外側の塔体に反力をとって上昇させ、上昇限度に到達した段階で、前記内側の塔体の下端部を前記外側の塔体の上端部に緊結するステップにより風力発電タワーを構築することを特徴とする、風力発電タワーの構築方法。 Two towers that are slidable in the vertical direction are built in a nested manner, the outer tower is fixed to the foundation, and wind turbine generators such as nacelles and rotor blades are installed on the head of the inner tower. Installation steps,
The inner tower is lifted by reaction force against the outer tower, and when the upper limit is reached, the lower end of the inner tower is fastened to the upper end of the outer tower. A method for constructing a wind power generation tower, characterized in that a wind power generation tower is constructed by the method described above. 上下方向にスライド可能に内外に組み合わせた複数の塔体を入れ子式に構築し、最も外側の塔体を基礎に固定し、最も内側の塔体の頭部にナセル、ローターブレード等の風力発電機器を据え付けるステップと、
最も内側の塔体を、その外側に隣接する塔体に反力をとって上昇させ、上昇限度に到達した段階で、前記内側の塔体の下端部をその外側に隣接する塔体の上端部に緊結し、次いで前記外側の塔体を更に外側の塔体に反力をとって上昇させ、上昇限度に到達した段階で、前記外側の塔体の下端部を更に外側の塔体の上端部に緊結する工程を、最も外側の塔体の内側に隣接する塔体を上昇させるまで順次行うステップにより風力発電タワーを構築することを特徴とする、風力発電タワーの構築方法。 A plurality of towers combined inside and outside to be slidable in the vertical direction are constructed in a nested manner, the outermost tower is fixed to the foundation, and wind turbine generators such as nacelles and rotor blades are mounted on the head of the innermost tower. Steps to install
The innermost tower is lifted by reaction with the tower adjacent to the outer side, and when the upper limit is reached, the lower end of the inner tower is moved to the upper end of the tower adjacent to the outer side. Then, the outer tower body is raised against the outer tower body by a reaction force, and when the rising limit is reached, the lower end portion of the outer tower body is replaced with the upper end portion of the outer tower body. The wind power generation tower construction method is characterized in that the wind power generation tower is constructed by the step of sequentially performing the step of tightening to the inside of the outermost tower body until the adjacent tower body is raised. 塔体を上昇させる手段は、その外側に隣接する塔体自体を反力架台としてリフトアップ、又はプッシュアップすることを特徴とする、請求項１又は２に記載した風力発電タワーの構築方法。   The method for constructing a wind power generation tower according to claim 1 or 2, characterized in that the means for raising the tower body lifts up or pushes up the tower body adjacent to the outside as a reaction force frame. 上昇する塔体の外側面と、その外側に隣接する塔体の内側面のいずれか一方にガイドを鉛直方向に設け、他方に前記ガイドに沿ってスライド可能なレールを鉛直方向に設けることを特徴とする、請求項１〜３のいずれか一に記載した風力発電タワーの構築方法。   A guide is provided in the vertical direction on either the outer side surface of the rising tower body or the inner side surface of the tower body adjacent to the outer side, and a rail slidable along the guide is provided on the other side in the vertical direction. The construction method of the wind power generation tower as described in any one of Claims 1-3. 塔体を上昇させる際のバランス制御は、塔体周辺に設置したウィンチにより行うことを特徴とする、請求項１〜４のいずれか一に記載した風力発電タワーの構築方法。   The balance control at the time of raising a tower body is performed by the winch installed in the tower body periphery, The construction method of the wind power generation tower as described in any one of Claims 1-4 characterized by the above-mentioned. 塔体は、プレキャストコンクリート部材を鉛直方向に積み上げて構築することを特徴とする、請求項１〜５のいずれか一に記載した風力発電タワーの構築方法。   The tower body is constructed by stacking precast concrete members in the vertical direction, and is constructed according to any one of claims 1 to 5. 塔体の外形は、寸胴形状、又はテーパー形状とし、水平断面形状は、円形状、又は多角形状とすることを特徴とする、請求項１〜６のいずれか一に記載した風力発電タワーの構築方法。   The outer shape of the tower body is a cylindrical shape or a tapered shape, and the horizontal cross-sectional shape is a circular shape or a polygonal shape. Construction of a wind power generation tower according to any one of claims 1 to 6, Method.
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