JP4922351B2

JP4922351B2 - Shell structure case construction method, shell structure case

Info

Publication number: JP4922351B2
Application number: JP2009157668A
Authority: JP
Inventors: 郁美豊田; 光春大上; 泰史山下
Original assignee: Kajima Corp
Current assignee: Kajima Corp
Priority date: 2009-07-02
Filing date: 2009-07-02
Publication date: 2012-04-25
Anticipated expiration: 2029-07-02
Also published as: JP2011012463A

Description

本発明はシェル構造躯体施工方法、シェル構造躯体に関する。より詳しくは、鉄筋コンクリートによりシェル構造躯体を施工する際に、３次元自由曲面の形成作業を精度よく行うことができ、美観にも優れたシェル構造躯体を施工するシェル構造躯体施工方法及びこれにより施工されるシェル構造躯体に関する。 The present invention relates to a shell structure case construction method and a shell structure case. More specifically, when constructing a shell structure body with reinforced concrete, a shell structure body construction method for constructing a shell structure body that can accurately form a three-dimensional free-form surface and has an excellent aesthetic appearance, and construction by this Relates to a shell structure housing.

従来、３次元自由曲面を有するシェル構造躯体を鉄筋コンクリートで構築するには、パイプサポート等による型枠支保工の上に型枠を複数設置した上で配筋、コンクリート打設を行う手順で行われてきた。
また、特許文献１には、基底を形成する環状のリング梁と、リング梁に架け渡す複数の曲線梁と、曲線梁を覆うように配置する複合パネルとからなり、複合パネルがセメント系の強化板と補強層と接着剤とからなる複合構造であるシェル構造物が示されている。 Conventionally, a shell structure with a three-dimensional free-form surface is constructed with reinforced concrete by the procedure of arranging and placing concrete on multiple formwork on a formwork support such as pipe support. I came.
Further, Patent Document 1 includes an annular ring beam that forms a base, a plurality of curved beams spanning the ring beam, and a composite panel that is arranged so as to cover the curved beam. A shell structure which is a composite structure including a plate, a reinforcing layer, and an adhesive is shown.

特開２００３−００３５６９号公報JP 2003-003569 A

しかしながら、従来の施工方法で３次元自由曲面の型枠を精度良く施工するには困難が伴う。特に大規模な構造物になるほど困難さは増し、これを精度良く施工することは非現実的でさえある。また、上記の型枠を用いた場合には型枠同士の継ぎ目が多数生じることになり、型枠撤去後の内面が汚くなるという問題もある。特許文献１のシェル構造物は、耐久性に優れ、軽量であり、経済的に構築できる等の利点を有するものだが、上述のように３次元曲面を自由に構築することを目的とするものではなく、前記したその際の問題を解決するものではない。 However, it is difficult to construct a three-dimensional free-form mold with high accuracy using the conventional construction method. Particularly, the larger the structure, the more difficult it becomes, and it is even impractical to construct it with high accuracy. In addition, when the above-mentioned formwork is used, there are many seams between the formwork, and there is a problem that the inner surface after the formwork is removed becomes dirty. The shell structure of Patent Document 1 has advantages such as excellent durability, light weight, and economical construction, but it is not intended to freely construct a three-dimensional curved surface as described above. However, it does not solve the problem at that time.

本発明は、前述した問題点に鑑みてなされたもので、３次元自由曲面の形成作業を精度よく行うことができ、加えて美観にも優れたシェル構造躯体を施工するシェル構造躯体施工方法及びこれにより施工されるシェル構造躯体等を提供することを目的とする。 The present invention has been made in view of the above-described problems, and can perform a work for forming a three-dimensional free-form surface with high accuracy. In addition, a shell structure case construction method for constructing a shell structure case excellent in aesthetics and It aims at providing the shell structure frame etc. which are constructed by this.

前述した目的を達成するための第１の発明は、鉄筋コンクリートによるシェル構造躯体を施工するシェル構造躯体施工方法であって、基礎躯体を構築する工程（ａ）と、前記基礎躯体の上方に土壌を盛る工程（ｂ）と、前記工程（ｂ）で盛った土壌の表面を、前記シェル構造躯体の３次元曲面の形状に合わせるように整形する工程（ｃ）と、前記工程（ｃ）で整形した土壌の表面に下地を形成する工程（ｄ）と、前記工程（ｄ）で形成した下地の上方で配筋を行い、コンクリートを打設し、前記コンクリートの養生を行う工程（ｅ）と、前記工程（ｅ）で前記コンクリートを養生した後、前記土壌および下地を掘削して除去する工程（ｆ）と、を具備することを特徴とするシェル構造躯体施工方法である。 1st invention for achieving the objective mentioned above is the shell structure frame construction method which constructs the shell structure frame by reinforced concrete, Comprising: The process (a) which builds a foundation frame, and soil above the foundation frame Forming step (b), step (c) for shaping the surface of the soil piled up in step (b) to match the shape of the three-dimensional curved surface of the shell structure housing, and shaping in step (c) A step (d) of forming a base on the surface of the soil, a step (e) of placing the concrete above the base formed in the step (d), placing concrete, and curing the concrete; A step (f) of excavating and removing the soil and the groundwork after curing the concrete in the step (e).

上記の構成により、シェル構造躯体の３次元曲面を土壌を用いた型枠により形成するので、その形状を自由に形成することができる。また、従来のように複数の板型枠を使用しないので、形成されたシェル構造躯体には継ぎ目がなく美観にもすぐれたものになり、安全に施工できるという利点もある。 With the above configuration, the three-dimensional curved surface of the shell structure housing is formed by a formwork using soil, so that the shape can be freely formed. Further, since a plurality of plate frames are not used as in the prior art, the formed shell structure housing has no seams and excellent aesthetics, and there is an advantage that it can be safely constructed.

前記工程（ｅ）における前記コンクリートの打設は、開口部を設けるように行い、前記工程（ｆ）において、掘削した前記土壌および下地を前記開口部より搬出することが望ましい。 The placing of the concrete in the step (e) is preferably performed so as to provide an opening, and in the step (f), the excavated soil and ground are preferably carried out from the opening .

第２の発明は、鉄筋コンクリートによるシェル構造躯体を施工するシェル構造躯体施工方法であって、基礎躯体を構築する工程（ａ）と、前記基礎躯体の上方に土壌を盛る工程（ｂ）と、前記工程（ｂ）で盛った土壌の表面を、前記シェル構造躯体の３次元曲面の形状に合わせるように整形する工程（ｃ）と、前記工程（ｃ）で整形した土壌の表面に下地を形成する工程（ｄ）と、前記工程（ｄ）で形成した下地の上方で配筋を行い、コンクリートを打設し、前記コンクリートの養生を行う工程（ｅ）と、前記工程（ｅ）で前記コンクリートを養生した後、前記土壌および下地を除去する工程（ｆ）と、を具備し、前記工程（ｂ）の前に、前記工程（ａ）で構築された基礎躯体の上方に排水部を形成する工程（ｈ）を更に具備することを特徴とするシェル構造躯体施工方法である。上記構成により、土盛作業時に降雨等したときでも、土盛した土壌を浸透する水が排水される。 2nd invention is the shell structure frame construction method which constructs the shell structure frame by reinforced concrete, Comprising: The process (a) which builds a foundation frame, The process (b) which pours soil above the foundation frame, A step (c) of shaping the surface of the soil piled up in the step (b) so as to conform to the shape of the three-dimensional curved surface of the shell structural body, and forming a ground on the surface of the soil shaped in the step (c) The step (d), the step (e) of placing the concrete above the base formed in the step (d), placing the concrete, and curing the concrete, and the step (e) A step (f) of removing the soil and groundwork after curing, and before the step (b), a step of forming a drainage part above the foundation chassis constructed in the step (a) (H) A shell structural frame construction method to. With the above configuration, even when it rains at the time of filling work, water penetrating the piled up soil is drained.

第３の発明は、鉄筋コンクリートによるシェル構造躯体を施工するシェル構造躯体施工方法であって、基礎躯体を構築する工程（ａ）と、前記基礎躯体の上方に土壌を盛る工程（ｂ）と、前記工程（ｂ）で盛った土壌の表面を、前記シェル構造躯体の３次元曲面の形状に合わせるように整形する工程（ｃ）と、前記工程（ｃ）で整形した土壌の表面に下地を形成する工程（ｄ）と、前記工程（ｄ）で形成した下地の上方で配筋を行い、コンクリートを打設し、前記コンクリートの養生を行う工程（ｅ）と、前記工程（ｅ）で前記コンクリートを養生した後、前記土壌および下地を除去する工程（ｆ）と、を具備し、前記工程（ｄ）では、前記工程（ｃ）で整形した土壌の表面に下地モルタルを打設して下地を形成し、前記下地モルタルの養生後、モルタルを塗布し下地を平滑化することを特徴とするシェル構造躯体施工方法である。上記構成により、滑らかな下地が形成され、施工されるシェル構造躯体が美観に優れたものとなる。 3rd invention is the shell structure frame construction method which constructs the shell structure frame by reinforced concrete, Comprising: The process (a) which builds a foundation frame, The process (b) which pours soil above the foundation frame, A step (c) of shaping the surface of the soil piled up in the step (b) so as to conform to the shape of the three-dimensional curved surface of the shell structural body, and forming a ground on the surface of the soil shaped in the step (c) The step (d), the step (e) of placing the concrete above the base formed in the step (d), placing the concrete, and curing the concrete, and the step (e) After curing, the step (f) for removing the soil and the ground is provided, and in the step (d), the ground is formed by placing ground mortar on the surface of the soil shaped in the step (c). And curing the base mortar A shell structure skeleton construction method, characterized by smoothing the underlying coated with mortar. By the said structure, a smooth foundation | substrate is formed and the shell structure housing | casing constructed becomes what was excellent in aesthetics.

第４の発明は、鉄筋コンクリートによるシェル構造躯体を施工するシェル構造躯体施工方法であって、基礎躯体を構築する工程（ａ）と、前記基礎躯体の上方に土壌を盛る工程（ｂ）と、前記工程（ｂ）で盛った土壌の表面を、前記シェル構造躯体の３次元曲面の形状に合わせるように整形する工程（ｃ）と、前記工程（ｃ）で整形した土壌の表面に下地を形成する工程（ｄ）と、前記工程（ｄ）で形成した下地の上方で配筋を行い、コンクリートを打設し、前記コンクリートの養生を行う工程（ｅ）と、前記工程（ｅ）で前記コンクリートを養生した後、前記土壌および下地を除去する工程（ｆ）と、を具備し、前記工程（ｅ）の前に、前記工程（ｄ）で形成された前記下地の表面に沿った所定の線分に沿って複数配置された反射体の鉛直方向の位置を光波測定器で測定することにより、前記下地の表面の断面形状を計測する工程（ｉ）と、前記工程（ｆ）の前に、前記工程（ｅ）で養生された前記コンクリートの表面に沿った、前記所定の線分と平面上同じ位置の線分に沿って複数配置された反射体の鉛直方向の位置を光波測定器で測定することにより、前記コンクリートの表面の断面形状を計測し、前記下地の表面の断面形状と前記コンクリートの表面の断面形状を比較し、前記コンクリートの厚さを検査する工程（ｊ）と、を更に具備することを特徴とするシェル構造躯体施工方法である。上記構成により、コンクリートの厚さを検査することができ、シェル構造躯体を正確に施工することが可能になる。 4th invention is the shell structure frame construction method which constructs the shell structure frame by reinforced concrete, Comprising: The process (a) which builds a foundation frame, The process (b) which pours soil above the foundation frame, A step (c) of shaping the surface of the soil piled up in the step (b) so as to conform to the shape of the three-dimensional curved surface of the shell structural body, and forming a ground on the surface of the soil shaped in the step (c) The step (d), the step (e) of placing the concrete above the base formed in the step (d), placing the concrete, and curing the concrete, and the step (e) A step (f) of removing the soil and the base after curing, and before the step (e), a predetermined line segment along the surface of the base formed in the step (d) Vertical of reflectors arranged along Measuring the cross-sectional shape of the surface of the base by measuring the position of the direction with a light wave measuring instrument, and before the step (f), the concrete cured in the step (e) The cross-sectional shape of the surface of the concrete is measured by measuring the vertical position of a plurality of reflectors arranged along the surface along the line at the same position on the plane with the predetermined line segment. Measuring and comparing the cross-sectional shape of the surface of the foundation and the cross-sectional shape of the surface of the concrete, and inspecting the thickness of the concrete (j), and further comprising: It is. By the said structure, the thickness of concrete can be test | inspected and it becomes possible to construct a shell structure housing correctly.

第５の発明は、第１の発明から第４の発明のいずれかのシェル構造躯体施工方法で施工されたシェル構造躯体である。 5th invention is the shell structure housing constructed | assembled by the shell structure housing construction method in any one of 1st invention to 4th invention .

本発明により、３次元自由曲面の形成作業を精度よく行うことができ、加えて美観にも優れたシェル構造躯体を施工するシェル構造躯体施工方法及びこれにより施工されるシェル構造躯体等を提供することができる。 According to the present invention, there is provided a shell structure case construction method for constructing a shell structure case that can accurately form a three-dimensional free-form surface, and that is excellent in aesthetics, and a shell structure case and the like to be constructed thereby. be able to.

本実施形態のシェル構造躯体施工方法で施工されるシェル構造躯体を示す斜視図The perspective view which shows the shell structure frame constructed | assembled with the shell structure frame construction method of this embodiment 本実施形態のシェル構造躯体施工方法で施工されるシェル構造躯体について説明する図The figure explaining the shell structure frame constructed by the shell structure frame construction method of this embodiment 本実施形態のシェル構造躯体施工方法を説明する図The figure explaining the shell structure frame construction method of this embodiment 本実施形態のシェル構造躯体施工方法を説明する図The figure explaining the shell structure frame construction method of this embodiment 本実施形態のシェル構造躯体施工方法を説明する図The figure explaining the shell structure frame construction method of this embodiment 基礎梁の断面図Cross section of foundation beam 土壌の整形について説明する図Diagram explaining soil shaping 土壌の整形について説明する図Diagram explaining soil shaping 土壌の整形について説明する図Diagram explaining soil shaping 下地の表面の３次元曲面の検査について説明する図The figure explaining the inspection of the three-dimensional curved surface of the surface of the ground 鉄筋の配筋について説明する図The figure explaining the reinforcement arrangement コンクリートの表面の３次元曲面の検査について説明する図The figure explaining inspection of the three-dimensional curved surface of the concrete surface

以下、図面を参照しながら、本発明のシェル構造躯体の施工方法等の実施形態について説明する。まず、図１、図２を参照して、本実施形態のシェル構造躯体施工方法で施工されるシェル構造躯体について説明する。図１は本実施形態のシェル構造躯体施工方法で施工されるシェル構造躯体を示す斜視図である。図２は本実施形態のシェル構造躯体施工方法で施工されるシェル構造躯体について説明する図である。図２（ａ）は図１のＡ−Ａ’における断面図、図２（ｂ）はシェル構造躯体の基礎躯体を示す平面図である。 Hereinafter, embodiments of the construction method of the shell structure of the present invention will be described with reference to the drawings. First, with reference to FIG. 1, FIG. 2, the shell structure housing constructed | assembled with the shell structure housing construction method of this embodiment is demonstrated. FIG. 1 is a perspective view showing a shell structure case constructed by the shell structure case construction method of the present embodiment. FIG. 2 is a view for explaining a shell structure case constructed by the shell structure case construction method of the present embodiment. 2A is a cross-sectional view taken along the line A-A ′ of FIG. 1, and FIG. 2B is a plan view showing a basic casing of the shell structure casing.

図１、図２（ａ）に示すように、シェル構造躯体１は、地盤２に構築された楕円形の平面形状を有する基礎躯体３の上に３次元曲面を有するシェル構造物４が形成されてなる。基礎躯体３及びシェル構造物４は鉄筋コンクリートで構築される。図２（ａ）、図２（ｂ）に示すように、基礎躯体３は床スラブ３ａと基礎梁３ｂ、基礎梁３ｃを有する。基礎梁３ｂは基礎躯体３の楕円形平面の短径方向（以降単に「短径方向」と称する）に沿って設けられる。基礎梁３ｃは基礎躯体３の外周部に沿って設けられる。図１、図２（ａ）に示すように、シェル構造物４の底面の外周は基礎躯体３の外周に対応し、楕円形の形状を有する。また、シェル構造物４の上部には開口部１７が設けられる。開口部１７にはガラス（不図示）を設けても良く、シェル構造躯体１の完成後、天窓として用いることができる。 As shown in FIG. 1 and FIG. 2A, the shell structural body 1 has a shell structural body 4 having a three-dimensional curved surface formed on an elliptical base structural body 3 constructed on the ground 2. It becomes. The foundation frame 3 and the shell structure 4 are constructed of reinforced concrete. As shown in FIGS. 2A and 2B, the foundation frame 3 includes a floor slab 3a, a foundation beam 3b, and a foundation beam 3c. The foundation beam 3 b is provided along the minor axis direction (hereinafter, simply referred to as “minor axis direction”) of the elliptical plane of the foundation casing 3. The foundation beam 3 c is provided along the outer periphery of the foundation housing 3. As shown in FIGS. 1 and 2 (a), the outer periphery of the bottom surface of the shell structure 4 corresponds to the outer periphery of the foundation housing 3 and has an elliptical shape. In addition, an opening 17 is provided in the upper part of the shell structure 4. The opening 17 may be provided with glass (not shown), and can be used as a skylight after the shell structure housing 1 is completed.

次に、図３Ａから図９を用いて、本実施形態のシェル構造躯体施工方法について説明する。図３Ａから図３Ｃは本実施形態のシェル構造躯体施工方法を説明する図で、それぞれ図１のＡ−Ａ’における断面図である。図４は図２（ｂ）のＢ−Ｂ’における基礎梁の断面図である。図５Ａ、図５Ｂは土壌の整形について説明する図であり、シェル構造躯体の施工状況を上から見た平面図である。図６は土壌の整形について説明する図である。図７は下地の表面の３次元曲面の検査について説明する図である。図８は鉄筋の配筋について説明する図である。図９はコンクリートの表面の３次元曲面の検査について説明する図である。 Next, the shell structure housing construction method of this embodiment will be described with reference to FIGS. 3A to 9. 3A to 3C are diagrams for explaining the shell structure case construction method of the present embodiment, and are cross-sectional views taken along line A-A 'of FIG. 1, respectively. FIG. 4 is a cross-sectional view of the foundation beam at B-B ′ in FIG. FIG. 5A and FIG. 5B are diagrams for explaining the shaping of the soil, and are plan views of the construction status of the shell structure body as viewed from above. FIG. 6 is a diagram for explaining soil shaping. FIG. 7 is a diagram for explaining the inspection of the three-dimensional curved surface of the surface of the base. FIG. 8 is a diagram for explaining reinforcing bar arrangement. FIG. 9 is a diagram for explaining the inspection of the three-dimensional curved surface of the concrete surface.

本実施形態のシェル構造躯体施工方法では、まず、図３Ａ（ａ）に示すように、地盤２に鉄筋コンクリートの基礎躯体３を構築する。基礎躯体３は床スラブ３ａと基礎梁３ｂ、基礎梁３ｃを有する。基礎躯体３の構築は従来の工法を用いて行うことができる。 In the shell structure case construction method of the present embodiment, first, a reinforced concrete foundation case 3 is constructed on the ground 2 as shown in FIG. The foundation frame 3 includes a floor slab 3a, a foundation beam 3b, and a foundation beam 3c. The foundation housing 3 can be constructed using a conventional construction method.

また、図４に示すように、基礎梁３ｂにはＰＣ鋼材３ｄによるプレストレスを導入する。これは後の工程で設けるシェル構造躯体により生じる引張力に抵抗するためである。 Further, as shown in FIG. 4, prestress due to the PC steel material 3d is introduced into the foundation beam 3b. This is to resist the tensile force generated by the shell structure housing provided in a later step.

なお、基礎躯体３はこれに限らず、様々な形状のものを構築してよい。例えば外周部の基礎梁３ｃの代わりに基礎躯体３の楕円形平面の長径方向（以降単に「長径方向」と称する）に基礎梁を設けてもよく、基礎梁の全部にプレストレスを導入することもできる。 In addition, the foundation housing 3 is not limited to this, and may have various shapes. For example, a foundation beam may be provided in the major axis direction (hereinafter simply referred to as “major axis direction”) of the elliptical plane of the foundation frame 3 in place of the foundation beam 3c at the outer peripheral portion, and prestress is introduced to the entire foundation beam. You can also.

続いて、図３Ａ（ｂ）に示すように基礎躯体３上に排水部５を形成する。排水部５を形成することにより、後の工程で基礎躯体上に土壌を土盛する際に降雨等しても、土壌を浸透する水が排水される。排水部５は例えば砕石とネトロンパイプにより浸透水をシェル構造躯体１の外部に排水可能としたものを用いることができる。ただし排水部５はこれに限らず、土壌を浸透する水を排水可能な限りにおいて様々に定めることができる。 Subsequently, as shown in FIG. 3A (b), the drainage part 5 is formed on the foundation housing 3. By forming the drainage part 5, water that permeates the soil is drained even if it rains when the soil is piled up on the foundation frame in a later step. As the drainage section 5, for example, a crushed stone and a netron pipe which can drain the permeated water to the outside of the shell structural body 1 can be used. However, the drainage part 5 is not limited to this, and can be variously determined as long as the water penetrating the soil can be drained.

次に、図３Ａ（ｃ）に示すように土盛を行い、基礎躯体３の上方に第１層目の土壌７ａを盛る。土盛を行った後、土壌７ａに対して転圧を行う。転圧は例えばマカダムローラー（不図示）を用いて数回に分けて行う。また、土盛に先立って、基礎躯体３の上方に盛る土壌について土質試験を行い、含水比と乾燥密度を求める。さらに現場試験にて転圧回数毎の密度を求め、土盛する土壌について所望の密度が得られる転圧回数を決定しておく。なお、土盛する土壌には例えば真砂土等を用いることができる。 Next, as shown in FIG. 3A (c), earthing is performed, and the first layer of soil 7 a is piled up above the foundation frame 3. After depositing, the compaction is performed on the soil 7a. The rolling is performed in several steps using, for example, a Macadam roller (not shown). Prior to the soil filling, a soil test is performed on the soil piled up above the foundation frame 3 to obtain a water content ratio and a dry density. Further, the density for each number of rolling times is obtained by an on-site test, and the number of rolling times at which a desired density is obtained for the soil to be piled up is determined. In addition, for example, pure sand can be used as the soil to be piled up.

さらに、図３Ａ（ｄ）に示すように土盛を行い、第１層目の土壌７ａの上方に第２層目の土壌７ｂを盛る。その後、第１層目と同様、第２層目の土壌７ｂに対し、転圧を行う。このように、土盛及び転圧は基礎躯体３の上方で、高さ方向に数層に分けて行い、図３Ｂ（ｅ）に示すように所定の高さまで土壌７が盛られる。何層に分けて盛るか、あるいは各層の厚さをどのようにするかは適宜決定することができる。例えば最終的に基礎躯体３の上方で高さ３．９ｍ程度にまで土盛する場合であれば、基礎躯体３上高さ３００ｍｍごとに土盛及び転圧を行い、これを上下１３層に分けて行うようにすることができる。 Further, as shown in FIG. 3A (d), earthing is performed, and the second layer of soil 7b is piled up above the first layer of soil 7a. Thereafter, as with the first layer, rolling is performed on the soil 7b of the second layer. In this way, the embankment and rolling are performed in several layers in the height direction above the foundation frame 3, and the soil 7 is piled up to a predetermined height as shown in FIG. 3B (e). It is possible to appropriately determine how many layers are divided or how the thickness of each layer is made. For example, if it is finally piled up to a height of about 3.9 m above the foundation frame 3, it is piled up and rolled for every 300 mm in height on the foundation frame 3, and this is divided into upper and lower 13 layers. Can be done.

図３Ｂ（ｅ）において８は事前計画したシェル構造躯体１のシェル構造物４の３次元曲面の形状に対応する土壌型枠を示す。なお、土壌７を盛った後、土壌７の頂面で、後述するコンクリート打設時を想定した所定荷重を平板上に戴荷する平板戴荷試験を行う。この際の土壌７の圧密変形量が所定範囲に収まること、即ちコンクリート打設時に土壌７（土壌型枠８）の変形量が所定範囲に収まることを確認する。 In FIG. 3B (e), 8 shows the soil formwork corresponding to the shape of the three-dimensional curved surface of the shell structure 4 of the shell structure housing 1 planned in advance. In addition, after the soil 7 is piled up, a flat plate loading test is performed on the flat surface of the soil 7 to load a predetermined load on the flat plate assuming a concrete pouring time described later. At this time, it is confirmed that the amount of consolidation deformation of the soil 7 is within a predetermined range, that is, the amount of deformation of the soil 7 (soil formwork 8) is within the predetermined range when the concrete is placed.

その後、シェル構造躯体１の３次元曲面の形状に合わせるように、土壌型枠８の３次元曲面に沿って土壌７を整形する。図３Ｂ（ｆ）に示すように整形はまず土壌７の上部で行い、その後土壌７の下部の整形を行う。このようにして、図３Ｂ（ｇ）に示すように土壌型枠８の形状に土壌７が整形される。 Thereafter, the soil 7 is shaped along the three-dimensional curved surface of the soil formwork 8 so as to conform to the shape of the three-dimensional curved surface of the shell structural body 1. As shown in FIG. 3B (f), shaping is first performed on the upper portion of the soil 7 and then the lower portion of the soil 7 is shaped. In this way, the soil 7 is shaped into the shape of the soil formwork 8 as shown in FIG. 3B (g).

図５Ａ、図５Ｂ、図６を用いて、本実施形態における土壌７の整形について説明する。土壌７の整形はまず上部で行う。土壌７の上部の整形は、図５Ａ（ａ）に示すように、まず土壌７の頂部７ｃの粗整形を行ったあと長径方向に沿って頂部７ｃを通過する通芯である測定基準線２１を設け、測定基準線２１を基準に墨出しを行い、通芯２２を長径方向と短径方向に所定の間隔（例えば長径方向、短径方向ともに６０００ｍｍ間隔）で定める。 The shaping of the soil 7 in this embodiment will be described with reference to FIGS. 5A, 5B, and 6. The shaping of the soil 7 is first performed at the top. As shown in FIG. 5A (a), the top of the soil 7 is shaped by first measuring the reference line 21 that is a core passing through the top 7c along the major axis direction after roughly shaping the top 7c of the soil 7. Provided, and marking is performed with reference to the measurement reference line 21, and the core 22 is defined at a predetermined interval in the major axis direction and the minor axis direction (for example, an interval of 6000 mm in both the major axis direction and the minor axis direction).

続いて、図５Ａ（ｂ）に示すように、頂部７ｃの周囲で、通芯２２もしくは測定基準線２１の交差により構成される格子の格子点に杭芯棒２５を打込む。図６に示すように、杭芯棒２５で後述する下地の表面レベルの位置には光波計測用の反射体であるミラーテープ２７が貼られる。必要な場合には杭芯棒２５の周囲をある程度掘り下げた後ミラーテープ２７を貼ることができる。下地の表面レベルの位置は、杭芯棒２５を打ち込む平面位置に応じて設計段階で定められているものである。
また、頂部７ｃにおいて、測定基準線２１と短径方向の通芯２２の交点７ｄに３Ｄ光波測定器２３を設け、杭芯棒２５の打込まれた位置、即ち各格子点の３次元座標を計測する。計測結果より、杭芯棒２５の打込み量等を調節して下地の表面レベルを示すミラーテープ２７の位置の微調整を行うこともできる。 Subsequently, as shown in FIG. 5A (b), a pile core rod 25 is driven around the top portion 7c at a lattice point of a lattice formed by the intersection of the core 22 or the measurement reference line 21. As shown in FIG. 6, a mirror tape 27, which is a reflector for measuring light waves, is affixed to the surface level position of the foundation to be described later with the pile core rod 25. If necessary, the mirror tape 27 can be affixed after digging around the pile core rod 25 to some extent. The position of the surface level of the foundation is determined at the design stage according to the plane position where the pile core rod 25 is driven.
Further, at the top portion 7c, a 3D light wave measuring device 23 is provided at the intersection 7d of the measurement reference line 21 and the core 22 in the minor axis direction, and the position where the pile core rod 25 is driven, that is, the three-dimensional coordinates of each lattice point measure. From the measurement result, it is possible to finely adjust the position of the mirror tape 27 indicating the surface level of the foundation by adjusting the driving amount of the pile core rod 25 and the like.

その後、図５Ｂ（ｃ）に示すように、各格子点及び交点７ｄで囲まれる各格子で土壌７の整形を行う。各格子における土壌７の整形については、例えば図６のＣで示すように、格子を構成する各格子点に打込まれた杭芯棒２５のミラーテープ２７の位置から下地の厚みを見込んだ量Ｈだけ低い位置同士を結ぶ平面状に整形を行うことができる。なお、交点７ｄでは既に粗整形がされているので、その位置をそのまま用いることができる。 After that, as shown in FIG. 5B (c), the soil 7 is shaped by each grid point surrounded by each grid point and the intersection 7d. Regarding the shaping of the soil 7 in each lattice, for example, as shown by C in FIG. 6, the amount of the ground thickness estimated from the position of the mirror tape 27 of the pile core rod 25 driven into each lattice point constituting the lattice. Shaping can be performed in a planar shape connecting positions that are lower by H. In addition, since the rough shaping has already been performed at the intersection 7d, the position can be used as it is.

本実施形態では、上記のようにしてまず各格子の粗整形を行ったあと、図５Ｂ（ｃ）中の７ｅで示すように、各格子を長径、短径方向に更に細かい間隔（例えば長径方向、短径方向ともに１５００ｍｍ間隔）の細格子に区画し、当該細格子について、各格子における土壌７の整形と同様の手順で細かく土壌の整形を行う。 In the present embodiment, after roughly shaping each grating as described above, each grating is further finely spaced in the major axis and minor axis directions (for example, in the major axis direction) as indicated by 7e in FIG. 5B (c). The fine grid is finely shaped in the same procedure as the shaping of the soil 7 in each grid.

次に、図５Ｂ（ｄ）に示すように土壌７の下部にて整形を行う。土壌７の下部において、通芯２２の交差により構成される格子の格子点に杭芯棒２５を打込んだあと、上記説明した土壌７の上部の整形と同様の手順で整形を行う。但し、土壌７の下部ではシェル構造躯体１（土壌型枠８）の３次元曲面の勾配が急なため、図５Ｂ（ｄ）中の７ｆで示すように、格子内の細格子は更に細かい間隔（例えば長径方向、短径方向ともに１０００ｍｍ間隔）で区画し、土壌７の整形をより細かく行うことが望ましい。 Next, shaping is performed at the lower part of the soil 7 as shown in FIG. After the pile core rod 25 is driven into the lattice points of the lattice constituted by the intersections of the cores 22 at the lower part of the soil 7, the shaping is performed by the same procedure as the above-described shaping of the upper part of the soil 7. However, since the gradient of the three-dimensional curved surface of the shell structural body 1 (soil formwork 8) is steep at the lower part of the soil 7, as shown by 7f in FIG. It is desirable to partition the soil 7 more finely (for example, at intervals of 1000 mm in both the major axis direction and the minor axis direction).

以上のように土壌７が整形され、図３Ｂ（ｇ）に示すような土壌型枠８が形成される。土壌型枠８の表面の３次元曲面は、シェル構造躯体１のシェル構造物４の３次元曲面に対応する形状を有する。しかしながら、土壌７の整形は、これにより最終的に土壌型枠８が正確に形成されればよく、その方法は上記説明したものに限らない。 The soil 7 is shaped as described above, and a soil formwork 8 as shown in FIG. 3B (g) is formed. The three-dimensional curved surface on the surface of the soil formwork 8 has a shape corresponding to the three-dimensional curved surface of the shell structure 4 of the shell structure 1. However, the shaping of the soil 7 suffices as long as the soil formwork 8 is finally formed accurately by this, and the method is not limited to that described above.

図３Ｂ（ｇ）に示す土壌型枠８の形成後、図３Ｂ（ｈ）に示すように、土壌型枠８の表面に沿って下地モルタルを打設し養生して、下地９を形成する。下地モルタルには例えば貧調合モルタルを用いる。貧調合モルタルを使用して下地９を形成することで、後述するコンクリート打設時に土壌型枠８の型枠としての強度を確保するとともに、後述する下地９等の除去を容易とする。本実施形態において、下地９として貧調合モルタルを打設する厚さは２０ｍｍ程度である。しかしながら、その厚さは目的に応じて様々に定め得る。 After the formation of the soil formwork 8 shown in FIG. 3B (g), as shown in FIG. 3B (h), a ground mortar is placed along the surface of the soil formwork 8 and cured to form the groundwork 9. For example, poor blended mortar is used as the base mortar. By forming the base 9 using the poorly blended mortar, the strength of the soil formwork 8 as a formwork is ensured at the time of concrete placement described below, and the base 9 and the like described below are easily removed. In this embodiment, the thickness for placing the poor blend mortar as the base 9 is about 20 mm. However, the thickness can be variously determined according to the purpose.

下地９の形成後、下地９の表面の３次元曲面の計測を行う。下地９の表面の３次元曲面の計測は、図７（ａ）に示すように下地９について長径方向の通芯である測定基準線３０を定め、測定基準線３０上に測定位置３１（３Ｄ光波測定器２３の設置位置）を所定の間隔（例えば１０００ｍｍ間隔）に定める。その後、測定位置から測定基準線３０と直交する方向（短径方向）に、下地９の表面に沿ってスチールテープ３２ａを配置する。図７（ｂ）に示すように、スチールテープ３２ａには、所定の間隔（例えば５００ｍｍ）で光波測定用の反射体である複数のミラーテープ３３ａ−１、３３ａ−２、…が貼着されている。 After the base 9 is formed, a three-dimensional curved surface on the surface of the base 9 is measured. As shown in FIG. 7A, the measurement of the three-dimensional curved surface of the surface of the base 9 is performed by defining a measurement reference line 30 that is a core in the major axis direction with respect to the base 9, and measuring positions 31 (3D light waves) on the measurement reference line 30. The installation position of the measuring instrument 23) is set to a predetermined interval (for example, an interval of 1000 mm). Thereafter, the steel tape 32a is disposed along the surface of the base 9 in a direction (minor axis direction) orthogonal to the measurement reference line 30 from the measurement position. As shown in FIG. 7 (b), a plurality of mirror tapes 33a-1, 33a-2,... That are light wave measuring reflectors are attached to the steel tape 32a at a predetermined interval (for example, 500 mm). Yes.

このように下地９の表面に沿ったスチールテープ３２ａに沿って複数配置されたミラーテープ３３ａ−１、３３ａ−２、…について、鉛直方向の位置を含む３次元座標を３Ｄ光波測定器２３で測定する。これにより、スチールテープ３２ａを配置した位置における下地９の表面の３次元曲面の断面形状が近似的に計測できる。なお、下地９の表面の３次元曲面の測定はこれに限らず、例えば測定基準線３０に対して斜め方向に行うこともできる。また、ミラーテープ３３ａ−１、３３ａ−２、…は下地９の表面に沿った所定の線分に沿って配置されればよく、所定の線分となるものはスチールテープ３２ａに限ることはない。 In this way, the three-dimensional coordinates including the vertical position are measured by the 3D light wave measuring instrument 23 for the plurality of mirror tapes 33a-1, 33a-2,... Arranged along the steel tape 32a along the surface of the base 9. To do. Thereby, the cross-sectional shape of the three-dimensional curved surface of the surface of the foundation | substrate 9 in the position which has arrange | positioned the steel tape 32a can be measured approximately. The measurement of the three-dimensional curved surface of the surface of the base 9 is not limited to this, and can be performed in an oblique direction with respect to the measurement reference line 30, for example. Further, the mirror tapes 33a-1, 33a-2,... Need only be arranged along a predetermined line segment along the surface of the base 9, and the one that becomes the predetermined line segment is not limited to the steel tape 32a. .

その後、下地９の表面に補修用のモルタルを厚さ２〜３ｍｍ程度で薄く塗布し、下地９の表面を平滑化する。これにより、シェル構造物４の仕上がり時の凹凸をなくし、より美観に優れたものとすることができる。 Thereafter, a repairing mortar is thinly applied to the surface of the base 9 with a thickness of about 2 to 3 mm to smooth the surface of the base 9. Thereby, the unevenness | corrugation at the time of the finishing of the shell structure 4 can be eliminated, and it can be made more excellent in aesthetics.

続いて、下地９の表面に剥離剤を塗布する。剥離剤を塗布することにより、下地９が滑らかになるとともに、後述する土壌型枠８及び下地９の除去時に下地９が剥がれやすくなる。剥離剤にはウレタン系の塗床材等を用いることができる。 Subsequently, a release agent is applied to the surface of the base 9. By applying the release agent, the base 9 becomes smooth and the base 9 is easily peeled off when the soil formwork 8 and the base 9 described later are removed. As the release agent, a urethane-based coating material or the like can be used.

その後、図３Ｃ（ｉ）に示すように、下地９の表面の上方で鉄筋１１を配筋する。図８に示すように、鉄筋１１は、下地９の３次元曲面に沿うように加工組立を行い、長径、短径方向に、上下２層に配筋する。鉄筋１１はスペーサ（不図示）により下地９の上方に間隔をあけて配置される。その間隔は、後述するコンクリートの下部のかぶり厚さ等を考慮して定めることができる。スペーサには、防錆仕様の製品を用いる。但し、鉄筋１１の配筋はこれに限らず様々に定め得る。
また、適当な間隔（例えば長径方向、短径方向に１０００ｍｍ間隔）で、後述するコンクリートを打設する厚さの目安とするためのコンクリート天端ポイント３５を設定する。コンクリート天端ポイント３５は例えば棒材である。上下に配筋した鉄筋に固定具（不図示）を取り付け、当該固定具で棒材を固定し、当該棒材の上端をコンクリート打設の際の天端とする。コンクリート天端ポイント３５の上端の位置は、コンクリートの上部のかぶり厚さ等を考慮して定めることができる。 Thereafter, as shown in FIG. 3C (i), the reinforcing bars 11 are arranged above the surface of the base 9. As shown in FIG. 8, the reinforcing bars 11 are processed and assembled along the three-dimensional curved surface of the base 9, and are arranged in two upper and lower layers in the major axis and minor axis directions. The reinforcing bars 11 are arranged above the base 9 with a spacer (not shown). The interval can be determined in consideration of the cover thickness of the lower part of the concrete, which will be described later. Use a rust-proof product for the spacer. However, the bar arrangement of the reinforcing bars 11 is not limited to this and can be variously determined.
Further, a concrete top end point 35 is set at an appropriate interval (for example, an interval of 1000 mm in the major axis direction and minor axis direction) as a guide for the thickness of concrete to be described later. The concrete top point 35 is, for example, a bar material. A fixing tool (not shown) is attached to the reinforcing bars arranged vertically, and the bar is fixed with the fixing tool, and the upper end of the bar is used as the top edge when placing concrete. The position of the upper end of the concrete top end point 35 can be determined in consideration of the cover thickness of the upper part of the concrete.

続いて、図３Ｃ（ｊ）に示すように、コンクリート１５を下地９の３次元曲面に沿って、開口部１７以外の位置に、土壌型枠８の下部から上部へと打設する。コンクリート１５はコンクリート天端ポイント３５が隠れる厚さに打設する。コンクリート１５は、目的に応じて様々な種類のものを用いることができる。コンクリート１５の打設後、養生シートをかぶせ、コンクリート１５の養生を行うと、シェル構造物４が形成される。 Subsequently, as shown in FIG. 3C (j), the concrete 15 is driven from the lower part to the upper part of the soil formwork 8 at a position other than the opening 17 along the three-dimensional curved surface of the foundation 9. The concrete 15 is placed to a thickness that hides the concrete top point 35. Various types of concrete 15 can be used according to the purpose. After the concrete 15 is placed, the shell structure 4 is formed by covering the curing sheet and curing the concrete 15.

コンクリート１５の養生後、コンクリート１５の表面の３次元曲面の計測を行う。コンクリート１５の表面の３次元曲面の計測は、図７（ａ）、図７（ｂ）に示した下地９の表面の３次元曲面の計測と同様に行う。即ち、コンクリート１５上で、下地９の表面の３次元曲面の計測の際の測定基準線３０及び測定位置３１と平面上同じ位置に測定基準線３７及び測定位置３９（３Ｄ光波測定器２３の設置位置）を定める。その後、図９（ａ）に示すように測定位置から測定基準線３７と直交する方向に、コンクリート１５の表面に沿ってスチールテープ３２ｂを配置する。スチールテープ３２ｂには測定基準線３７から下地９の表面の３次元曲面の検査時と同じ間隔で光波測定用の複数のミラーテープ３３ｂ−１、３３ｂ−２、…が貼着されている。従って、スチールテープ３２ｂと、下地９の表面の３次元曲面の断面形状を計測したときに用いたスチールテープ３２ａは、平面上同じ位置にある。 After the concrete 15 is cured, the three-dimensional curved surface of the concrete 15 is measured. The measurement of the three-dimensional curved surface of the concrete 15 is performed in the same manner as the measurement of the three-dimensional curved surface of the surface of the base 9 shown in FIGS. 7 (a) and 7 (b). That is, on the concrete 15, the measurement reference line 37 and the measurement position 39 (installation of the 3D light wave measuring device 23 are placed at the same position on the plane as the measurement reference line 30 and the measurement position 31 when measuring the three-dimensional curved surface of the surface of the base 9. Position). Thereafter, as shown in FIG. 9A, the steel tape 32 b is disposed along the surface of the concrete 15 in a direction orthogonal to the measurement reference line 37 from the measurement position. A plurality of mirror tapes 33b-1, 33b-2,... For measuring light waves are attached to the steel tape 32b at the same interval from the measurement reference line 37 when the three-dimensional curved surface of the surface of the base 9 is inspected. Therefore, the steel tape 32b and the steel tape 32a used when measuring the cross-sectional shape of the three-dimensional curved surface of the surface of the base 9 are at the same position on the plane.

このようにコンクリート１５の表面に沿ったスチールテープ３２ｂに沿って複数配置されたミラーテープ３３ｂ−１、３３ｂ−２、…について、鉛直方向の位置を含む３次元座標を３Ｄ光波測定器２３で測定する。これにより、スチールテープ３２ｂを配置した位置におけるコンクリート１５の表面の３次元曲面の断面形状が近似的に計測できる。
なお、コンクリート１５の表面の３次元曲面の測定は、下地９の表面の３次元曲面の計測と同様、これに限られることはなく、例えば測定基準線３７に対して斜め方向に行うこともできる。また、ミラーテープ３３ｂ−１、３３ｂ−２、…はコンクリート１５の表面に沿った所定の線分に沿って配置されればよく、所定の線分となるものはスチールテープ３２ｂに限ることはない。 As described above, the three-dimensional coordinates including the position in the vertical direction are measured by the 3D light wave measuring device 23 for the plurality of mirror tapes 33b-1, 33b-2,... Arranged along the steel tape 32b along the surface of the concrete 15. To do. Thereby, the cross-sectional shape of the three-dimensional curved surface of the surface of the concrete 15 at the position where the steel tape 32b is disposed can be approximately measured.
Note that the measurement of the three-dimensional curved surface of the surface of the concrete 15 is not limited to the same as the measurement of the three-dimensional curved surface of the surface of the foundation 9, and can be performed in an oblique direction with respect to the measurement reference line 37, for example. . Further, the mirror tapes 33b-1, 33b-2,... Need only be arranged along a predetermined line segment along the surface of the concrete 15, and the one that becomes the predetermined line segment is not limited to the steel tape 32b. .

続いて、図９（ｂ）に示すように、３３ｂ−１、３３ｂ−２、…の位置を結んで近似されるコンクリート１５の表面の３次元曲面の断面形状と、３３ａ−１、３３ａ−２、…の位置を結んで近似される下地９の表面の３次元曲面の断面形状とを比較する。両断面形状の法線方向の距離Ｌを求めて、コンクリート１５の厚さとみなす。このようにしてコンクリート１５の厚さを検査し、設計値と比べコンクリート１５の厚さが不足する位置がないことなどを確認する。 Subsequently, as shown in FIG. 9B, the cross-sectional shape of the three-dimensional curved surface of the surface of the concrete 15 approximated by connecting the positions 33b-1, 33b-2,..., 33a-1, 33a-2 ,... Are compared with the cross-sectional shape of the three-dimensional curved surface of the base 9 approximated by connecting the positions of. The distance L in the normal direction of both cross-sectional shapes is obtained and regarded as the thickness of the concrete 15. In this way, the thickness of the concrete 15 is inspected, and it is confirmed that there is no position where the thickness of the concrete 15 is insufficient compared to the design value.

なお、コンクリート１５の表面の３次元曲面の測定等は、上述したコンクリート１５の養生後だけでなく、後述する土壌型枠８等の除去前後及びその後複数回にわたって行うことが望ましい。 Note that the measurement of the three-dimensional curved surface of the surface of the concrete 15 is preferably performed not only after the curing of the concrete 15 described above but also before and after the removal of the soil formwork 8 and the like described later and a plurality of times thereafter.

コンクリート１５の養生後、所定の期間（例えば５週間）経った後、シェル構造物４の内側の土壌型枠８、下地９等の除去を行う。図３Ｃ（ｋ）に示すように、土壌型枠８等の除去は、最初に開口部１７より人力で掘削する。掘削を行い一定の大きさの空間を確保後、ベルトコンベア、小型重機、ベッセル等（不図示）を搬入し、その後は小型重機により掘削した土壌型枠８の土壌等をベルトコンベアで搬送し、開口部１７の平面位置に設置したベッセルに集積する。ベッセルに集積した土壌は、外部に設置したラフタークレーン（不図示）で開口部１７より搬出することができる。なお、シェル構造躯体１の外周部など機械により掘削できない部分は、人力による掘削を行う。このようにして、図３Ｃ（ｌ）に示すように土壌型枠８、下地９の除去を進めてゆく。 After the curing of the concrete 15, after a predetermined period (for example, 5 weeks), the soil mold 8 inside the shell structure 4, the ground 9 and the like are removed. As shown in FIG. 3C (k), the removal of the soil formwork 8 and the like is first excavated manually from the opening 17. After excavating and securing a certain size of space, a belt conveyor, small heavy machinery, a vessel, etc. (not shown) are carried in, and then the soil of the soil formwork 8 excavated by the small heavy machinery is conveyed by the belt conveyor, It accumulates in a vessel installed at a planar position of the opening 17. The soil accumulated in the vessel can be carried out from the opening 17 by a rough terrain crane (not shown) installed outside. In addition, the part which cannot be excavated by machines, such as the outer peripheral part of the shell structure housing 1, excavates by human power. In this way, the removal of the soil formwork 8 and the base 9 is advanced as shown in FIG. 3C (l).

シェル構造物４の内部の土壌等を全て除去すると、図２（ａ）に示した状態のシェル構造躯体１が形成される。本実施形態では、開口部１７にガラスを設け天窓として用いても良いが、この後コンクリートの打設等を行い閉じることも可能である。なお、本実施形態では開口部１７がシェル構造物４の上部に設けられているが、開口部をシェル構造物４の下部に、地表面から立ち上がるように設けることもできる。 When all the soil and the like inside the shell structure 4 are removed, the shell structure housing 1 in the state shown in FIG. 2A is formed. In this embodiment, glass may be provided in the opening 17 to be used as a skylight, but it is also possible to close it by placing concrete or the like thereafter. In the present embodiment, the opening 17 is provided in the upper part of the shell structure 4, but the opening may be provided in the lower part of the shell structure 4 so as to rise from the ground surface.

以上のようにシェル構造躯体１が施工される。本実施形態のシェル構造躯体施工方法は、土壌型枠８を型枠として用い３次元曲面を形成するので、その形状を自由に形成することができる。また、従来のように複数の板型枠を使用しないので、本実施形態のシェル構造躯体施工方法で形成されたシェル構造躯体には継ぎ目がなく美観にもすぐれたものとなり、安全に施工できるという利点も有する。 The shell structure housing 1 is constructed as described above. Since the shell structure housing construction method of this embodiment forms a three-dimensional curved surface using the soil formwork 8 as a formwork, the shape can be freely formed. In addition, since a plurality of plate frames are not used as in the prior art, the shell structure case formed by the shell structure case construction method of the present embodiment has no seams and is excellent in aesthetics, and can be safely constructed. There are also advantages.

以上、添付図面を参照しながら、本発明に係るシェル構造躯体施工方法、シェル構造躯体等の好適な実施形態について説明したが、本発明はかかる例に限定されない。当業者であれば、本願で開示した技術的思想の範疇内において、各種の変更例又は修正例に想到し得ることは明らかであり、それらについても当然に本発明の技術的範囲に属するものと了解される。 The preferred embodiments of the shell structure housing construction method and the shell structure housing according to the present invention have been described above with reference to the accompanying drawings, but the present invention is not limited to such examples. It will be apparent to those skilled in the art that various changes or modifications can be conceived within the scope of the technical idea disclosed in the present application, and these naturally belong to the technical scope of the present invention. Understood.

１………シェル構造躯体
２………地盤
３………基礎躯体
３ａ………床スラブ
３ｂ、３ｃ………基礎梁
３ｄ………ＰＣ鋼材
４………シェル構造物
５………排水部
７、７ａ、７ｂ………土壌
８………土壌型枠
９………下地
１１………鉄筋
１５………コンクリート
２３………光波測定器
２７、３３ａ−１、３３ａ−２、３３ａ−３、３３ａ−４、３３ｂ−１、３３ｂ−２、３３ｂ−３、３３ｂ−４………ミラーテープ 1 ……… Shell structure 2 ……… Ground 3 ……… Foundation 3a ……… Floor slab 3b 3c ……… Foundation beam 3d ……… PC steel 4 ……… Shell structure 5 ……… Drainage Part 7, 7a, 7b ......... Soil 8 ......... Soil formwork 9 ......... Base 11 ......... Rebar 15 ......... Concrete 23 ......... Light wave measuring instrument 27, 33a-1, 33a-2, 33a -3, 33a-4, 33b-1, 33b-2, 33b-3, 33b-4 ......... Mirror tape

Claims

A shell structure case construction method for constructing a shell structure case made of reinforced concrete,
A step (a) of constructing a basic chassis;
A step (b) of piling up soil above the foundation frame;
A step (c) of shaping the surface of the soil accumulated in the step (b) so as to match the shape of the three-dimensional curved surface of the shell structure housing;
Forming a base on the surface of the soil shaped in the step (c) (d);
(E) performing bar arrangement above the base formed in the step (d), placing concrete, and curing the concrete;
After curing the concrete in the step (e), excavating and removing the soil and the ground (f),
A shell structure housing construction method characterized by comprising:

The concrete placement in the step (e) is performed so as to provide an opening, and in the step (f), the excavated soil and ground are carried out from the opening. Shell structure frame construction method.

A shell structure case construction method for constructing a shell structure case made of reinforced concrete,
A step (a) of constructing a basic chassis;
A step (b) of piling up soil above the foundation frame;
A step (c) of shaping the surface of the soil accumulated in the step (b) so as to match the shape of the three-dimensional curved surface of the shell structure housing;
Forming a base on the surface of the soil shaped in the step (c) (d);
(E) performing bar arrangement above the base formed in the step (d), placing concrete, and curing the concrete;
After curing the concrete in the step (e), the step of removing the soil and groundwork (f);
Comprising
Wherein, prior to step (b), shell structural framework construction method, characterized by further comprising a step (h) forming the drainage portion above the basal skeleton constructed in the step (a).

A shell structure case construction method for constructing a shell structure case made of reinforced concrete,
A step (a) of constructing a basic chassis;
A step (b) of piling up soil above the foundation frame;
A step (c) of shaping the surface of the soil piled up in the step (b) so as to match the shape of the three-dimensional curved surface of the shell structure housing;
Forming a base on the surface of the soil shaped in the step (c) (d);
(E) performing bar arrangement above the base formed in the step (d), placing concrete, and curing the concrete;
After curing the concrete in the step (e), the step of removing the soil and groundwork (f);
Comprising
In the step (d), a ground mortar is placed on the surface of the soil shaped in the step (c) to form a ground, and after curing the ground mortar, the mortar is applied to smooth the ground. shell structural frame construction method to.

A shell structure case construction method for constructing a shell structure case made of reinforced concrete,
A step (a) of constructing a basic chassis;
A step (b) of piling up soil above the foundation frame;
A step (c) of shaping the surface of the soil accumulated in the step (b) so as to match the shape of the three-dimensional curved surface of the shell structure housing;
Forming a base on the surface of the soil shaped in the step (c) (d);
(E) performing bar arrangement above the base formed in the step (d), placing concrete, and curing the concrete;
After curing the concrete in the step (e), the step of removing the soil and groundwork (f);
Comprising
Before the step (e), the vertical position of a plurality of reflectors arranged along a predetermined line segment along the surface of the base formed in the step (d) is measured with a light wave measuring device. (I) measuring the cross-sectional shape of the surface of the base,
Before the step (f), a plurality of reflectors arranged along the line segment at the same position on the plane as the predetermined line segment along the surface of the concrete cured in the step (e). Measure the cross-sectional shape of the concrete surface by measuring the position of the direction with a light wave measuring device, compare the cross-sectional shape of the surface of the foundation with the cross-sectional shape of the surface of the concrete, and inspect the thickness of the concrete Step (j) to perform,
Furthermore shell structural framework construction method, characterized by comprising a.

A shell structure case constructed by the shell structure case construction method according to any one of claims 1 to 5 .