JP3797754B2 - Construction method of underground slab bottom plate - Google Patents

Construction method of underground slab bottom plate

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Publication number
JP3797754B2
JP3797754B2 JP18908397A JP18908397A JP3797754B2 JP 3797754 B2 JP3797754 B2 JP 3797754B2 JP 18908397 A JP18908397 A JP 18908397A JP 18908397 A JP18908397 A JP 18908397A JP 3797754 B2 JP3797754 B2 JP 3797754B2
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Japan
Prior art keywords
open caisson
bottom plate
underground
slab
construction
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JP18908397A
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JPH1121918A (en
Inventor
恭博 喜志
克博 名倉
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Taisei Corp
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Taisei Corp
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Description

【０００１】
【発明の属する技術分野】
本発明は、地下躯体となるオープンケーソンの、底版の構築方法に関する。
【０００２】
【従来の技術】
地下躯体を構築する方法の一つとして、オープンケーソン工法がある。
オープンケーソン工法は、壁体の剛性が高いことを利用して、沈設完了後、底部に水中コンクリートを打設し、底版を構築して閉塞することにより、地下躯体の構築を行うものである。
しかし、構造物が大型化する現在においては、オープンケーソンの底版平面も拡大化し、底版の設計上のスパンは長くなり、これに伴ってコンクリートの厚さが増加することになる。
以下、図面を参照して従来技術を説明する。
オープンケーソン工法の底版１は、水中コンクリートとして打設するのが普通で、一般には無筋コンクリートで施工される。
底版１の設計は、図６の縦断面図に示すように、底版１内の応力伝達を４５度とすると、両側壁２からの応力伝達線Ｓが、底面で重複する点Ｐとなるような、小型のオープンケーソン径であれば塊体として考えてよく、底版１の曲げ応力は問題とならない。
しかし、最近では図７の縦断面図に示すように、底版１内の応力伝達は、両側壁２からの応力伝達線Ｓが底面で重複しない大型のオープンケーソン３が増加しており、底版１はＰ1 、Ｐ2 を設計上のスパンとする曲げ応力を考慮した設計を行うことが必要となり、その結果、底版１の厚さを、両側壁２からの応力伝達線Ｓが、底面で重複する点Ｐとなるまで増加しなければならないことになる。
【０００３】
そのため、オープンケーソン３の内部空間を容器等として利用する構造物の場合は、オープンケーソン３の沈設深度を増加する必要があり、工期、工費の増加を招き、経済性、効率化の点で問題があった。
【０００４】
【発明が解決しようとする課題】
本発明は、上記従来の問題点を解決するためなされたもので、簡単な方法で、経済的、効率的な地下躯体底版の構築方法を提供することを目的とする。
【０００５】
【課題を解決するための手段】
オープンケーソン沈設後、オープンケーソン底面上に、下部先端近くに耐圧板を有する支柱を建込み、支柱天端と、オープンケーソン側壁天端間にわたって、反力桁を架設し、水中コンクリートを打設して、躯体底版を構築することを特徴とする、地下躯体底版の構築方法であり、また、オープンケーソン底面上に建込まれる支柱は、オープンケーソンの内空断面に対応して、複数本設置されることを特徴とする、地下躯体底版の構築方法である。
【０００６】
【発明の実施の形態】
以下図面を参照しながら本発明の実施形態について説明する。
【０００７】
【構築方法の概要】
図３は、本発明による地下躯体底版の構築状況を示す縦断面図である。
オープンケーソン３を沈設後、オープンケーソン底面Ｇ上に支柱４を建込み、支柱４天端と、オープンケーソン側壁２天端間にわたって、反力桁５を架設し、水中コンクリートを打設して、躯体底版１を構築する。
【０００８】
【施工順序】
以下、図面を参照して施工順序に従って説明する。
【０００９】
＜イ＞支柱の建込み
図１は、沈設が終わったオープンケーソン３内部空間に、支柱４を建込んでいる状況を示す縦断面図である。
支柱４の平面形状は、円柱、角柱いずれでもよく、下端先端近くに耐圧板４１が取付けてある。
この耐圧板４１は、後述する底盤１内からの応力伝達を受持つ機能を有するものである。
支柱４は、オープンケーソン３の底面Ｇ上に、図示しないクレーンなどにより建込まれる。
また、オープンケーソン３の内部空間が広く、耐圧板４１が底版１内からの応力伝達を受持つ機能が不足する場合は、オープンケーソン３の内空断面に対応して、複数本設置される。（図示せず）
【００１０】
＜ロ＞反力桁の架設
図２は、オープンケーソン３上に反力桁５を架設した状況を示す縦断面図である。
反力桁５は、前記支柱４天端と、オープンケーソン３の側壁２天端間にわたって架設され、引張鋼材７により固定される。
反力桁５は、支柱４からの反力に対応し、複数本設置する場合もある。
支柱４に設けた耐圧板４１からの反力を、支柱４を介して反力桁５に伝達し、その力は、引張鋼材７を介して側壁２に伝達され、後述の底版１内からの応力伝達を受止める機能を果たすものである。
【００１１】
＜ハ＞底版の構築
図３は、地下躯体となるオープンケーソン３の底版１構築状況を示す縦断面図である。
底版１は、図示しないトレミー管等により、水中コンクリートを打設して構築される。
構築された底版１の反力は、支柱４に設けた耐圧板４１で受止め、支柱４を介して反力桁５に伝達されるものである。
この支柱４及び耐圧板４１の設置により、両側壁２からの応力伝達線Ｓは、底面ＧのＰ1 、Ｐ2 で重複し、塊体として考えてよく、底版１の曲げ応力は問題とならない構造物とすることができる。
そのため、底版１となる水中コンクリートの打設厚さも薄くてよく、さらに、オープンケーソン３の内部空間も有効に利用できることになる。
【００１２】
＜ニ＞底床版の構築
図４は、底版１上に底床版を構築した状況を示す縦断面図である。
底版１を構築後、オープンケーソン３内部の水を排出し、ドライな状態で、鉄筋コンクリートの底床版６を構築する。
【００１３】
＜ホ＞反力桁の撤去
図５は、地下躯体の構築が完了した状態を示す縦断面図である。
側壁２、支柱４上に固定した反力桁５を撤去し、オープンケーソン３による地下躯体の構築が完成する。
支柱４の撤去は、底床版６の天端で切断し、切断された支柱４は回収され、別途工事に転用できる。
【００１４】
【発明の効果】
本発明は以上説明したようになるから、次のような効果を得ることができる。＜イ＞オープンケーソン内に、耐圧板を有する支柱を設置したので、開口面積の大きいオープンケーソンであっても、底版設計上のスパンが減少でき、底版厚を薄くできる。
＜ロ＞底版厚を薄くできるので、オープンケーソンの沈設深度は少なくてよく、工期、工費の低減となる。
＜ハ＞支柱は回収でき、転用が可能である。
【図面の簡単な説明】
【図１】本発明による支柱をオープンケーソンの内部に建込んでいる状況を示す縦断面図。
【図２】オープンケーソン上に反力桁を架設した状況を示す縦断面図。
【図３】底版の構築状況を示す縦断面図。
【図４】底版上に底床版を構築した状態を示す縦断面図。
【図５】地下躯体の構築が完成した状態を示す縦断面図。
【図６】従来技術を示す縦断面図。
【図７】同上の、大型オープンケーソンの場合を示す縦断面図。[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a method for constructing a bottom plate of an open caisson that is an underground structure.
[0002]
[Prior art]
One method for constructing underground structures is the open caisson method.
The open caisson method uses the high rigidity of the wall to construct the underground structure by placing underwater concrete in the bottom after construction is completed, and constructing and closing the bottom slab.
However, at the present time when the structure is increased in size, the bottom plate plane of the open caisson is also enlarged, and the design span of the bottom plate becomes longer, and the thickness of the concrete increases accordingly.
The prior art will be described below with reference to the drawings.
The bottom slab 1 of the open caisson method is usually cast as underwater concrete, and is generally constructed of unreinforced concrete.
As shown in the longitudinal sectional view of FIG. 6, when the stress transmission in the bottom slab 1 is 45 degrees, the design of the bottom slab 1 is such that the stress transmission line S from both side walls 2 becomes a point P overlapping on the bottom surface. If it is a small open caisson diameter, it may be considered as a lump, and the bending stress of the bottom plate 1 does not matter.
However, recently, as shown in the longitudinal sectional view of FIG. 7, the stress transmission in the bottom slab 1 has increased in large open caissons 3 in which the stress transmission lines S from both side walls 2 do not overlap on the bottom surface. Must be designed in consideration of bending stresses with P1 and P2 as the design span. As a result, the thickness of the bottom plate 1 and the stress transmission line S from both side walls 2 overlap at the bottom. It will have to increase until it reaches P.
[0003]
Therefore, in the case of a structure that uses the internal space of the open caisson 3 as a container or the like, it is necessary to increase the set depth of the open caisson 3, leading to an increase in construction period and cost, and problems in terms of economy and efficiency. was there.
[0004]
[Problems to be solved by the invention]
The present invention has been made to solve the above-described conventional problems, and an object thereof is to provide an economical and efficient method for constructing an underground frame bottom slab by a simple method.
[0005]
[Means for Solving the Problems]
After the open caisson is set up, a pillar with a pressure plate is built near the bottom of the open caisson, and a reaction girder is installed between the top of the pillar and the top of the open caisson side wall, and underwater concrete is placed. This is a method for constructing an underground slab bottom slab characterized by constructing a slab bottom slab, and a plurality of pillars built on the bottom of the open caisson are installed corresponding to the open cross section of the open caisson. It is the construction method of the underground frame bottom plate characterized by the above-mentioned.
[0006]
DETAILED DESCRIPTION OF THE INVENTION
Embodiments of the present invention will be described below with reference to the drawings.
[0007]
[Overview of construction method]
FIG. 3 is a longitudinal sectional view showing the construction status of the underground slab bottom plate according to the present invention.
After the open caisson 3 is laid, a support column 4 is erected on the bottom surface G of the open caisson, a reaction girder 5 is installed between the top end of the support column 4 and the top end of the open caisson side wall 2, and underwater concrete is placed. Build the bottom frame version 1.
[0008]
[Construction order]
Hereinafter, it demonstrates according to a construction order with reference to drawings.
[0009]
<A> Construction of support column FIG. 1 is a longitudinal sectional view showing a state in which a support column 4 is installed in the internal space of the open caisson 3 that has been laid.
The planar shape of the column 4 may be either a cylinder or a prism, and a pressure plate 41 is attached near the lower end tip.
The pressure plate 41 has a function of receiving stress transmission from the bottom plate 1 to be described later.
The column 4 is built on the bottom G of the open caisson 3 by a crane (not shown).
When the open caisson 3 has a large internal space and the pressure plate 41 lacks the function of receiving stress from the inside of the bottom plate 1, a plurality of open caisson 3 are installed corresponding to the inner air cross section of the open caisson 3. (Not shown)
[0010]
<B> Installation of Reaction Force Girder FIG. 2 is a longitudinal sectional view showing a situation where the reaction force girder 5 is installed on the open caisson 3.
The reaction force beam 5 is installed between the top end of the support column 4 and the top end of the side wall 2 of the open caisson 3, and is fixed by a tensile steel material 7.
A plurality of reaction force girders 5 may be installed in response to the reaction force from the support column 4.
The reaction force from the pressure plate 41 provided on the support column 4 is transmitted to the reaction force beam 5 through the support column 4, and the force is transmitted to the side wall 2 through the tensile steel material 7, and from the inside of the bottom plate 1 described later. It fulfills the function of receiving stress transmission.
[0011]
<C> Construction of Bottom Slab FIG. 3 is a longitudinal sectional view showing the construction situation of the bottom slab 1 of the open caisson 3 which is an underground skeleton.
The bottom plate 1 is constructed by placing underwater concrete with a tremy tube (not shown).
The reaction force of the constructed bottom plate 1 is received by a pressure plate 41 provided on the support column 4 and transmitted to the reaction force beam 5 via the support column 4.
Due to the installation of the support column 4 and the pressure plate 41, the stress transmission line S from the side walls 2 overlaps with P1 and P2 of the bottom surface G and can be considered as a mass, and the bending stress of the bottom plate 1 does not matter. It can be.
Therefore, the casting thickness of the underwater concrete used as the bottom slab 1 may be thin, and the internal space of the open caisson 3 can be used effectively.
[0012]
<D> Construction of Bottom Floor Slab FIG. 4 is a longitudinal sectional view showing a situation in which a bottom floor slab is constructed on the bottom slab 1.
After the bottom slab 1 is constructed, the water inside the open caisson 3 is discharged, and the bottom floor slab 6 of reinforced concrete is constructed in a dry state.
[0013]
<E> Removal of reaction force girder FIG. 5 is a longitudinal sectional view showing a state in which the construction of the underground frame has been completed.
The reaction beam girder 5 fixed on the side wall 2 and the column 4 is removed, and the construction of the underground frame by the open caisson 3 is completed.
The column 4 is removed by cutting at the top end of the bottom floor slab 6, and the cut column 4 is collected and can be diverted to construction separately.
[0014]
【The invention's effect】
Since the present invention has been described above, the following effects can be obtained. <A> Since the support post having the pressure plate is installed in the open caisson, even if the open caisson has a large opening area, the span in the bottom plate design can be reduced and the bottom plate thickness can be reduced.
<B> Since the thickness of the bottom plate can be reduced, the depth of the open caisson may be small, and the construction period and construction cost will be reduced.
<C> Struts can be collected and diverted.
[Brief description of the drawings]
FIG. 1 is a longitudinal sectional view showing a state in which a column according to the present invention is built in an open caisson.
FIG. 2 is a longitudinal sectional view showing a situation where a reaction force girder is installed on an open caisson.
FIG. 3 is a vertical cross-sectional view showing a bottom plate construction state.
FIG. 4 is a longitudinal sectional view showing a state in which a bottom floor slab is constructed on the bottom slab.
FIG. 5 is a longitudinal sectional view showing a state where construction of the underground structure is completed.
FIG. 6 is a longitudinal sectional view showing a conventional technique.
FIG. 7 is a longitudinal sectional view showing the case of the large open caisson.

Claims (2)

オープンケーソン底版の構築方法であって、
オープンケーソン沈設後、
オープンケーソン底面上に、下部先端近くに耐圧板を有する支柱を建込み、
支柱天端と、オープンケーソン側壁天端間にわたって、反力桁を架設し、
水中コンクリートを打設して、
躯体底版を構築することを特徴とする、
地下躯体底版の構築方法。An open caisson bottom plate construction method,
After laying open caisson,
On the bottom of the open caisson, a column with a pressure plate is built near the bottom tip.
A reaction girder is installed between the top of the column and the top of the open caisson side wall.
Placing underwater concrete,
It is characterized by constructing a frame bottom plate,
How to build the underground slab bottom. 請求項１に記載の地下躯体底版の構築方法において、
オープンケーソン底面上に建込まれる支柱は、オープンケーソンの内空断面に対応して、複数本設置されることを特徴とする、
地下躯体底版の構築方法。In the construction method of the underground frame bottom plate according to claim 1,
A plurality of pillars built on the bottom of the open caisson are installed in correspondence with the open cross section of the open caisson.
How to build the underground slab bottom.
JP18908397A 1997-06-30 1997-06-30 Construction method of underground slab bottom plate Expired - Fee Related JP3797754B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP18908397A JP3797754B2 (en) 1997-06-30 1997-06-30 Construction method of underground slab bottom plate

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP18908397A JP3797754B2 (en) 1997-06-30 1997-06-30 Construction method of underground slab bottom plate

Publications (2)

Publication Number Publication Date
JPH1121918A JPH1121918A (en) 1999-01-26
JP3797754B2 true JP3797754B2 (en) 2006-07-19

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Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102619240B (en) * 2012-04-19 2014-06-11 河海大学 Device for testing counterforce of sunk well foundation subsealing concrete

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