JPH0430026A - Constructing method of underground structure - Google Patents
Constructing method of underground structureInfo
- Publication number
- JPH0430026A JPH0430026A JP2135861A JP13586190A JPH0430026A JP H0430026 A JPH0430026 A JP H0430026A JP 2135861 A JP2135861 A JP 2135861A JP 13586190 A JP13586190 A JP 13586190A JP H0430026 A JPH0430026 A JP H0430026A
- Authority
- JP
- Japan
- Prior art keywords
- underground
- ground
- steel pipe
- constructed
- constructing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims description 33
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 42
- 239000010959 steel Substances 0.000 claims abstract description 42
- 239000000126 substance Substances 0.000 claims abstract description 12
- 238000005553 drilling Methods 0.000 claims abstract description 5
- 238000010276 construction Methods 0.000 claims description 23
- 239000002689 soil Substances 0.000 claims description 12
- 239000004567 concrete Substances 0.000 claims description 7
- 239000007788 liquid Substances 0.000 claims description 7
- 230000001112 coagulating effect Effects 0.000 claims 1
- 239000013049 sediment Substances 0.000 abstract 1
- 238000005516 engineering process Methods 0.000 description 5
- 238000009415 formwork Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
Landscapes
- Lining And Supports For Tunnels (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
Description
【発明の詳細な説明】
［産業上の利用分野］
本発明は地下構造物の構築工法に係り、とくに、地表面
で既存の構造物が使用されている場合に、その下方に地
下構造物を新設するときの地下構造物の構築工法に関す
るものである。[Detailed Description of the Invention] [Industrial Application Field] The present invention relates to a method for constructing an underground structure, and in particular, when an existing structure is used on the ground surface, it is a method for constructing an underground structure below the existing structure. This relates to construction methods for underground structures when constructing new ones.
［従来の技術］
最近、都市部における土地の有効利用の目的で、鉄道等
の公共施設の上方に人工地盤を建設する機運が高まって
おり、さらに、この考え方を一歩進めて、その地下部分
をも利用することが提案されるようになっている。[Conventional technology] Recently, there has been an increasing trend to construct artificial ground above public facilities such as railways in order to make effective use of land in urban areas. It is also being proposed that it be used.
その−例を第５図によって説明する。図において、１は
地表面、２は地盤であり、３は地ｌｌＲ２の上面に鉄道
施設として設置された軌道、４は車両であり、５は人工
地盤、６はその上方に構築される地上の建築物、７はそ
の基礎である。An example thereof will be explained with reference to FIG. In the figure, 1 is the ground surface, 2 is the ground, 3 is the track installed as a railway facility on the top of the ground 11R2, 4 is the vehicle, 5 is the artificial ground, and 6 is the ground constructed above it. Buildings, 7 are their foundations.
一方、地下構造物１０は、柱１１、梁１２、地下構造物
１０の基礎１３、底版１４、最上階のスラブ１５、下階
の一般スラブ１６とからなり、前記の基礎７を外壁に兼
用して構成される。ここで、地下構造物１０の周辺地下
部分に、予め地上から地中連続壁を構築し、これを地上
部分の基礎７とすると共に、地盤２の擁壁として使用し
、そのまま構造物の地下外壁１７とすることができる。On the other hand, the underground structure 10 consists of columns 11, beams 12, a foundation 13 of the underground structure 10, a bottom slab 14, a slab 15 on the top floor, and a general slab 16 on the lower floor, and the foundation 7 is also used as an outer wall. It consists of Here, an underground continuous wall is constructed in advance from above ground in the surrounding underground part of the underground structure 10, and this is used as the foundation 7 of the above ground part, as well as a retaining wall for the ground 2, and is used as an underground outer wall of the structure. 17.
［発明が解決しようとする課題］
しかしながら、軌道３の上方における人工地盤５の構築
には、軌道３の外方に基礎７を構築し。[Problems to be Solved by the Invention] However, in constructing the artificial ground 5 above the track 3, the foundation 7 is constructed outside the track 3.
車両の運行を確保しながら、橋梁架構の技術を使用して
、大スパンの人工地盤５を形成し、建築物６を構築する
ことが可能であるが、一般の建築物の地下部分の構築の
ように、地下部分の構築が地表面１から行われ、まず、
根切りに先立って地表位置に１階の床版を構築し、その
下方の掘削と構造物の構築とを上方から構築することが
常法になっているることから、運行中の軌道３の下方に
地下構造物１０を構築することは不可能である。It is possible to form a large-span artificial ground 5 and construct a building 6 using bridge construction technology while ensuring the operation of vehicles, but it is difficult to construct the underground part of a general building. As shown, the construction of the underground part is carried out from the ground surface 1, and first,
Prior to root cutting, it is common practice to construct a first floor slab at the ground level, excavate the area below it, and construct the structure from above. It is not possible to construct underground structures 10 below.
そこで、軌道３の下方では、側方からトンネルの技術を
使用せざるを得す、従って、作業用の空間が得にくいば
かりでなく、地下構造物１０の規模に制約を受け、人工
地盤５上の建築物６に匹敵するような大空間の構造物の
構築には、最大級のトンネルを構築することになり、真
人な工費を必要とすることになる。Therefore, below the track 3, it is necessary to use tunnel technology from the side. Therefore, not only is it difficult to obtain work space, but also the scale of the underground structure 10 is limited, and the artificial ground 5 is In order to construct a structure with a large space comparable to Building 6, it would be necessary to construct one of the largest tunnels, which would require a considerable amount of construction costs.
［課題を解決するための手段］
本発明は、上述のような既存施設下方における地下構造
物の構築に際しての課題の解決を図ることを目的として
創案されたものであって、既存の施設外方に地表から２
列の平行な地中連続壁を構築し、これらの間に形成され
る空間を利用して、地盤と既存の施設とを支持する盤状
の構造体を構築し、この盤構造体を最上部のスラブとし
て、地下構造体の架構を構築することを要旨としている
。[Means for Solving the Problems] The present invention was created with the aim of solving the problems in constructing underground structures below existing facilities as described above. from the surface to 2
Construct parallel underground continuous walls in rows, use the space formed between them to construct a plate-shaped structure that supports the ground and existing facilities, and attach this plate structure to the top. The main idea is to construct the framework of an underground structure as a slab.
そして本発明が採用する技術的手段は、既存の施設外方
に地表から２列の平行な地中連続壁を構築し、両壁体間
に竪溝を形成する工程、この竪溝内から施設側の壁体に
穿孔しながら鋼管を水平方向に圧入し、若干の間隔をあ
けて並列させ、棚状の構造体を形成する工程、鋼管相互
の間隙および外周に薬液を注入して一連の盤を形成する
工程、鋼管下方を掘削し前記竪溝を利用して排土する工
程、鋼管列の下面にコンクリートスラブを構築する工程
、このコンクリートスラブの下方に地下構造体の架構を
構築する工程を包含することを特徴とするものである。The technical means adopted by the present invention is a process of constructing two rows of parallel underground continuous walls from the ground surface outside the existing facility, and forming a vertical groove between the two walls. The process of press-fitting steel pipes horizontally while drilling holes in the side walls and arranging them in parallel at slight intervals to form a shelf-like structure, and injecting chemical liquid into the gaps between the steel pipes and the outer periphery of the pipes to form a series of panels. a step of excavating below the steel pipes and removing soil using the trench, a step of constructing a concrete slab on the lower surface of the row of steel pipes, a step of constructing the frame of the underground structure below this concrete slab. It is characterized by containing.
これによって、本発明の地下構造物の構築工法は、既存
の地上施設の運行はそのままでありながら、地下構造物
の構築を可能にすることに成功したものである。As a result, the method for constructing an underground structure of the present invention has succeeded in making it possible to construct an underground structure while maintaining the operation of existing above-ground facilities.
［実施例］
本発明の地下構造物の構築工法を、既存の施設が鉄道の
軌道である場合に適用した例に基づいて。[Example] Based on an example in which the underground structure construction method of the present invention is applied to a case where the existing facility is a railway track.
その施工工程に基づいて説明する。第１図は外壁部分で
示す地下構造物の断面図、第２図は第１図のＡ−Ａ線に
沿った断面図、第３図は、第２図の位置におけるその後
の工程を説明する断面図である。第５図の参照番号は該
当部分について共通にしである。The explanation will be based on the construction process. Figure 1 is a sectional view of the underground structure showing the outer wall part, Figure 2 is a sectional view taken along line A-A in Figure 1, and Figure 3 explains the subsequent process at the location shown in Figure 2. FIG. Reference numbers in FIG. 5 are common to the corresponding parts.
本発明の地下構造物の構築工法では、地下構造物１０の
構築のために、地表面１の下方に、地盤２と地表面１の
既存の施設３を支持する支持構造体を構築する。その主
要な構造部材は鋼管４ｏである。In the underground structure construction method of the present invention, in order to construct the underground structure 10, a support structure is constructed below the ground surface 1 to support the ground 2 and existing facilities 3 on the ground surface 1. Its main structural member is steel pipe 4o.
まず、第１図に示すように、既存の施設としての軌道３
の敷地外方に、地表面１から地中連続壁の工法によって
、２列の平行な壁体２ｏ、２ｏを構築し、外壁１７を形
成する。壁体２０の間隔は通常、地下構造物１０の柱間
隔に併せて設定する。First, as shown in Figure 1, track 3 as an existing facility
Outside the site, two rows of parallel walls 2o, 2o are constructed from the ground surface 1 using the underground wall construction method to form an outer wall 17. The spacing between the walls 20 is usually set in accordance with the spacing between columns of the underground structure 10.
ついで、各壁体２０の中間を掘削して、両者間に竪溝２
１を形成し、竪溝２１内に、油圧ジヤツキ３０を降ろす
。ジヤツキ３０は、先端に押圧台３１を取付けたもので
あって、壁体２０に沿って設けたブラケット３２にレー
ル３３を架設し、その上に走行自在に構成した支持台３
４上に支持させることによって、内方の壁体２０に対面
して移動自在である。もちろん、溝底２２から支持させ
てもよい、ここで、ジヤツキ３０の押圧台３１に、鋼管
４０のうちの先導鋼管４１の後端を嵌合支持させると、
ジヤツキ３０の伸長によって、先導鋼管４１を土中に圧
入することができる・鋼管４０は、全体として壁体２０
から土中に向かって水平方向に圧入されるものであるが
、施工上は、第１の先導鋼管４１と、その後方に、ジヤ
ツキ３０の押圧台３１との間に装着、接続される第２、
第３・・・の接続管４２．４２・・・等に分割されてお
り、これらを順に接続して、基端部のジヤツキ３ｏによ
って、片押しにして地盤２内に圧入される。そのために
、先導鋼管４１等は、竪溝２１の幅に見合う長さとし、
先端に穿孔用の刃口を設けである。従って、ジヤツキ３
０を油圧によって回転可能に構成することによって、壁
体２０に貫通孔２３を穿孔し、ついで、通常の推進工法
に従って地盤２内に圧入し、接続管４２による後押しに
よって堀進する。このとき、壁体２０への貫通孔２３の
穿孔は、別途の手段によってもよい。Next, the middle of each wall body 20 is excavated to form a vertical groove 2 between them.
1 is formed, and the hydraulic jack 30 is lowered into the vertical groove 21. The jack 30 has a press base 31 attached to its tip, and a rail 33 is installed on a bracket 32 provided along the wall 20, and a support base 3 is configured to be able to run freely on the rail 33.
4, it is movable facing the inner wall 20. Of course, it may be supported from the groove bottom 22.Here, if the rear end of the leading steel pipe 41 of the steel pipes 40 is fitted and supported on the pressing base 31 of the jack 30,
By elongating the jack 30, the leading steel pipe 41 can be press-fitted into the soil.The steel pipe 40 as a whole
The pipe is press-fitted horizontally into the soil, but during construction, a second pipe is installed and connected between the first leading steel pipe 41 and the pressing base 31 of the jack 30 behind it. ,
It is divided into third connecting pipes 42, 42, etc., which are connected in order and pressed into the ground 2 by one-sided pushing using the jack 3o at the base end. For this purpose, the length of the leading steel pipe 41 etc. is made to match the width of the vertical groove 21,
A cutting edge for drilling is provided at the tip. Therefore, jack 3
By configuring the wall 20 to be rotatable by hydraulic pressure, a through hole 23 is bored in the wall body 20, and then it is press-fitted into the ground 2 according to the usual propulsion method, and is dug by being pushed by the connecting pipe 42. At this time, the through holes 23 may be formed in the wall body 20 by a separate means.
隣接する鋼管４０は、ジヤツキ３０を移動させながら相
互に若干の間隔をあけて並列して設置し、第１図、第３
図に示すように、これらの鋼管４０の間の土壌部５１を
含めてそれらの全周に全長にわたって薬液を使用して凝
固させ、地盤２に対して棚状の盤構造体５０を形成する
。４３は薬液供給管、４４は先端ノズルである。Adjacent steel pipes 40 are installed in parallel with a slight distance from each other while moving the jack 30, and as shown in FIGS.
As shown in the figure, a chemical solution is used to solidify the entire circumference of these steel pipes 40, including the soil portion 51, over the entire length thereof, thereby forming a shelf-shaped plate structure 50 on the ground 2. 43 is a chemical liquid supply pipe, and 44 is a tip nozzle.
次に鋼管４０が一連の盤構造体５０を形成したところで
、壁体２ｏには、盤構造体５０の下方のレベルに仮設の
開口部２４を設ける。この開口部２４は壁体２０の構築
時に、柱１１間の開口部として構築しておいてもよい。Next, after the steel pipes 40 have formed a series of plate structures 50, a temporary opening 24 is provided in the wall 2o at a level below the plate structure 50. This opening 24 may be constructed as an opening between the pillars 11 when the wall 20 is constructed.
次の工程では、第４図（ａ）に示すように、この開口部
２４を通路として利用し、盤構造体５０の下部を内方に
掘削し、掘削土を仮設開口部２４と竪溝２１とを利用し
て排出する。この掘削は、鋼管４０と盤構造体５０の強
度と、上方の地盤２と施設３の荷重に見合うように、好
ましくは地下構造物１０の柱間隔に対応させて、鋼管４
０の長さ方向の支点間距離２に従って進める必要がある
。In the next step, as shown in FIG. 4(a), the lower part of the board structure 50 is excavated inward using the opening 24 as a passage, and the excavated soil is poured into the temporary opening 24 and the vertical groove 2. Discharge using. This excavation is carried out to match the strength of the steel pipe 40 and the plate structure 50 and the load of the ground 2 and facility 3 above, preferably corresponding to the column spacing of the underground structure 10.
It is necessary to proceed according to the distance between fulcrums in the longitudinal direction of 0.
そこで、支点間距離Ωごとに鋼管４０に直交する方向に
設けた仮設の受梁２５と仮設支柱２６によって地山２７
に支持させ、（ｂ）に示すように、地下構造物１０の上
部を構築する。この構築には、鋼管４０の下面をはつり
出し、吊金具によって吊り下げて、第３図のように鉄筋
５１を配筋し、その下面に地山から支持されるコンクリ
ート用型枠６０を設置する。その上面に地下構造物１０
の最上部の鉄筋コンクリート造スラブ１５を構築するに
は、型枠６ｏの下面から圧入孔を通じて施工するか、ト
ンネルの巻立てに準じて横打ちする。ついで、仮設の支
柱２６、受梁２５を含んで、下方における柱１１、梁１
２の構築を支点間距離Ｑごとに繰返すのが有利である（
０図）。さらに下方に、基ｌ！！１３、底版１４、一般
のスラブ１６等を構築することは、常法の逆打ち工法に
よるものであるから特記を要しない。鉄筋コンクリート
造のスラブ１５を無梁版に構成するときには、柱１１の
頂部にはキャピタル型の柱頭部１８を形成する。Therefore, by using temporary support beams 25 and temporary supports 26 installed in the direction perpendicular to the steel pipe 40 for each distance Ω between supporting points, the ground 27
The upper part of the underground structure 10 is constructed as shown in (b). In this construction, the lower surface of the steel pipe 40 is protruded, suspended by a hanging fitting, reinforcing bars 51 are arranged as shown in Fig. 3, and a concrete formwork 60 supported from the ground is installed on the lower surface. . Underground structure 10 on the top surface
In order to construct the reinforced concrete slab 15 at the top of the formwork 6o, it can be constructed through press-in holes from the bottom of the formwork 6o, or it can be cast horizontally in the same manner as the winding of a tunnel. Next, the pillars 11 and beams 1 in the lower part, including the temporary supports 26 and support beams 25, are installed.
It is advantageous to repeat the construction of 2 for every inter-fulcrum distance Q (
Figure 0). Further down, base l! ! 13, the construction of the bottom slab 14, general slab 16, etc. does not require special mention because it is based on the conventional reverse pouring method. When constructing the reinforced concrete slab 15 into a beamless version, a capital-shaped column head 18 is formed at the top of the column 11.
地下構造物１０の構築に先行して、地下部分の掘削が行
われるが、その掘削土の排出も、開口部２４と竪溝２１
を利用して行われる。Prior to construction of the underground structure 10, the underground portion is excavated, and the excavated soil is also discharged through the opening 24 and the vertical groove 21.
It is done using.
本発明の地下構造物の構築工法は、上記の実施例に限定
されないことはもちろんであり、地表面１上の既存の施
設は、一般の道路、駐車場等であってもよく、その上方
に人工地盤を形成した建築物６の有無に限定されること
はない。また、内方の壁体２０に設ける開口部として形
成した地下工事専用の仮設の開口部２４は、複数個所設
けて後日に閉鎖してもよく、地下構造体１０の本設の開
口部として残してもよい。It goes without saying that the method for constructing an underground structure of the present invention is not limited to the above embodiments, and the existing facilities on the ground surface 1 may be general roads, parking lots, etc. The present invention is not limited to the presence or absence of the building 6 that forms an artificial ground. Further, the temporary openings 24 dedicated to underground construction, which are formed as openings in the inner wall 20, may be provided in multiple locations and closed at a later date, or may be left as permanent openings in the underground structure 10. You can.
［作 用コ
地下構造物１０の構築に際して、まず、外壁が２列の平
行な地中連続壁として構築され、この２列の壁体２ｏが
、外壁１７の構造体を兼ねると同時に、地上にも建築物
が構築される場合には、その外周の基礎として構成され
る。また、２列に構成した中間の型溝２１が十分な作業
空間を提供し、−面では鋼管４０の圧入に使用されると
共に、地下構造物１０の構築に必要な、資材、機材の搬
入、搬出に利用されるばかりでなく、掘削土の排出にも
利用される。[Function] When constructing the underground structure 10, first, the outer wall is constructed as two rows of parallel underground continuous walls, and these two rows of walls 2o serve as the structure of the outer wall 17, and at the same time are connected to the ground. When a building is constructed, it is also constructed as the foundation for its outer periphery. In addition, the intermediate mold grooves 21 arranged in two rows provide sufficient work space, and the - side is used for press-fitting the steel pipes 40, as well as for carrying in materials and equipment necessary for constructing the underground structure 10. It is used not only for transport, but also for discharging excavated soil.
鋼管４０を主体とする盤構造体５０によって、上方の地
盤２を支持するに際しては、先導管４１、接続管４２が
仮設の受梁２５と支柱２６によって支点間距離ごとに支
持されるから、常に上方の地盤２を支持している。また
、先導管４１の内部には、土壌を凝固させる薬液の供給
管４３を有して先端のノズル４４から噴出させ、地盤改
良されるようになっている。従って、鋼管４０は困難な
作業によって密接して配置される要はなく、薬液の噴出
によって鋼管４０の間隙および周囲の土壌を凝固させ、
盤構造体５０を形成して地盤２の落下を防止する。接続
管４２にも同様の供給と接続手段を有している。When the upper ground 2 is supported by the platform structure 50 mainly composed of steel pipes 40, the leading pipe 41 and the connecting pipe 42 are supported by temporary support beams 25 and supports 26 at different distances between the supporting points. It supports the ground 2 above. Further, inside the leading pipe 41, there is provided a supply pipe 43 for a chemical liquid that solidifies the soil, and the chemical liquid is ejected from a nozzle 44 at the tip to improve the ground. Therefore, the steel pipes 40 do not need to be placed closely together through difficult work, and the gaps between the steel pipes 40 and the surrounding soil are solidified by jetting the chemical solution.
A platform structure 50 is formed to prevent the ground 2 from falling. The connecting tube 42 also has similar supply and connection means.
［発明の効果］
本発明の地下構造物の構築工法は、地表面において既存
の施設が使用されている場合の地下構造物の構築工法に
おいて、既存の施設外方に地表から２列の平行な地中連
続壁を構築し、両壁体間に型溝を形成する工程、この型
溝内から施設側の壁体に穿孔しながら鋼管を水平方向に
圧入し、若干の間隔をあけて並列させ、棚状の構造体を
形成する工程、鋼管相互の間隙および外周に薬液を注入
して一連の盤を形成する工程、鋼管下方を掘削し前記型
溝を利用して排土する工程、鋼管列の下面にコンクリー
トスラブを構築する工程、このコンクリートスラブの下
方に地下構造体の架構を構築する工程を包含して実施さ
れるものであるから、まず、既存の施設外方において、
地表から２列の平行な地中連続壁を構築してその間に型
溝を形成することは、既存施設の運行に全く規制されず
に実施することができ、ついで、この型溝から鋼管を敷
設する施工によって、現在地盤を支持する盤構造体が構
築され、かつ、その存在のもとで、地表面から実施する
従来技術に準する地下構造物の構築が行われるから、掘
削に際してトンネルの工法によらずに、しかも大空間を
形成することができる。また、地表面下に支持地盤とし
て盤構造体が形成された後の構造物の構築は常法による
ものであり、格別の技術や装備を必要とせず、しかも、
地中連続壁が本設の構造体として多面に活用される利点
がある。さらに１本発明の地下構造物の構築工法は、既
存の施設の使用中に達成されることによって、土地の有
効利用に貢献するところが極めて大きい画期的効果をも
たらすものである。[Effect of the invention] The method for constructing an underground structure of the present invention is a method for constructing an underground structure when an existing facility is used on the ground surface. The process of constructing an underground continuous wall and forming a mold groove between both wall bodies, press-fitting steel pipes horizontally from within this groove into the facility wall while drilling holes, and placing them in parallel with a slight gap between them. , the process of forming a shelf-like structure, the process of injecting chemical liquid into the gaps between steel pipes and the outer periphery to form a series of plates, the process of excavating below the steel pipes and removing earth using the mold grooves, the process of steel pipe rows. Since the process includes the process of constructing a concrete slab on the lower surface and the process of constructing the frame of the underground structure below this concrete slab, first, outside the existing facility,
Constructing two parallel underground continuous walls from the ground surface and forming a mold trench between them can be carried out without any restrictions on the operation of existing facilities, and then steel pipes can be laid from this mold trench. Through this construction, a platform structure that currently supports the ground is constructed, and in its presence, an underground structure similar to the conventional technology that is carried out from the ground surface is constructed. Moreover, it is possible to create a large space without relying on the structure. In addition, the construction of the structure after the foundation structure is formed as a supporting ground below the ground surface is by a conventional method and does not require any special technology or equipment.
The underground wall has the advantage of being used in many ways as a permanent structure. Furthermore, the method for constructing an underground structure according to the present invention is achieved while an existing facility is in use, thereby contributing to the effective use of land and bringing about a revolutionary effect.
図面は本発明の地下構造物の構築工法を採用した実施例
を示す図面であって、第１図は外壁部分で示す地下構造
物の断面図、第２図は第１図のＡ−Ａ線に沿った断面図
、第３図は第２図の位置におけるその後の工程を説明す
る断面図、第４図の（ａ）、（ｂ）、（ｃ）は地下構造
物の施工工程図、第５図は地下構造物を説明する断面図
である。
１・・・地表面、２・・・地盤、３・・・既存の施設、
軌道、４・・・車両、５・・・人工地盤、６・・・建築
物、７・・・基礎、１０・・・地下構造物、１１・・・
柱、１２・・・梁、１３・・地下構造物の基礎、１４・
・・底版、１５・・・最上階のスラブ、１６・・一般ス
ラブ、１７・・・外壁、１８・・柱頭部、２０・・・壁
体、２１・・・型溝、２２・・・溝底、２３・・・貫通
孔、２４・・・仮設の開口部；２５・・・仮設受梁、２
６・・・仮設支柱、２７・・・地山、３０・・・ジヤツ
キ、３１・・押圧台、３２・・・ブラケット、３４・・
・支持台、４０・・鋼管、４１・・・先導鋼管、４２・
・・接続管、４３・・・供給管、４４ノズル、５０・・
・盤構造体、５１・・・土壌部、５２・・・鉄筋、６０
・・・型枠。The drawings are drawings showing an embodiment in which the underground structure construction method of the present invention is adopted, in which FIG. 1 is a cross-sectional view of the underground structure showing the outer wall portion, and FIG. 2 is a cross-sectional view taken along line A-A in FIG. 1. Figure 3 is a cross-sectional view illustrating the subsequent process at the location shown in Figure 2, Figures 4 (a), (b), and (c) are construction process diagrams of the underground structure; FIG. 5 is a sectional view illustrating the underground structure. 1... Ground surface, 2... Ground, 3... Existing facilities,
Track, 4...Vehicle, 5...Artificial ground, 6...Building, 7...Foundation, 10...Underground structure, 11...
Column, 12... Beam, 13... Foundation of underground structure, 14...
...Bottom plate, 15...Top floor slab, 16...General slab, 17...Outer wall, 18...Column head, 20...Wall body, 21...Mold groove, 22...Groove Bottom, 23... Through hole, 24... Temporary opening; 25... Temporary support beam, 2
6... Temporary support, 27... Earth, 30... Jacket, 31... Pressing stand, 32... Bracket, 34...
・Support stand, 40... Steel pipe, 41... Leading steel pipe, 42.
...Connection pipe, 43... Supply pipe, 44 Nozzle, 50...
- Panel structure, 51... Soil part, 52... Reinforcement bar, 60
...Formwork.
Claims (4)
の地下構造物の構築工法において、既存の施設外方に地
表から２列の平行な地中連続壁を構築し、これらの間に
形成される空間を利用して、地盤と既存の施設とを支持
する盤状の構造体を構築し、この盤構造体を最上部のス
ラブとして、地下構造体の架構を構築することを特徴と
する地下構造物の構築工法。(1) In the construction method for underground structures when existing facilities are used on the ground surface, two parallel lines of underground continuous walls are constructed from the ground surface outside the existing facilities, and a wall is formed between them. The method is characterized in that a plate-shaped structure that supports the ground and existing facilities is constructed using the space provided, and the frame of the underground structure is constructed using this plate structure as the uppermost slab. Construction method for underground structures.
の地下構造物の構築工法において、既存の施設外方に地
表から２列の平行な地中連続壁を構築し、両壁体間に竪
溝を形成する工程、この竪溝内から施設側の壁体に穿孔
する工程、鋼管を水平方向に圧入し、若干の間隔をあけ
て並列させ、棚状の構造体を形成する工程、鋼管相互の
間隙および外周に薬液を注入して一連の盤を形成する工
程、鋼管下方を掘削し前記竪溝を利用して排土する工程
、鋼管列の下面にコンクリートスラブを構築する工程、
このコンクリートスラブの下方に地下構造体の架構を構
築する工程を包含することを特徴とする地下構造物の構
築工法。(2) In the construction method of underground structures when existing facilities are used on the ground surface, two rows of parallel underground continuous walls are constructed from the ground surface outside the existing facilities, and between the two walls The process of forming a vertical groove, the process of drilling a hole from inside this vertical groove into the wall on the facility side, the process of press-fitting steel pipes horizontally and arranging them in parallel at a slight interval to form a shelf-like structure, the process of forming a shelf-like structure, steel pipes A process of injecting a chemical solution into the gaps and the outer circumference of each other to form a series of plates, a process of excavating the bottom of the steel pipes and removing soil using the vertical groove, a process of constructing a concrete slab on the bottom surface of the steel pipe rows,
A construction method for an underground structure characterized by including the step of constructing a frame of the underground structure below this concrete slab.
の先端に先導鋼管を装着し、その回転によって先導鋼管
の刃口により施設側の壁体に貫通孔を穿孔すると共に、
先導鋼管に後続鋼管を接続して順次圧入掘進することを
特徴とする請求項２記載の地下構造物の構築工法。(3) A rotatable hydraulic jack is installed in the trench, a leading steel pipe is attached to the tip of the jack, and as the shaft rotates, a through hole is drilled in the wall of the facility using the cutting edge of the leading steel pipe.
3. The method for constructing an underground structure according to claim 2, characterized in that the leading steel pipe is connected to the following steel pipe and the following steel pipes are press-fitted and excavated one after another.
送給管を配設し、鋼管の先端から薬液を噴出させて、鋼
管の外周と中間に存在する土壌を凝固させることにより
盤構造体を形成することを特徴とする請求項２または３
に記載の地下構造物の構築工法。(4) At least a supply pipe for a coagulating chemical liquid is installed inside the steel pipe to be press-fitted, and the chemical liquid is jetted from the tip of the steel pipe to solidify the soil existing at the outer periphery and the middle of the steel pipe, thereby forming a panel structure. Claim 2 or 3 characterized in that it forms a
Construction method for underground structures described in .
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2135861A JP2818838B2 (en) | 1990-05-25 | 1990-05-25 | Construction method for underground structures |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2135861A JP2818838B2 (en) | 1990-05-25 | 1990-05-25 | Construction method for underground structures |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0430026A true JPH0430026A (en) | 1992-02-03 |
| JP2818838B2 JP2818838B2 (en) | 1998-10-30 |
Family
ID=15161479
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2135861A Expired - Fee Related JP2818838B2 (en) | 1990-05-25 | 1990-05-25 | Construction method for underground structures |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2818838B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2007049574A1 (en) * | 2005-10-25 | 2007-05-03 | Mitsubishi Kagaku Media Co., Ltd. | Method and device for printing on optical recording medium and optical recording medium |
| JP2016141972A (en) * | 2015-01-30 | 2016-08-08 | 大成建設株式会社 | Earth retaining method for ceiling part of widened part, and widening method for underground part |
-
1990
- 1990-05-25 JP JP2135861A patent/JP2818838B2/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2007049574A1 (en) * | 2005-10-25 | 2007-05-03 | Mitsubishi Kagaku Media Co., Ltd. | Method and device for printing on optical recording medium and optical recording medium |
| JP2016141972A (en) * | 2015-01-30 | 2016-08-08 | 大成建設株式会社 | Earth retaining method for ceiling part of widened part, and widening method for underground part |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2818838B2 (en) | 1998-10-30 |
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