JPH08326069A - Method for constructing hollow deep basis using high tensile strength sheet - Google Patents
Method for constructing hollow deep basis using high tensile strength sheetInfo
- Publication number
- JPH08326069A JPH08326069A JP13394495A JP13394495A JPH08326069A JP H08326069 A JPH08326069 A JP H08326069A JP 13394495 A JP13394495 A JP 13394495A JP 13394495 A JP13394495 A JP 13394495A JP H08326069 A JPH08326069 A JP H08326069A
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- Prior art keywords
- hole
- inner mold
- concrete
- hollow
- deep foundation
- 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.)
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Abstract
Description
【０００１】[0001]
【産業上の利用分野】本発明は、送電鉄塔、あるいは橋
梁等を支える深礎基礎の工法に係り、詳しくは深礎基礎
を建設するときに出た土砂を中空部に詰めることができ
る中空深礎基礎の工法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method of constructing a deep foundation foundation for supporting a power transmission tower or a bridge. Regarding the construction method of the foundation foundation.
【０００２】[0002]
【従来の技術】送電鉄塔、あるいは橋梁等を支えるため
の深礎基礎は一般に山岳地の斜面に建設されることが多
い。図１４は、従来の深礎基礎５１の外観図であり、こ
の従来の深礎基礎５１は、中空部の無い充実型に建設さ
れている。その深礎基礎５１を建設するため穴が掘削さ
れ、多量の土砂が出る。その土砂は、以前、建設場所の
斜面で処理されることが多かったが、出水等によりその
土砂が流れ落ちて周囲の自然環境を破壊する恐れがある
ため、現在では土砂を自然環境破壊の心配の無い平地等
まで運搬して処理している。2. Description of the Related Art Generally, deep foundations for supporting power transmission towers or bridges are generally constructed on the slopes of mountainous areas. FIG. 14 is an external view of a conventional deep foundation foundation 51. The conventional deep foundation foundation 51 is constructed in a solid type without a hollow portion. A hole is excavated to construct the deep foundation 51, and a large amount of earth and sand comes out. Previously, the sediment was often treated on the slope of the construction site, but since it may run off due to flooding etc. and destroy the surrounding natural environment, it is now a concern to destroy the natural environment. It is transported to a flat land that does not exist and processed.
【０００３】[0003]
【発明が解決しようとする課題】従来の深礎基礎５１を
建設するための穴を掘削した土砂は、山岳地から自然環
境破壊の心配の無い平地等まで運搬して処理しなければ
ならないため、運搬と処理コストが嵩むうえ、最近は残
土捨て場を確保することが困難になっている。そこで本
発明では、深礎基礎建設時に出た土砂を詰めるための中
空部を有する中空深礎基礎を建設することにより、土砂
処理コストを大幅に下げるとともに、中空深礎基礎建設
のためのコンクリ−ト量を少なくして総合的な建設コス
トを低下させる高張力シ−トを用いた中空深礎基礎の工
法を提供することを解決すべき課題とするものである。The earth and sand excavated in the hole for constructing the conventional deep foundation 51 must be transported from a mountainous area to a flat area or the like where there is no danger of natural environment destruction and treated. In addition to high transportation and treatment costs, it has recently become difficult to secure a dump site for waste soil. Therefore, in the present invention, by constructing a hollow deep foundation foundation having a hollow portion for filling the earth and sand generated during the construction of the deep foundation foundation, the sediment treatment cost is significantly reduced, and the concrete for the hollow deep foundation foundation is constructed. It is an object to be solved to provide a method of constructing a hollow deep foundation foundation using a high-tensile sheet that reduces the total amount of construction and reduces the total construction cost.
【０００４】[0004]
【課題を解決するための手段】上記の課題を解決するた
めの高張力シ−トを用いた中空深礎基礎の工法は、掘削
された穴の内周面に沿って躯体配筋が施工され、更に前
記躯体配筋の内側に内型枠を支持するための内型枠用配
筋が施工されたあと、中空状に形成された高張力シ−ト
から成る内型枠を前記内型枠配筋の内周部に沿って配置
した状態で、前記内型枠の中空部に前記穴を掘削したと
きの土砂を詰め、更に、前記穴の内周面と前記内型枠の
外周面との間の空間にコンクリ−トを流し込んで硬化さ
せたあと、深礎基礎を所定の形状に形成することであ
る。[Means for Solving the Problems] In order to solve the above problems, a hollow deep foundation foundation method using a high tension sheet is constructed by constructing a core structure along the inner peripheral surface of an excavated hole. Further, after the inner mold bar reinforcement for supporting the inner mold frame is constructed on the inside of the core bar arrangement, the inner mold frame made of a high-strength sheet formed in a hollow shape is formed into the inner mold frame. In a state of being arranged along the inner peripheral portion of the bar arrangement, the hollow portion of the inner formwork is filled with earth and sand when excavating the hole, and further, the inner peripheral surface of the hole and the outer peripheral surface of the inner formwork. After the concrete is poured into the space between them to cure it, the deep foundation is formed into a predetermined shape.
【０００５】[0005]
【作用】上記の高張力シ−トを用いた中空深礎基礎の工
法により形成された中空部に、穴を掘削したときの土砂
を詰めることができるため、建設現場での土砂処理が容
易になり、且つ、中空部にはコンクリ−トの打ち込みが
不要であるため、従来の充実型の深礎基礎に比較してコ
ンクリ−トの使用量が少なくなる。[Function] Since the hollow portion formed by the method of the hollow deep foundation foundation using the above-mentioned high-tensile sheet can be filled with the earth and sand when the hole is excavated, the earth and sand treatment at the construction site is facilitated. In addition, since it is not necessary to drive concrete into the hollow portion, the amount of concrete used is smaller than that of the conventional solid deep foundation.
【０００６】[0006]
【実施例】次に、本発明の実施例を図面を参照しながら
説明する。図１は、送電鉄塔、あるいは橋梁等を支える
中空深礎基礎１の断面図である。図１に示すように、中
空深礎基礎１には中空部２が形成されており、中空深礎
基礎１の建設に際して、予め穴を掘削したときの土砂Ｓ
を中空部２に詰めることができるようになっている。以
下、この中空深礎基礎１を建設する工法について図２〜
図１３を参照しながら説明する。Embodiments of the present invention will now be described with reference to the drawings. FIG. 1 is a sectional view of a hollow deep foundation 1 that supports a power transmission tower or a bridge. As shown in FIG. 1, a hollow portion 2 is formed in a hollow deep foundation foundation 1, and when constructing the hollow deep foundation foundation 1, earth and sand S when a hole is previously drilled
Can be packed in the hollow portion 2. The construction method for constructing this hollow deep foundation 1 is shown in Figure 2 below.
This will be described with reference to FIG.
【０００７】図１に示すような中空深礎基礎１を所定の
位置に建設するため、図２に示すような円柱形の穴Ｈが
掘削される。尚、図示はしていないが、穴Ｈが掘削され
たあと、穴Ｈの内周面の崩れを防止する擁護部材が、穴
Ｈの内周面に沿って配設される。上記のように、穴Ｈが
掘削されたあと、図３に示すようにセパレ−タ−３で穴
Ｈの内周面との間に所要の空隙を設けた状態で、躯体配
筋４が穴Ｈの内周面に沿って施工され、更に、下部ベ−
スコンクリ−ト６（図４参照）の配筋となるベ−ス筋５
が施工される。尚、上記セパレ−タ−３は、躯体配筋４
の回りに十分、躯体コンクリ−トが回るように躯体配筋
４と穴Ｈの内周面との間の空隙を確保するものである。In order to construct the hollow deep foundation 1 as shown in FIG. 1 at a predetermined position, a cylindrical hole H as shown in FIG. 2 is drilled. Although not shown, after the hole H is excavated, a protective member that prevents the inner peripheral surface of the hole H from collapsing is disposed along the inner peripheral surface of the hole H. As described above, after the hole H has been excavated, as shown in FIG. 3, with the required space provided between the hole H and the inner peripheral surface of the hole H by the separator 3, It is installed along the inner peripheral surface of H, and the lower base
Base muscle 5 serving as the reinforcement of concrete 6 (see FIG. 4)
Will be constructed. In addition, the above-mentioned separator 3 is the body reinforcement 4
The space between the body arranging bar 4 and the inner peripheral surface of the hole H is secured so that the skeleton concrete can rotate sufficiently around.
【０００８】次に、図４に示すように穴Ｈの底部に下部
ベ−スコンクリ−ト６を打ち込む。更に、図５に示すよ
うに、ライナ−プレ−ト７と打継目鉄筋８とを下部ベ−
スコンクリ−ト６が固まらない間に設置する。このライ
ナ−プレ−ト７は、後述する内型枠１３の下部を位置決
めするとともに、内型枠用配筋１０の下部を支持するた
めに設けられる。Next, as shown in FIG. 4, a lower base concrete 6 is driven into the bottom of the hole H. Further, as shown in FIG. 5, the liner plate 7 and the joint reinforcement 8 are connected to the lower base.
Install it while the concrete 6 does not harden. The liner plate 7 is provided for positioning the lower part of the inner mold form 13 described later and for supporting the lower part of the inner mold bar arrangement 10.
【０００９】上記内型枠用配筋１０は、縦筋１０Ａとフ
−プ筋１０Ｂとから成り、サポ−ト金具１１を介して擁
護部材に固定されている。従って内型枠用配筋１０はサ
ポ−ト金具１１により支持されている。The inner formwork bar arrangement 10 is composed of a vertical bar 10A and a hoop bar 10B, and is fixed to a supporting member via a support metal fitting 11. Therefore, the inner mold bar arrangement 10 is supported by the support fitting 11.
【００１０】図６に示すように、高張力シ−ト１２から
成る円筒状の内型枠１３が内型枠用配筋１０に沿って下
ろされる。この際、内型枠１３はロ−プ１４により吊り
下げられ、下端部がライナ−プレ−ト７に入り込んで位
置決めされる。そのあと、内型枠１３は上記ロ−プ１４
を用いて上端部が内型枠用配筋１０に固縛される。尚、
上記高張力シ−ト１２は、アラミド繊維、炭素繊維、ポ
リエチレン繊維、ポリアリレ−ト繊維、又はポリエステ
ル繊維が用いられ、これらの繊維を破断伸度５％以下で
織物にする。そして高張力シ−ト１２の織曲がり構造に
よる伸度も１５％以下、望ましくは１０％以下にする。
（ＪＩＳ Ｌ １０９６に基づく測定による） 高張力シ−ト１２は、樹脂、例えば塩化ビニ−ル、合成
ゴム、ウレタン等を、基布の片面又は両面にコ−ティン
グ、トッピング、ディッピング加工し、防水性を持たせ
たものである。高張力シ−ト１２は伸度も１５％以下で
あり、また、８０Ｋｇ／３ｃｍ以上の強度（ＪＩＳ Ｌ
１０９６に基づく測定による）を有しているため、後
述するように、穴Ｈを掘削したときの土砂Ｓが詰められ
ても、その圧力により破損することはない。As shown in FIG. 6, a cylindrical inner mold 13 comprising a high tension sheet 12 is lowered along the inner mold bar arrangement 10. At this time, the inner formwork 13 is suspended by the rope 14 and the lower end portion thereof enters the liner plate 7 and is positioned. After that, the inner formwork 13 is moved to the above-mentioned rope 14
The upper end is fastened to the inner mold bar arrangement 10 by using. still,
As the high-tensile sheet 12, aramid fiber, carbon fiber, polyethylene fiber, polyarylate fiber, or polyester fiber is used, and these fibers are woven at a breaking elongation of 5% or less. The elongation of the high tension sheet 12 due to the curved structure is also 15% or less, preferably 10% or less.
The high-tensile sheet 12 (measured according to JIS L 1096) is waterproof by coating a resin such as vinyl chloride, synthetic rubber, urethane, etc. on one or both sides of the base cloth, coating, topping, and dipping. It has a certain nature. The high tensile sheet 12 has an elongation of 15% or less and a strength of 80 kg / 3 cm or more (JIS L
1096) (according to the measurement based on 1096), even if the soil S when the hole H is excavated is packed, it will not be damaged by the pressure thereof, as will be described later.
【００１１】次に、図７に示すように、別のロ−プ１５
を用いて、第２段目の内型枠１３を穴Ｈに挿入する。こ
の際、第２段目の内型枠１３は、下端部が第１段目の内
型枠１３と約１ｍ重ね合った位置に配設され、上端部が
ロ−プ１５を用いて内型枠用配筋１０に固縛される。Next, as shown in FIG. 7, another rope 15 is provided.
Is used to insert the second inner mold 13 into the hole H. At this time, the inner mold 13 of the second stage is arranged at a position where the lower end overlaps with the inner mold 13 of the first stage by about 1 m, and the upper end uses the rope 15 to form the inner mold 13. It is fixed to the frame reinforcing bar 10.
【００１２】次に、図８に示すように、第１段目の内型
枠１３の中空部に、穴Ｈを掘削したときの土砂Ｓを詰め
る。この際、高張力シ−ト１２は、前述のように伸度が
低く且つ強度が高いため、土砂Ｓの圧力により破損する
ことはない。次に、図９に示すように第１段目の内型枠
１３の外周面と穴Ｈの内周面との間の空間にコンクリ−
ト１７を流し込んで固化させる。この工程において、流
し込まれたコンクリ−ト１７は、前述のライナ−プレ−
ト７により、第１段目の内型枠１３の下側から中空部に
流れ込むことが防止される。Next, as shown in FIG. 8, the hollow portion of the first inner mold 13 is filled with earth and sand S when the hole H is excavated. At this time, since the high-tensile sheet 12 has low elongation and high strength as described above, it is not damaged by the pressure of the earth and sand S. Next, as shown in FIG. 9, a concrete is formed in the space between the outer peripheral surface of the first-stage inner mold 13 and the inner peripheral surface of the hole H.
Pour 17 to solidify. In this step, the concrete 17 poured into the above-mentioned liner plate is used.
The gutter 7 prevents the inner mold 13 of the first stage from flowing into the hollow portion from below.
【００１３】次に、図１０に示すように第３段目の内型
枠１３をロ−プ１６を用いて穴Ｈに挿入する。この際、
第３段目の内型枠１３は、下端部が第２段目の内型枠１
３と約１．２ｍ重ね合った位置に配設され、上端部がロ
−プ１６を用いて内型枠用配筋１０に固縛される。Next, as shown in FIG. 10, the inner formwork 13 of the third stage is inserted into the hole H using the rope 16. On this occasion,
The lower end of the third-stage inner mold 13 has the second-stage inner mold 1
3 is disposed at a position where it overlaps about 1.2 m, and the upper end thereof is fixed to the inner formwork bar arrangement 10 by using the rope 16.
【００１４】次に、図１１に示すように、第２段目、第
３段目の内型枠１３の中空部に、穴Ｈを掘削したときの
土砂Ｓを詰める。そして図１２に示すように第２段目、
第３段目の内型枠１３の外周面と穴Ｈの内周面との間の
空間にコンクリ−ト１７を流し込んで固化させる。Next, as shown in FIG. 11, the hollow S of the second and third stages of the inner formwork 13 is filled with earth and sand S when the hole H is excavated. Then, as shown in FIG. 12, the second stage,
The concrete 17 is poured into the space between the outer peripheral surface of the third inner mold 13 and the inner peripheral surface of the hole H to be solidified.
【００１５】次に、図１３に示すように、上端部に捨て
コンクリ−ト１８を打って、躯体部１９の施工を完了す
る。この躯体部１９の施工が完了したあと、図１に示す
ような形状を有する中空深礎基礎１の全体を完成させ
る。Then, as shown in FIG. 13, the discard concrete 18 is struck at the upper end portion to complete the construction of the skeleton portion 19. After the construction of the body portion 19 is completed, the entire hollow deep foundation 1 having the shape as shown in FIG. 1 is completed.
【００１６】このように、内型枠１３の形状を自在に変
えることのできる強力で安価な高張力シ−ト１２を用い
て中空深礎基礎１を建設することができるため、その建
設コストが安くなり、且つ穴Ｈを掘削したときの土砂Ｓ
を中空深礎基礎１の中空部２に埋め戻すことができるた
め、従来のように土砂を遠くの処理場まで運ぶ必要がな
くなり、残土の処理コストを大幅に引き下げることがで
きる。また、穴Ｈ内での作業量が極めて少ないため、複
数の作業者が入り難い比較的直径の小さな深礎基礎でも
建設が可能になる。また、高張力シ−ト１２から成る複
数の内型枠１３を用い、上方向にラップ部を設けるだけ
で穴Ｈの深さに容易に対応することができる。As described above, since the hollow deep foundation 1 can be constructed by using the strong and inexpensive high tension sheet 12 capable of freely changing the shape of the inner form 13, the construction cost thereof can be reduced. It becomes cheaper and the earth and sand S when excavating the hole H
Since it can be backfilled in the hollow portion 2 of the hollow deep foundation 1, it is not necessary to carry the earth and sand to a distant treatment site as in the conventional case, and the treatment cost of the residual soil can be significantly reduced. Further, since the amount of work in the hole H is extremely small, it is possible to construct a deep foundation with a relatively small diameter that is difficult for a plurality of workers to enter. Further, the depth of the hole H can be easily dealt with by using a plurality of inner molds 13 composed of the high-tension sheet 12 and providing a lap portion in the upward direction.
【００１７】[0017]
【発明の効果】以上のように本発明によれば、掘削され
た穴の内周面に沿って躯体配筋が施工され、更に前記躯
体配筋の内側に内型枠を支持する内型枠用配筋が施工さ
れたあと、高張力シ−トで周面が形成された中空部を有
する内型枠を前記内型枠用配筋の内周部に沿って配置し
た状態で、前記内型枠の中空部に前記穴を掘削したとき
の土砂を詰め、更に、前記穴の内周面と前記内型枠の外
周面との間の空間にコンクリ−トを流し込んで硬化させ
たあと、深礎基礎を所定の形状に形成することができる
ため、次のような効果がある。 （１）中空深礎基礎の建設現場で出た土砂は、中空部に
埋め戻すことができるため、土砂の処理コストを極めて
少なくすることができる。 （２）中空部にはコンクリ−トを打ち込む必要が無いた
め、コンクリ−トの使用量を少なくすることができる。 （３）複数の作業者が入り難い直径の小さな深礎基礎で
も建設が可能である。 （４）安価な高張力シ−トで内型枠を構成することがで
きるため、内型枠のコストが極めて安くなる。As described above, according to the present invention, the internal formwork is constructed along the inner peripheral surface of the excavated hole, and the inner formwork supports the inner formwork inside the structural body reinforcement. After the reinforcing bar is constructed, the inner mold having a hollow portion whose peripheral surface is formed by a high-tensile sheet is arranged along the inner peripheral part of the inner mold bar, After filling the hollow portion of the mold with earth and sand when excavating the hole, further, after pouring a concrete into the space between the inner peripheral surface of the hole and the outer peripheral surface of the inner mold to cure, Since the deep foundation can be formed into a predetermined shape, the following effects can be obtained. (1) Since the earth and sand generated at the construction site of the hollow deep foundation can be backfilled in the hollow portion, the earth and sand treatment cost can be extremely reduced. (2) Since it is not necessary to drive concrete into the hollow portion, the amount of concrete used can be reduced. (3) It is possible to build a deep foundation with a small diameter that is difficult for multiple workers to enter. (4) Since the inner mold can be constructed with an inexpensive high-tensile sheet, the cost of the inner mold becomes extremely low.
【図１】中空深礎基礎の断面図である。1 is a cross-sectional view of a hollow deep foundation.
【図２】中空深礎基礎の建設工程説明図である。FIG. 2 is an explanatory view of a construction process of a hollow deep foundation.
【図３】中空深礎基礎の建設工程説明図である。FIG. 3 is an explanatory view of a construction process of a hollow deep foundation.
【図４】中空深礎基礎の建設工程説明図である。FIG. 4 is an explanatory view of a construction process of a hollow deep foundation.
【図５】中空深礎基礎の建設工程説明図である。FIG. 5 is a diagram illustrating a construction process of a hollow deep foundation.
【図６】中空深礎基礎の建設工程説明図である。FIG. 6 is an explanatory view of a construction process of a hollow deep foundation.
【図７】中空深礎基礎の建設工程説明図である。FIG. 7 is an explanatory view of a construction process of a hollow deep foundation.
【図８】中空深礎基礎の建設工程説明図である。FIG. 8 is an explanatory view of a construction process of a hollow deep foundation.
【図９】中空深礎基礎の建設工程説明図である。FIG. 9 is an explanatory view of a construction process of a hollow deep foundation.
【図１０】中空深礎基礎の建設工程説明図である。FIG. 10 is an explanatory diagram of a construction process of a hollow deep foundation.
【図１１】中空深礎基礎の建設工程説明図である。FIG. 11 is an explanatory diagram of a construction process of a hollow deep foundation.
【図１２】中空深礎基礎の建設工程説明図である。FIG. 12 is an explanatory view of the construction process of the hollow deep foundation.
【図１３】中空深礎基礎の建設工程説明図である。FIG. 13 is an explanatory view of a construction process of a hollow deep foundation.
【図１４】従来の深礎基礎の外観図である。FIG. 14 is an external view of a conventional deep foundation.
１ 中空深礎基礎 ２ 中空部 ４ 躯体配筋 ６ 下部ベ−スコンクリ−ト １０ 内型枠用配筋 １２ 高張力シ−ト １３ 内型枠 １７ コンクリ−ト １９ 躯体部 Ｈ 穴 Ｓ 土砂 1 Hollow deep foundation 2 Hollow part 4 Body arrangement 6 Lower base concrete 10 Inner form forming reinforcement 12 High tensile sheet 13 Inner form 17 concrete 19 Body H hole S earth and sand
───────────────────────────────────────────────────── フロントページの続き (72)発明者 重野 拓郎 愛知県名古屋市熱田区横田二丁目３番24号 中部電力株式会社中央送変電建設所内 (72)発明者 飯田 隆保 愛知県名古屋市港区千年三丁目１番32号 株式会社ト−エネック本店別館内 (72)発明者 下島 英俊 愛知県名古屋市港区遠若町三丁目７番１号 中電工事株式会社遠若分室内 (72)発明者 雑賀 勇 大阪府大阪市中央区南本町一丁目６番７号 帝人株式会社内 ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Takuro Shigeno, Inventor Takuro Shigeno, 2-3-24 Yokota, Atsuta-ku, Nagoya, Aichi Chubu Electric Power Co., Inc. Chuo Electric Power Transmission and Substation (72) Inventor, Takaho Iida, Millennial, Minato-ku, Aichi Toenec Co., Ltd. Main Building Annex, 3-chome 1-32 (72) Inventor Hidetoshi Shimojima 3-7-1, Enwaka-cho, Minato-ku, Nagoya-shi, Aichi Chuden Construction Co., Ltd. Isamu Teijin Limited, 1-6-7 Minamihonmachi, Chuo-ku, Osaka-shi, Osaka
Claims (3)
が施工され、更に前記躯体配筋の内側に内型枠を支持す
る内型枠用配筋が施工されたあと、高張力シ−トで周面
が形成された中空部を有する内型枠を前記内型枠用配筋
の内周部に沿って配置した状態で、前記内型枠の中空部
に前記穴を掘削したときの土砂を詰め、更に、前記穴の
内周面と前記内型枠の外周面との間の空間にコンクリ−
トを流し込んで硬化させたあと、深礎基礎を所定の形状
に形成することを特徴とする高張力シ−トを用いた中空
深礎基礎の工法。1. A core reinforcement is constructed along the inner peripheral surface of the excavated hole, and an inner form reinforcement for supporting the inner form is further provided inside the core reinforcement, and then the height is increased. Excavating the hole in the hollow part of the inner mold with the inner mold having a hollow part whose peripheral surface is formed by a tension sheet is arranged along the inner peripheral part of the inner form rebar. The soil is filled with the soil, and the space between the inner peripheral surface of the hole and the outer peripheral surface of the inner formwork is further concreted.
A method for constructing a hollow deep foundation using a high-tensile sheet, characterized in that the deep foundation is formed into a predetermined shape after it is poured and cured.
−トを流し込んで下部ベ−スコンクリ−トを施工する工
程において、高張力シ−トから成る内型枠の下部を位置
決めするとともに、後の工程において、穴の内周面と内
型枠の外周面との間の空間にコンクリ−トを流し込んだ
ときに、そのコンクリ−トが内型枠の下部に流れ込まな
いようにするための位置決め部材を下部ベ−スコンクリ
−ト面に設置することを特徴とする請求項１記載の高張
力シ−トを用いた中空深礎基礎の工法。2. In the step of pouring concrete into the bottom of the hole to construct a lower base concrete after construction of the body reinforcement, while positioning the lower portion of the inner formwork made of high-tensile sheet, In a later process, when the concrete is poured into the space between the inner peripheral surface of the hole and the outer peripheral surface of the inner mold, the concrete is prevented from flowing into the lower part of the inner mold. The method for constructing a hollow deep foundation using a high-tensile sheet according to claim 1, wherein the positioning member is installed on the lower base concrete surface.
維、ポリエチレン繊維、ポリアリレ−ト繊維、又はポリ
エステル繊維が用いられ、伸度は１５％以下で、強度が
８０Ｋｇ／３ｃｍ以上であることを特徴とする請求項１
又は請求項２記載の高張力シ−トを用いた中空深礎基礎
の工法。3. The high-strength sheet is made of aramid fiber, carbon fiber, polyethylene fiber, polyarylate fiber, or polyester fiber, and has an elongation of 15% or less and a strength of 80 kg / 3 cm or more. Claim 1 characterized by the above-mentioned.
Alternatively, a method for constructing a hollow deep foundation using the high-tensile sheet according to claim 2.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP13394495A JPH08326069A (en) | 1995-05-31 | 1995-05-31 | Method for constructing hollow deep basis using high tensile strength sheet |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP13394495A JPH08326069A (en) | 1995-05-31 | 1995-05-31 | Method for constructing hollow deep basis using high tensile strength sheet |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH08326069A true JPH08326069A (en) | 1996-12-10 |
Family
ID=15116725
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP13394495A Pending JPH08326069A (en) | 1995-05-31 | 1995-05-31 | Method for constructing hollow deep basis using high tensile strength sheet |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH08326069A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2008119879A1 (en) * | 2007-03-30 | 2008-10-09 | Rautaruukki Oyj | Bedrock foundation |
| JP2015227543A (en) * | 2014-05-30 | 2015-12-17 | 東京電力株式会社 | Hollow caisson type pile foundation and construction method thereof |
| CN114444958A (en) * | 2022-02-08 | 2022-05-06 | 中国电建集团西北勘测设计研究院有限公司 | Liquefaction grade division method based on liquefaction index and liquefaction degree |
-
1995
- 1995-05-31 JP JP13394495A patent/JPH08326069A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2008119879A1 (en) * | 2007-03-30 | 2008-10-09 | Rautaruukki Oyj | Bedrock foundation |
| JP2015227543A (en) * | 2014-05-30 | 2015-12-17 | 東京電力株式会社 | Hollow caisson type pile foundation and construction method thereof |
| CN114444958A (en) * | 2022-02-08 | 2022-05-06 | 中国电建集团西北勘测设计研究院有限公司 | Liquefaction grade division method based on liquefaction index and liquefaction degree |
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