JP4498571B2 - Construction method of bottom enlarged structure - Google Patents

Construction method of bottom enlarged structure Download PDF

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JP4498571B2
JP4498571B2 JP2000282722A JP2000282722A JP4498571B2 JP 4498571 B2 JP4498571 B2 JP 4498571B2 JP 2000282722 A JP2000282722 A JP 2000282722A JP 2000282722 A JP2000282722 A JP 2000282722A JP 4498571 B2 JP4498571 B2 JP 4498571B2
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wall
caisson
double wall
double
ground
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JP2002088771A (en
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壬則 長谷川
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ヤマハ化工建設株式会社
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Description

【０００１】
【発明の属する技術分野】
本発明は、底部を拡大した耐震構造物の構築方法、具体的には、二重壁ケーソンを利用して水中または地中に底部を拡大した耐震構造物を構築する方法に関する。
【０００２】
【従来の技術】
底部を拡大した構造物は、底部領域に対応する地盤を掘削して底部を構築し、その上に立ち上がり部を構築していたため、広い領域の地盤を掘削していた。また、このような構造物をケーソンによって構築する場合は、拡大部に対応した大きさのケーソンを沈設するため、ケーソン自体が大型になり掘削土量が多くなっていた。
【０００３】
【発明が解決しようとする課題】
従来のケーソン工法では、掘削土量が多くなり、また、ケーソン内部にコンクリートを充填するため材料費がかかり、掘削土砂は産業廃棄物として処分しなければならず工事費を上昇させていた。
【０００４】
そこで、本発明は、沈設する構造物の大きさに比較して掘削土量を減少させると共に、掘削土砂を現場から排出することなく処分できるようにして工事費を低減するものである。
【０００５】
上記目的を達成するため、本発明は、外壁と内壁を有する二重壁ケーソンの外壁上に取外し可能の仮壁を設置し、内外壁の間を掘削して外壁全体が地中に達するまでケーソンを地中に沈下させ、内外壁の間の空間にコンクリートを打設した後、仮壁の撤去と内壁外側の埋め戻しとを行うことによって、根入れ部が拡大された地下構造物を構築するものである。また、掘削土砂を二重壁ケーソンの中央部に投入して外部に土砂を排出しないようにした。また、仮壁を鋼製パネルで構築することにより、ケーソン外壁への設置、取り外しを容易とし、パネルに表面処理を施すことにより、沈下時の周面摩擦を低下させた。
【０００６】
【発明の実施の形態】
実施例１
図１に示すように、構造物の設置場所に二重壁ケーソン１を現場で構築するか、または、他の場所で製造した二重壁ケーソンを移動させて設置する。二重壁ケーソンは、図２の平面図に示すように四角形のコンクリート製のオープンケーソンであり、外壁２と内壁３によってケーソンは二重壁構造となっている。二重壁ケーソン１の平面形状は、図示のような四角形に限定するものでなく、多角形、円形など任意の形状とすることができる。
【０００７】
二重壁ケーソンを連続的に設置して長い構造物を構築する場合は、図４に示すように２組の対向２辺のうち一方の対向２辺のみに外壁２と内壁３からなる二重壁を設け、外壁２を設けない部分１０は、他のケーソンとの連接部としてそのまま連接するか、継手を設ける。内外壁の間には必要に応じて補強の梁、または、リブ４を設けて必要強度を構造物に与える。
【０００８】
外壁２の上部に鋼製柱（図示しない）を適宜間隔で立ち上げ、その間に鋼製パネルを取り外し可能に取り付け、仮壁２１とする。内壁３は、構造物の完成高さのものを当初から構築するか、または、ケーソンの沈設に伴なって、沈設分を逐次構築して継ぎ足して所定の高さになるようにする。内外壁の下端には、通常のケーソンと同様に刃口５が設けてある。
【０００９】
図３（１）〜（３）に示すように、この二重壁ケーソン１の内外壁２、３の間の二重壁空間６をグラブバケット等の掘削機で掘削し、二重壁ケーソン１全体を地盤中に沈設する。掘削土砂はケーソン中央部７に投入し、外部に搬出して処分する必要がないようにする。
地盤が硬く、ケーソンの自重のみでは沈下しにくい場合は、アンカーを使用した圧入工法を利用したり、刃口付近にジェットを噴出して沈下時の抵抗を軽減したり、刃口の上部外側にフリクションカッターを設けて周辺地盤と外壁面との接触面に摩擦軽減材を供給したり、さらには、周辺地盤と接する壁面に摩擦軽減塗料を塗布するなど周知の沈設抵抗を軽減する手段を併用して沈下を促進する。
【００１０】
内壁３の内側のケーソン中央部７は掘削せず二重壁空間６のみを掘削して二重壁ケーソン１を沈設するので、二重壁ケーソン１の全体の平面面積に比較して掘削面積が小さく、掘削コストを抑えることができる。そして、掘削土砂をケーソン中央部７に充填することにより、産業廃棄物として処分しなければならない土砂量を軽減することができる。
【００１１】
所定の深度までケーソンを沈設したら、二重壁空間６の底部に砕石６１等を充填してコンクリート６２を打設する。その後、仮壁２１の解体撤去と、ケーソン中央部７に投入堆積した掘削土砂を用いた内壁外側の埋め戻しとを行い、内壁３で囲まれたケーソン中央部７に蓋８を構築する。
【００１２】
実施例２
構造物を水中に設置する場合は、二重壁ケーソン１上部に蓋を設置し密閉空間を形成し、二重壁ケーソン１に浮力を与えて水上曳航する。この他に、二重壁ケーソンの二重壁空間６に発泡材等からなる浮体を収納したり、エアーバッグに空気を充填して二重壁ケーソン１に浮力を付与する。曳航中、二重壁ケーソン１の重心が高くなると不安定になるので、曳航抵抗と安定度を考慮して浮力を設定して二重壁ケーソンの重心をなるべく下げる。曳航せずに、二重壁ケーソン１をクレーン台船に載せ移送する場合もある。
【００１３】
二重壁ケーソン１を設置現場まで曳航し、外壁２の上に取り外し可能に鋼製パネルを設置して仮壁２１とし、曳航用に取り付けた密閉用の蓋を撤去し、ケーソン１をゆっくり沈設し水底地盤に着底させる。仮壁２１は二重壁ケーソンを製造する際に取り付けておき、仮壁２１を設置した状態で曳航する場合もある。着底地盤は予め整地をして平坦にしておき、二重壁ケーソンが水平に設置されるようにする。
【００１４】
二重壁ケーソン１の二重壁空間６を掘削し、所定位置まで沈設する。掘削土砂は、実施例１と同様に、二重壁ケーソン中央部７に投入する。二重壁ケーソン１の中央部７や外周部の二重壁空間６にケーソン自重を増加するため栗石、砕石、岩石、土砂等の重量物を充填する。この他、スラグや建築廃材等の産業廃棄物を充填してもよい。産業廃棄物を充填する場合は、底部に水中コンクリートを打設して底版を構築して産業廃棄物を充填し、更に上部にコンクリート打設して蓋をし、外部環境に漏出しないようにする。
そして、二重壁ケーソン１の中央部開口をコンクリート等で封止する。更に、新たな二重壁ケーソン１を隣接させて同様に設置し、連接して連続する構造物を構築する。この構造物は、護岸、または、防波堤として利用することができる。
【００１５】
実施例３
図５及び図６に示すように、二重壁ケーソン１は、内外の壁２、３によってケーソン内部が仕切られており、内外壁の間は更に隔壁４１で複数の小室１０に仕切られている。
【００１６】
地盤が軟弱な場合は、小室１０内をオープンの状態でバケットで掘削して二重壁ケーソン１を沈設する。
【００１７】
小室１０の大きさより断面が小さく、小室１０内を昇降できる圧気室３０を準備しておき、二重壁ケーソン１を沈設している間に、硬地盤に遭遇して掘削が効率的におこなえなかったり、転石や埋木等の障害物が刃口５付近に出現し、障害物を除去しなければならない場合、圧気室３０を小室１０内を下降させて掘削地盤に到達させ、圧気室の内部を人力または適宜の掘削装置によって掘削して圧気室３０を二重壁ケーソン１の外壁２の刃口５より下方にまで降下させる。
【００１８】
二重壁ケーソン１の刃口５と圧気室３０先端を結ぶ線の破壊線の角度が急峻になり、ケーソン刃口５に作用する圧力によって硬地盤が破壊しやすくなり、二重壁ケーソン１の沈下が容易になる。
【００１９】
また、転石が存在する場合は、転石周囲をウォータージェットなどの補助工法を利用して刃口５付近から移動させたり、地上に排出できるように破砕したりして、沈下の障害とならないようにする。
【００２０】
圧気室３０と刃口５との間に未掘削部が残留するような場合には、ウォータージェットを補助工法として利用する。圧気室３０が刃口５の近傍に沈設してあるので、刃口５と圧気室３０の間が限定された空間となり、ウォータージェットの圧力が効果的に作用し、地盤の掘削作業が効率的におこなわれる。
また、二重壁ケーソン１の沈設中に地下水が出現しても、圧気をかけることによりドライな状態で掘削をすることが可能である。
【００２１】
また、図６に示すようにコーナー部の小室１０に圧気室３０を設置し、二重壁ケーソンが何らかの原因で傾斜した場合、対称位置の一方の圧気室３０を加圧し、他方の圧気室を減圧して二重壁ケーソン１の姿勢を修正することも可能である。更に細かい姿勢修正をおこなう場合には、すべての小室１０に圧気室３０を設置する。
【００２２】
更に、図７に示すように圧気室３０の下部に拡張部３１を設けて先端を拡張するようにすると、圧気室３０とケーソン刃口５の間に未掘削部分を発生させずに掘削することができ、二重壁ケーソン１が沈下しやすくなる。
【００２３】
実施例４
図８に示すように、二重壁ケーソン１の二重壁部分の下端に閉じた空間を形成するスカート６１を設け、このスカート６１の天井には上部に延びる排水パイプ６２が設けてある。排水パイプを介してスカート６１内の水を吸い上げ、二重壁ケーソン１の中央部に排水すると、スカート６１内が負圧となり二重壁ケーソンが圧力によって地盤９に圧入されるとともに、吸引による上向きの水流によって地盤９が液状化し、スカート６１が地盤９に貫入しやすくなり、支持地盤９１まで貫入していく。
【００２４】
スカート６１を隔壁（図示しない）で区画し、各区画に排水パイプ６２を設置し、排水に伴なって水と共に地盤の土砂を吸引して二重壁中央部に排土する。
二重壁ケーソン１には傾斜計や沈下量を計測するセンサーを取り付けておき、各区画毎の排水量を制御して二重壁ケーソンが垂直に地盤に貫入されるようにする。
【００２５】
沈設後は、仮壁２１を撤去し、スカート６１内にグラウトを充填したり、二重壁ケーソンの中央部に砕石を投入して自重を増大し、橋脚基礎、シーバース、堤防などとして利用する。
【００２６】
【発明の効果】
以上のように、本発明によれば、底部を拡大した耐震性の高い構造物が、掘削土量を多くせずに構築することができる。
掘削土砂を二重壁ケーソンの中央部に投入できるので、処分すべき土砂の量を減少させることができる。
二重壁ケーソンを沈設するための掘削面積が小さくてすみ、現場から排出する土砂量を減少させることができるので、工期を短縮できると共にコストを低減することができる。
【図面の簡単な説明】
【図１】二重壁ケーソンの正面図。
【図２】二重壁ケーソンの平面図。
【図３】二重壁ケーソンの施工工程図。
【図４】連接型二重壁ケーソンの平面図。
【図５】圧気室を用いた二重壁ケーソンの断面図。
【図６】圧気室を用いた二重壁ケーソンの平面図。
【図７】先端拡大圧気室を用いた二重壁ケーソンの断面図。
【図８】スカート付き二重壁ケーソンの断面図。
【符号の説明】
１ 二重壁ケーソン
２ 外壁
２１ 仮壁
３ 内壁
３０ 圧気室
５ 刃口
６ 二重壁空間
６１ スカート
６２ 排水パイプ
７ 中央部
８ 蓋
９ 地盤
９１ 支持地盤[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a method for constructing an earthquake-resistant structure with an enlarged bottom, and more specifically, to a method for constructing an earthquake-resistant structure with an enlarged bottom by using a double wall caisson.
[0002]
[Prior art]
The structure with the enlarged bottom portion excavated the ground corresponding to the bottom region to construct the bottom portion, and built the rising portion thereon, and thus excavated the ground in a wide region. Further, when such a structure is constructed by caisson, the caisson having a size corresponding to the enlarged portion is set, so that the caisson itself becomes large and the amount of excavated soil increases.
[0003]
[Problems to be solved by the invention]
In the conventional caisson method, the amount of excavated soil increases, and material costs are incurred for filling the caisson with concrete, and the excavated soil has to be disposed of as industrial waste, increasing the construction cost.
[0004]
Therefore, the present invention reduces the construction cost by reducing the amount of excavated soil as compared with the size of the structure to be laid down and allowing the excavated soil to be disposed without being discharged from the site.
[0005]
In order to achieve the above object, the present invention provides a caisson until a removable temporary wall is installed on the outer wall of a double wall caisson having an outer wall and an inner wall, and the entire outer wall reaches the ground by excavating between the inner and outer walls. Sunk into the ground, cast concrete in the space between the inner and outer walls, and then remove the temporary wall and backfill the outside of the inner wall to construct an underground structure with an expanded root Is. In addition, the excavated sediment was put into the center of the double-walled caisson to prevent the sediment from being discharged outside. In addition, by constructing the temporary wall with a steel panel, it was easy to install and remove from the outer wall of the caisson, and by applying a surface treatment to the panel, the peripheral friction during sinking was reduced.
[0006]
DETAILED DESCRIPTION OF THE INVENTION
Example 1
As shown in FIG. 1, the double wall caisson 1 is constructed on site at the installation site of the structure, or the double wall caisson manufactured at another location is moved and installed. The double wall caisson is a rectangular concrete open caisson as shown in the plan view of FIG. 2, and the caisson has a double wall structure by the outer wall 2 and the inner wall 3. The planar shape of the double wall caisson 1 is not limited to a quadrangular shape as shown in the figure, and may be an arbitrary shape such as a polygon or a circle.
[0007]
When a long structure is constructed by continuously installing double wall caisson, as shown in FIG. 4, a double wall consisting of an outer wall 2 and an inner wall 3 on only one opposite two sides of two pairs of opposite two sides. The portion 10 where the wall is provided and the outer wall 2 is not provided is directly connected as a connecting portion with another caisson or a joint is provided. Reinforcing beams or ribs 4 are provided between the inner and outer walls as necessary to give the structure the necessary strength.
[0008]
Steel columns (not shown) are set up on the upper part of the outer wall 2 at appropriate intervals, and a steel panel is detachably attached between them to form a temporary wall 21. The inner wall 3 is constructed from the beginning of a structure having a completed height, or, along with the caisson settling, the settling portions are sequentially built and added to a predetermined height. A blade edge 5 is provided at the lower end of the inner and outer walls in the same manner as a normal caisson.
[0009]
3 (1) to 3 (3), the double wall space 6 between the inner and outer walls 2, 3 of the double wall caisson 1 is excavated by an excavator such as a grab bucket, and the double wall caisson 1 The whole is submerged in the ground. The excavated soil is put into the caisson central part 7 so that it is not necessary to carry it out and dispose of it.
If the ground is hard and the caisson's own weight is not enough to sink, use a press-fitting method using an anchor, jet a jet near the blade edge to reduce the resistance during sinking, A friction cutter is provided to supply friction reducing material to the contact surface between the surrounding ground and the outer wall, and furthermore, a known means for reducing the settling resistance such as applying a friction reducing paint to the wall contacting the surrounding ground is also used. To promote settlement.
[0010]
The caisson central portion 7 inside the inner wall 3 is not excavated, and only the double wall space 6 is excavated to sink the double wall caisson 1, so that the excavation area is larger than the overall plane area of the double wall caisson 1. It is small and can reduce excavation costs. And by filling the caisson center part 7 with excavated earth and sand, the amount of earth and sand that must be disposed of as industrial waste can be reduced.
[0011]
When the caisson is laid down to a predetermined depth, the bottom of the double wall space 6 is filled with crushed stone 61 and the like, and concrete 62 is placed. Thereafter, the dismantling of the temporary wall 21 performs the backfilling of the inner wall outside with excavated earth and sand which supplied deposited caissons central 7 constructs a lid 8 to the caissons central portion 7 surrounded by the inner wall 3.
[0012]
Example 2
When installing the structure in water, a lid is installed on the upper part of the double wall caisson 1 to form a sealed space, and buoyancy is given to the double wall caisson 1 to tow the water. In addition, a floating body made of a foam material or the like is accommodated in the double wall space 6 of the double wall caisson, or air is filled in the air bag to impart buoyancy to the double wall caisson 1. During towing, if the center of gravity of the double wall caisson 1 becomes high, it becomes unstable, so the buoyancy is set in consideration of towing resistance and stability, and the center of gravity of the double wall caisson is lowered as much as possible. There is a case where the double wall caisson 1 is transported on a crane carrier without towing.
[0013]
Tow the double-wall caisson 1 to the installation site, install a steel panel on the outer wall 2 so that it can be removed to make a temporary wall 21, remove the sealing lid attached for towing, and slowly sink the caisson 1 The bottom is then grounded on the bottom. The temporary wall 21 may be attached when the double wall caisson is manufactured and towed with the temporary wall 21 installed. The ground should be leveled and flattened in advance so that the double wall caisson is installed horizontally.
[0014]
The double wall space 6 of the double wall caisson 1 is excavated and set to a predetermined position. Excavation earth and sand are thrown into the central part 7 of the double wall caisson, as in the first embodiment. In order to increase the caisson's own weight in the central wall 7 and the double wall space 6 on the outer periphery of the double wall caisson 1, heavy objects such as chestnut, crushed stone, rock and earth and sand are filled. In addition, industrial waste such as slag and building waste may be filled. When filling industrial waste, place underwater concrete at the bottom to build a bottom plate and fill it with industrial waste, and then place concrete at the top to cover and prevent leakage to the outside environment. .
Then, the central opening of the double wall caisson 1 is sealed with concrete or the like. Furthermore, a new double-wall caisson 1 is installed in the same manner adjacent to each other, and a continuous structure is constructed by connecting them. This structure can be used as a revetment or a breakwater.
[0015]
Example 3
As shown in FIGS. 5 and 6, the double wall caisson 1 is divided into inner and outer walls 2 and 3, and the inner and outer walls are further partitioned into a plurality of small chambers 10 by partition walls 41. .
[0016]
When the ground is soft, the double wall caisson 1 is sunk by excavating with a bucket in the small chamber 10 in an open state.
[0017]
The pressure chamber 30 is smaller than the size of the small chamber 10 and can be moved up and down in the small chamber 10, and while the double wall caisson 1 is being laid, the hard ground is encountered and excavation cannot be performed efficiently. When an obstacle such as a boulder or a buried tree appears near the blade edge 5 and the obstacle has to be removed, the pressure chamber 30 is moved down the small chamber 10 to reach the excavation ground, and the inside of the pressure chamber is The pneumatic chamber 30 is lowered by the human power or an appropriate excavating device to the lower side than the blade edge 5 of the outer wall 2 of the double wall caisson 1.
[0018]
The angle of the breaking line of the line connecting the blade edge 5 of the double wall caisson 1 and the tip of the pressurized air chamber 30 becomes steep, and the hard ground is easily broken by the pressure acting on the caisson blade edge 5. Settlement is easy.
[0019]
In addition, if there is a boulder, move it around the boulder from the vicinity of the blade edge 5 using an auxiliary method such as a water jet, or crush it so that it can be discharged to the ground so that it does not become an obstacle to settlement. To do.
[0020]
When an unexcavated portion remains between the pressure chamber 30 and the blade edge 5, a water jet is used as an auxiliary method. Since the pressure chamber 30 is set near the blade edge 5, the space between the blade edge 5 and the pressure chamber 30 is limited, the water jet pressure acts effectively, and the ground excavation work is efficient. To be done.
Moreover, even if groundwater appears while the double-wall caisson 1 is set up, it is possible to excavate in a dry state by applying pressurized air.
[0021]
Further, as shown in FIG. 6, when the pressurized air chamber 30 is installed in the small chamber 10 in the corner portion and the double wall caisson is inclined for some reason, one of the pressurized air chambers 30 at the symmetrical position is pressurized, and the other pressurized air chamber is It is also possible to correct the posture of the double wall caisson 1 by reducing the pressure. In the case where finer posture correction is performed, the pressurized air chambers 30 are installed in all the small chambers 10.
[0022]
Further, as shown in FIG. 7, when the extended portion 31 is provided at the lower part of the pressurized air chamber 30 so as to expand the tip, excavation can be performed without generating an unexcavated portion between the pressurized air chamber 30 and the caisson blade edge 5. And the double wall caisson 1 is likely to sink.
[0023]
Example 4
As shown in FIG. 8, a skirt 61 that forms a closed space is provided at the lower end of the double wall portion of the double wall caisson 1, and a drain pipe 62 that extends upward is provided on the ceiling of the skirt 61. When the water in the skirt 61 is sucked up through the drain pipe and drained to the center of the double wall caisson 1, the inside of the skirt 61 becomes negative pressure, and the double wall caisson is pressed into the ground 9 by the pressure, and upward by suction. The ground 9 is liquefied by the water flow and the skirt 61 easily penetrates the ground 9 and penetrates to the support ground 91.
[0024]
The skirt 61 is partitioned by a partition wall (not shown), and a drain pipe 62 is installed in each partition. The ground soil is sucked together with the water along with the drainage to be discharged to the center of the double wall.
The double wall caisson 1 is provided with an inclinometer and a sensor for measuring the amount of settlement, and the double wall caisson penetrates vertically into the ground by controlling the amount of drainage for each section.
[0025]
After laying, the temporary wall 21 is removed and the skirt 61 is filled with grout, or a crushed stone is added to the center of the double-walled caisson to increase its own weight and used as a pier foundation, sea berth, embankment and the like.
[0026]
【The invention's effect】
As described above, according to the present invention, a highly earthquake-resistant structure with an enlarged bottom can be constructed without increasing the amount of excavated soil.
Since the excavated sediment can be put into the center of the double wall caisson, the amount of sediment to be disposed can be reduced.
Since the excavation area for laying the double wall caisson can be small and the amount of earth and sand discharged from the site can be reduced, the construction period can be shortened and the cost can be reduced.
[Brief description of the drawings]
FIG. 1 is a front view of a double wall caisson.
FIG. 2 is a plan view of a double wall caisson.
FIG. 3 is a construction process diagram of a double wall caisson.
FIG. 4 is a plan view of an articulated double wall caisson.
FIG. 5 is a cross-sectional view of a double wall caisson using a pressure chamber.
FIG. 6 is a plan view of a double wall caisson using a pressure chamber.
FIG. 7 is a cross-sectional view of a double-wall caisson using a tip expanded pressure chamber.
FIG. 8 is a cross-sectional view of a double wall caisson with a skirt.
[Explanation of symbols]
DESCRIPTION OF SYMBOLS 1 Double wall caisson 2 Outer wall 21 Temporary wall 3 Inner wall 30 Pressure chamber 5 Cutting edge 6 Double wall space 61 Skirt 62 Drain pipe 7 Center part 8 Lid 9 Ground 91 Support ground

Claims (4)

外壁と内壁を有する二重壁ケーソンの外壁上に取外し可能の仮壁を設置し、内外壁の間を掘削して外壁全体が地中に達するまでケーソンを地中に沈下させ、内外壁の間の空間にコンクリートを打設した後、仮壁の撤去と内壁外側の埋め戻しとを行う底部拡大構造物の構築方法。 It established the outer and inner walls double wall outer wall on a removable temporary walls of caissons having the caisson is subsidence in the ground until the entire outer wall drilled between the inner and outer walls reaches the ground, between the inner and outer walls A method for constructing an expanded bottom structure, in which concrete is placed in the space, and then the temporary wall is removed and the inner wall outside is backfilled . 請求項１において、ケーソンが四角形であり、２組の対向２辺のうち一方の対向２辺のみを外壁と内壁からなる二重壁とした二重壁ケーソンを連接する底部拡大構造物の構築方法。 2. The method of constructing a bottom enlarged structure that connects double wall caissons, in which the caisson is a quadrangle and only one of the two opposing two sides is a double wall composed of an outer wall and an inner wall. . 請求項１または２において、掘削土砂を二重壁ケーソンの中央部に投入して外部に土砂を排出しない底部拡大構造物の構築方法。  3. The method for constructing a bottom expanded structure according to claim 1 or 2, wherein the excavated earth and sand are introduced into the center of the double wall caisson and the earth and sand are not discharged to the outside. 請求項１〜３のいずれかにおいて、仮壁が鋼製パネルである底部拡大構造物の構築方法。  4. The method for constructing a bottom enlarged structure according to claim 1, wherein the temporary wall is a steel panel.
JP2000282722A 2000-09-18 2000-09-18 Construction method of bottom enlarged structure Expired - Lifetime JP4498571B2 (en)

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PL2010718T3 (en) 2006-04-10 2020-03-31 Mbd Offshore Power A/S Method of installing bucket foundation structure
CN102505702A (en) * 2011-10-13 2012-06-20 中国化学工程第十三建设有限公司 Double-wall concrete open caisson and construction method thereof
CN110093942A (en) * 2019-05-30 2019-08-06 安徽省交通控股集团有限公司 A kind of assembled radical well foundation of two-wall hollow
CN113174988A (en) * 2021-04-30 2021-07-27 中国化学工程第十三建设有限公司 Double-wall concrete open caisson structure and construction method

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS50113014A (en) * 1974-02-16 1975-09-04
JPS51109105A (en) * 1975-03-20 1976-09-27 Obayashi Constr Co Ltd SENKANCHINSETSUHOHO
JP2000087360A (en) * 1998-09-14 2000-03-28 Daiho Constr Co Ltd Pneumatic caisson

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS50113014A (en) * 1974-02-16 1975-09-04
JPS51109105A (en) * 1975-03-20 1976-09-27 Obayashi Constr Co Ltd SENKANCHINSETSUHOHO
JP2000087360A (en) * 1998-09-14 2000-03-28 Daiho Constr Co Ltd Pneumatic caisson

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