JP2010133159A - Heave preventive pile - Google Patents

Heave preventive pile Download PDF

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JP2010133159A
JP2010133159A JP2008310463A JP2008310463A JP2010133159A JP 2010133159 A JP2010133159 A JP 2010133159A JP 2008310463 A JP2008310463 A JP 2008310463A JP 2008310463 A JP2008310463 A JP 2008310463A JP 2010133159 A JP2010133159 A JP 2010133159A
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pile
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permeable layer
water
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JP4910217B2 (en
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Kaoru Kobayashi
林 薫 小
Kazuya Mizukoshi
越 和 弥 水
Toshiro Abo
保 寿 郎 阿
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Tobishima Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a heave preventive pile capable of preventing a heave even in the ground of a water nonpermeable layer (water difficultly permeable layer) with a soft drilled bottom face, and having structure excellent in economically. <P>SOLUTION: A hole is drilled using a stable liquid from a ground surface to the confined aquifer ground 2, a drilled hole diameter is expanded in the water nonpermeable layer (water difficultly permeable layer) ground 1 positioned at an upper side of the confined aquifer ground 2, or ranging from the water nonpermeable layer (water difficultly permeable layer) ground 1 to the confined aquifer ground 2 in a lower portion thereof, concrete or mortal is injected in stead of stable liquid, a pile is formed to include top-like expansion parts 10b, 10c with a steel pile material 8 inserted therein, positioned and hardened in the center of the drilled hole from a ground surface to a drilled hole bottom, and the heave in the drilled bottom face caused by uplift pressure from the confined aquifer ground is restrained by a frictional force between a pile outer circumferential face of the expansion part and the water nonpermeable layer (water difficultly permeable layer) ground 1, and a shearing reaction of the upper soil of the expansion part. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

本発明は、盤ぶくれ防止のために打設される杭の地中形状、構造に関する。   The present invention relates to an underground shape and a structure of a pile placed for preventing padding.

被圧地下水位が高い地盤での掘削工事において、掘削底面の安定性確保、すなわち盤ぶくれ及びボイリング対策が大きな課題となっていた。   In excavation work on ground with high pressure groundwater level, securing the bottom of the excavation, that is, countermeasures for blistering and boiling have been a major issue.

図３は、従来の中間杭を用いた掘削における盤ぶくれの模式図で、（ａ）は平面図、（ｂ）は断面図である。図に示すように、従来は、土留め壁４、５の先端が掘削底面Ａの下方の不透水層（難透水層）地盤１に到達させて建造物構築領域を囲繞し、所用間隔で中間杭９を不透水層（難透水層）地盤１まで打ち込んで掘削を行っていた。掘削の進行に伴い、被圧滞水層地盤２の揚圧力Ｕ（矢印）により不透水層（難透水層）地盤１が盤ぶくれを起こし、掘削底面Ａと共に中間杭９、地上の覆工板１１までを押し上げる事故を生じていた。   FIGS. 3A and 3B are schematic views of a board bulge in excavation using a conventional intermediate pile, where FIG. 3A is a plan view and FIG. 3B is a cross-sectional view. As shown in the figure, conventionally, the ends of the retaining walls 4, 5 reach the impermeable layer (hardly permeable layer) ground 1 below the bottom surface A of the excavation to surround the building construction region, and are intermediate at a desired interval. Excavation was performed by driving the pile 9 to the impermeable layer (hardly permeable layer) ground 1. As the excavation progresses, the impervious layer (hardly permeable layer) ground 1 is bulged by the lifting pressure U (arrow) of the unconfined aquifer ground 2, and the intermediate pile 9 and the ground lining are excavated together with the excavated bottom surface A. There was an accident of pushing up to the plate 11.

このような問題を解決するため、特許文献１は、前記中間杭９を鋼製杭材の周囲にモルタルまたはコンクリートを一体化した盤ぶくれ防止杭とし、不透水層（難透水層）地盤１を貫通すると共に被圧滞水層地盤２の所要深さまで貫入させ、周辺地盤との摩擦力により掘削底面Ａの不透水層（難透水層）地盤１が盤ぶくれを防止する発明であった。   In order to solve such a problem, Patent Document 1 discloses that the intermediate pile 9 is a padding prevention pile in which mortar or concrete is integrated around a steel pile material, and an impermeable layer (non-permeable layer) ground 1 is used. The impermeable layer (hardly permeable layer) ground 1 on the bottom surface A of the excavation is prevented by the frictional force with the surrounding ground and penetrating to the required depth of the confined aquifer ground 2. .

しかしながら、この工法では、不透水層（難透水層）地盤１の強度が比較的大きく、盤ぶくれ防止杭と地盤間の周面摩擦が所要の大きさを得られる場合でないと実施できない欠点があった。   However, in this construction method, there is a disadvantage that the strength of the impermeable layer (hardly permeable layer) ground 1 is relatively large and the peripheral friction between the padding prevention pile and the ground can be obtained only when the required magnitude is obtained. there were.

特許文献２は、掘削底面Ａに当たる不透水層（難透水層）地盤１の部分に所定厚さの改良固結地盤体を造成し、その上で改良固結地盤体を貫通し被圧滞水層地盤２まで貫通する対策杭を打設し、被圧滞水層地盤３の強度が小さい場合でも盤ぶくれを防止する発明であった。   In Patent Document 2, an improved consolidated ground body having a predetermined thickness is formed in a portion of an impermeable layer (hardly permeable layer) ground 1 that hits the bottom surface A of excavation, and then the improved consolidated ground body is penetrated to form unconfined groundwater. The invention was an invention in which a countermeasure pile penetrating to the layer ground 2 was laid to prevent the padding even when the strength of the confined water layer ground 3 was small.

しかしながら、この工法では掘削底面の地盤を全面改良しなければならず、コストが嵩むため、経済性から採用が極めて難しい問題があった。   However, in this method, the ground on the bottom of the excavation has to be entirely improved, and the cost is high.

特開平１１−１８１８０６号公報（第２、３頁、第１図）Japanese Patent Laid-Open No. 11-181806 (pages 2, 3 and 1) 特開２００３−１７１９４９号公報（第２、３頁、第１図）Japanese Patent Laid-Open No. 2003-171949 (pages 2, 3 and 1)

前記の問題を解決するため、本発明は掘削底面が軟弱な不透水層（難透水層）地盤であっても盤ぶくれを防止することができ、且つ経済性に優れた構造の盤ぶくれ防止杭を提供することを課題とする。   In order to solve the above-mentioned problems, the present invention can prevent board bulge even in an impermeable layer (hard permeable layer) ground whose excavation bottom is soft and has a structure with excellent economical efficiency. It is an object to provide a prevention pile.

本発明の盤ぶくれ防止杭は、土留め壁で囲繞された地下建築物の構築領域内に所定の間隔で打設される地中杭であって、
地表面から被圧滞水層地盤の所要深さまで貫入する長さで、被圧滞水層地盤の上方に位置する不透水層（難透水層）地盤部分又は不透水層（難透水層）地盤部分から下方の被圧滞水層地盤部分まで、柱状に地盤改良を行い地中杭と一体に形成した拡張部とし、
該拡張部の杭外周面と不透水層（難透水層）地盤部との摩擦力及び拡張部の支圧抵抗により、被圧滞水層からの揚圧力による掘削底面の盤ぶくれを抑えることを特徴とする。 The board pile prevention pile of the present invention is an underground pile placed at a predetermined interval in a construction area of an underground building surrounded by a retaining wall,
Impermeable layer (impervious layer) or part of impervious layer (impervious layer) located above the confined aquifer layer with a length that penetrates from the ground surface to the required depth of the confined aquifer layer From the part to the lower unconfined aquifer ground part, it is an extension part formed integrally with the underground pile by improving the ground in a columnar shape,
Suppression of the bottom surface of the excavation bottom due to the lifting pressure from the confined aquifer is suppressed by the frictional force between the outer peripheral surface of the pile and the impermeable layer (hardly permeable layer) ground and the bearing resistance of the expansion. It is characterized by.

また、前記拡張部は、地質強度に応じた所望の盤ぶくれ抵抗力となるように、不透水層（難透水層）地盤部分又は不透水層（難透水層）地盤部分から下方の杭径及び杭軸方向の長さを設定することを特徴とする。   Moreover, the said extension part is a pile diameter below from an impermeable layer (non-permeable layer) ground part or an impermeable layer (non-permeable layer) ground part so that it may become the desired board bulge resistance force according to geological strength. And the length of a pile axial direction is set, It is characterized by the above-mentioned.

本発明の盤ぶくれ防止杭は、不透水層（難透水層）地盤部分または不透水層（難透水層）地盤部分から下方の被圧滞水層地盤部分に拡張部を備えることから、被圧滞水層地盤からの揚圧力に対抗する所定の周面摩擦力を確保することができる。   The padding prevention pile according to the present invention includes an extended portion in the unconfined aquifer layer ground portion below the impermeable layer (hardly permeable layer) ground portion or the impermeable layer (hardly permeable layer) ground portion. A predetermined peripheral frictional force that opposes the lifting pressure from the stagnant water layer ground can be secured.

このため、従来の改良固結地盤体の施工に比較して経済性に優れ、さらに従来の盤ぶくれ防止杭に較べ杭の打設本数を減らすことができる。   For this reason, compared with the construction of the conventional improved consolidated ground body, it is excellent in economic efficiency, and the number of piles to be piled can be reduced as compared with the conventional padding prevention pile.

また、拡張部杭、拡張部杭長およびその強度を適用地盤の地質構成に合わせて自由に設計・施工することができるため、適用範囲を拡大することができる。   Moreover, since an extension part pile, the extension part pile length, and its intensity | strength can be freely designed and constructed according to the geological structure of an application ground, an application range can be expanded.

以下、本発明の盤ぶくれ防止杭の実施の形態を図に基いて説明する。 DESCRIPTION OF EMBODIMENTS Hereinafter, embodiments of a board pile prevention pile according to the present invention will be described with reference to the drawings.

図１は、本発明の盤ぶくれ防止杭の形態を示し、（ａ）は第１の形態、（ｂ）は第２の形態、（ｃ）は第３の形態を示す断面図である。   FIG. 1 is a cross-sectional view showing a form of a board pile prevention pile according to the present invention, wherein (a) is a first form, (b) is a second form, and (c) is a third form.

図１に示す実施の形態において、地表面２０の地下は互層地盤となっており、不透水層（難透水層）地盤１の下に砂質土などの被圧滞水層地盤２が位置している場合を示す。   In the embodiment shown in FIG. 1, the underground of the ground surface 20 is an alternating layer ground, and a confined aquifer layer ground 2 such as sandy soil is located under an impermeable layer (hardly permeable layer) ground 1. Indicates the case.

４、５は地下建築物構築領域を囲繞するために被圧滞水層地盤２まで根入れされた土留め壁である。図では、切梁６で土留め壁４、５を支保しながら掘削底面Ａまで構築領域の掘削をした状態を示している。   Reference numerals 4 and 5 are earth retaining walls rooted to the submerged aquifer ground 2 in order to surround the underground building construction area. In the figure, the construction area is excavated to the excavation bottom surface A while supporting the retaining walls 4 and 5 with the cut beam 6.

図１（ａ）に示す本発明の盤ぶくれ防止杭１０は、地表面２０から被圧滞水層地盤２まで安定液を用いて削孔し、不透水層（難透水層）地盤１部分から下方の被圧滞水層地盤２までの削孔径を拡張し、安定液と置き換えてコンクリートまたはモルタルを注入し柱状に地盤改良を行い、削孔の中心に鋼製杭材８を地表から削孔低まで挿入建て込み硬化させ、地中杭と一体に形成した拡張部１０ｂ、１０ｃを不透水層（難透水層）地盤１及び被圧滞水層地盤２に形成したものである。   1 (a) is a drilling prevention pile 10 according to the present invention, which is drilled from the ground surface 20 to the unconfined aquifer ground 2 with a stabilizing liquid, and a non-permeable layer (hardly permeable layer) ground 1 portion. The diameter of the drilling hole from the bottom to the unconfined aquifer ground 2 is expanded and replaced with a stabilizing liquid, concrete or mortar is injected to improve the ground in a columnar shape, and the steel pile material 8 is cut from the ground surface at the center of the drilling hole. The expanded portions 10b and 10c formed by being inserted and built and hardened to the hole low and formed integrally with the underground pile are formed in the impermeable layer (hardly permeable layer) ground 1 and the unconfined water layer ground 2.

本発明の拡張部は拡張されていないコンクリート・モルタル杭１０ａ部分の３〜４倍の径（最大３０００ｍｍ）とする。尚、この実施の形態では、不透水層（難透水層）地盤１部分から下方の被圧滞水層地盤２まで連続して拡張部１０ｂ、１０ｃを形成したが、拡張部１０ｂと間隔を空けて拡張部１０ｃを杭底近傍のみに設けても良い。   The expansion part of the present invention has a diameter (maximum 3000 mm) 3 to 4 times that of the unexpanded concrete / mortar pile 10a. In this embodiment, the extended portions 10b and 10c are formed continuously from the impermeable layer (hardly permeable layer) 1 portion to the lower confined water layer ground 2 but are spaced apart from the expanded portion 10b. The extended portion 10c may be provided only in the vicinity of the pile bottom.

図１（ｂ）の実施の形態は、地表面２０から被圧滞水層地盤２まで安定液を用いて削孔し、不透水層（難透水層）地盤１部分のみ削孔径を拡張し、安定液と置き換えてコンクリートまたはモルタルを注入し柱状に地盤改良を行い、削孔の中心に鋼製杭材８を地表から削孔低まで挿入建て込み硬化させ、地中杭と一体に形成した拡張部１０ｂを不透水層（難透水層）地盤１に形成したものである。   In the embodiment of FIG. 1 (b), a hole is drilled from the ground surface 20 to the confined aquifer ground 2 using a stabilizing liquid, and the diameter of the hole is expanded only in the impermeable layer (hardly permeable layer) ground 1 part. Replacement with stabilizing liquid, concrete or mortar is injected to improve the ground in a columnar shape, steel pile material 8 is inserted into the center of the drilling hole from the ground surface to the drilling hole, hardened, and formed integrally with the underground pile The part 10 b is formed on the impermeable layer (hardly permeable layer) ground 1.

すなわち、被圧滞水層地盤２に貫入している部分は、通常の削孔径のコンクリート・モルタル杭１０ａとしたものである。このため被圧滞水層地盤２への貫入長を図１（ａ）に示した第１の実施の形態より長くしている。   That is, the portion penetrating into the confined aquifer ground 2 is a concrete / mortar pile 10a having a normal drilling diameter. For this reason, the penetration length to the unconfined aquifer ground 2 is made longer than that of the first embodiment shown in FIG.

図１（ｃ）の実施の形態は、第１の実施の形態と同様に、拡張部１０ｂ、１０ｃを不透水層（難透水層）地盤１及び被圧滞水層地盤２に形成しているが、被圧滞水層地盤２に形成された拡張部１０ｃの径を不透水層（難透水層）地盤１の拡張部１０ｂよりさらに大きくし、被圧滞水層地盤２における周辺地盤との周面摩擦力を高めたものである。この例では、盤ぶくれ防止杭１０の長さが図１（ａ）、（ｂ）に対し短く、被圧滞水層地盤２への貫入長も短くすることができる。   In the embodiment shown in FIG. 1 (c), the extended portions 10b and 10c are formed in the impermeable layer (hardly permeable layer) ground 1 and the confined water layer ground 2 as in the first embodiment. However, the diameter of the expanded portion 10c formed in the unconfined aquifer ground 2 is made larger than the expanded portion 10b of the impermeable layer (hardly permeable layer) ground 1, The peripheral frictional force is increased. In this example, the length of the padding prevention pile 10 is shorter than that in FIGS. 1A and 1B, and the penetration length into the unconfined aquifer ground 2 can also be shortened.

図１において、盤ぶくれ防止杭１０は１本のみ図示しているが、実際は建築物構築領域の面積に対応して所定間隔ごとに打設される。（図２参照）   In FIG. 1, only one padding prevention pile 10 is illustrated, but actually, it is driven at predetermined intervals corresponding to the area of the building construction area. (See Figure 2)

図１において、符号１１は盤ぶくれ防止杭１０を中間杭として仮設された覆工板、ａは掘削空間である。図において掘削空間ａに露出した盤ぶくれ防止杭１０のコンクリート・モルタル杭１０ａは、周囲のコンクリート又はモルタルが剥がされ鋼製杭材８が露出された状態を示している。   In FIG. 1, the code | symbol 11 is the lining board temporarily installed by using the board swell prevention pile 10 as an intermediate pile, and a is excavation space. In the figure, the concrete mortar pile 10a of the padding prevention pile 10 exposed in the excavation space a shows a state in which the surrounding concrete or mortar is peeled off and the steel pile material 8 is exposed.

図２は、本発明の盤ぶくれ防止杭を用いた掘削工事の実施例を示し、（ａ）は建築物構築領域の平面図、（ｂ）は建築物構築領域の断面図である。   2A and 2B show an example of excavation work using the pile prevention pile according to the present invention. FIG. 2A is a plan view of a building construction area, and FIG. 2B is a cross-sectional view of the building construction area.

図２（ａ）に示すように、建築物構築領域は鋼矢板などの土留め壁４、５が掘削底面より深い地中位置まで根入れされ周辺地盤と区画し、建築物構築領域の面積に応じて所定間隔で本発明の盤ぶくれ防止杭１０が打設される。   As shown in FIG. 2 (a), the building construction area has a retaining wall 4 and 5 such as steel sheet piles that are deeper than the bottom of the excavation, and is separated from the surrounding ground. Accordingly, the board staking prevention pile 10 of the present invention is driven at predetermined intervals.

図に示すように、盤ぶくれ防止杭１０は、中心にＨ型鋼の鋼製杭材８が挿入され、周囲にコンクリート又はモルタルが充填固化されており、掘削底面までは通常の中間杭と同様の杭径に形成されたコンクリート・モルタル杭１０ａとなっているが、掘削底面の不透水層（難透水層）地盤１部分又はその下の被圧滞水層地盤２部分は、その３〜４倍の径に拡張された拡張部１０ｂ、１０ｃに形成されている。   As shown in the figure, the padding prevention pile 10 has a steel pile material 8 of H-shaped steel inserted in the center, filled with concrete or mortar around, and is the same as a normal intermediate pile up to the bottom of excavation. Although it is a concrete mortar pile 10a formed to a pile diameter of 1 mm, the impermeable layer (hardly permeable layer) ground 1 part at the bottom of excavation or the unconfined aquifer ground 2 part below it is 3-4 It is formed in the expansion parts 10b and 10c expanded to double the diameter.

これらの拡張部１０ｂ、１０ｃは、背景技術の項で説明した不透水層（難透水層）地盤１の全面に設けられた改良固結地盤体（背景技術の項参照）に対比すると、柱状の改良固結地盤体に該当すると共に、杭の周辺摩擦力により杭周辺の不透水層（難透水層）地盤１を被圧滞水層地盤２からの揚圧力に対抗させるアンカーの役割を果たす。   These extended portions 10b and 10c are columnar when compared with the improved consolidated ground body (refer to the background art section) provided on the entire surface of the impermeable layer (non-permeable layer) ground 1 described in the background art section. It corresponds to the improved consolidated ground body, and plays the role of an anchor that opposes the impermeable layer (hardly permeable layer) ground 1 around the pile against the lifting pressure from the confined aquifer layer ground 2 by the frictional force around the pile.

図２（ｂ）は、（ａ）の断面図で、山留め壁４、５に腹起こし６ｂを介して切梁６で支保工しながら掘削底面Ａまで掘削した状態を示す。   FIG. 2B is a cross-sectional view of FIG. 2A, showing a state where excavation is performed up to the excavation bottom surface A while supporting on the cut beams 6 via the ridges 6 b on the retaining walls 4 and 5.

この実施例では、不透水層（難透水層）地盤１及び被圧滞水層地盤２に貫入された盤ぶくれ防止杭１０は、拡張部１０ｂ、１０ｃが形成されて、被圧滞水層地盤２からの揚圧力（上向きの矢印）に対抗する不透水層（難透水層）地盤１と拡張部１０ｂの杭の周囲の周面摩擦力Ｃ１が盤ぶくれを抑止している。   In this embodiment, the padding prevention pile 10 penetrating into the impermeable layer (hardly permeable layer) ground 1 and the confined aquifer layer ground 2 is formed with expanded portions 10b and 10c, and the confined condensate layer. The impervious layer (hardly permeable layer) ground 1 that opposes the lifting pressure from the ground 2 (upward arrow) and the peripheral frictional force C1 around the pile of the extended portion 10b suppress the board bulge.

拡張部１０ｂ、１０ｃの杭の径は、公知の拡径用の掘削ドリルを用いて最大３０００ｍｍとすることができる。   The diameter of the piles of the extended portions 10b and 10c can be set to a maximum of 3000 mm using a known drill for expanding the diameter.

尚、現場の地盤状況が悪く、盤ぶくれ防止杭１０が図２（ａ）に示した所定間隔の打設のみでは効果が足りない（揚圧力に対抗できない）と判断される場合は、所定間隔を少なくして杭の本数を増加させ、或いは拡張部１０ｂ、１０ｃが互いに重なり一体化するようにして効果を確保する。   It should be noted that if it is determined that the ground condition at the site is bad and the padding prevention pile 10 is not effective (cannot resist lifting pressure) only by driving at a predetermined interval shown in FIG. The effect is ensured by decreasing the interval to increase the number of piles or by extending and integrating the extended portions 10b and 10c.

本発明の盤ぶくれ防止杭の形態を示し、（ａ）は第１の形態、（ｂ）は第２の形態、（ｃ）は第３の形態を示す断面図である。The form of the boarding prevention pile of this invention is shown, (a) is a 1st form, (b) is a 2nd form, (c) is sectional drawing which shows a 3rd form. 本発明の盤ぶくれ防止杭を用いた掘削工事の実施例を示し、（ａ）は建築物構築領域の平面図、（ｂ）は建築物構築領域の断面図である。The Example of the excavation construction using the board prevention pile of this invention is shown, (a) is a top view of a building construction area | region, (b) is sectional drawing of a building construction area | region. 従来の中間杭を用いた掘削における盤ぶくれの模式図で、（ａ）は平面図、（ｂ）は断面図である。It is a schematic diagram of the board bulge in the excavation using the conventional intermediate pile, (a) is a top view, (b) is sectional drawing.

符号の説明Explanation of symbols

１ 不透水層（難透水層）地盤
２、３ 被圧滞水層地盤
土留め壁
６ 切梁
６ｂ 腹起こし
８ 鋼製杭材（Ｈ型鋼）
９ 中間杭
１０ 盤ぶくれ防止杭
１０ａ コンクリート・モルタル杭
１０ｂ 拡張部
１０ｃ 拡張部
１１ 覆工板
２０ 地表面 1 Impermeable layer (hardly permeable layer) ground 2, 3 Confined water layer ground retaining wall 6 Cut beam 6b Raised 8 Steel pile material (H-shaped steel)
9 Intermediate pile 10 Overflow prevention pile 10a Concrete / mortar pile 10b Expansion section 10c Expansion section 11 Backing plate 20 Ground surface

Claims (2)

土留め壁で囲繞された地下建築物の構築領域内に所定の間隔で打設される地中杭であって、
地表面から被圧滞水層地盤の所要深さまで貫入する長さで、被圧滞水層地盤の上方に位置する不透水層（難透水層）地盤部分又は不透水層（難透水層）地盤部分から下方の被圧滞水層地盤部分まで、柱状に地盤改良を行い地中杭と一体に形成した拡張部とし、
該拡張部の杭外周面と不透水層（難透水層）地盤部との摩擦力及び拡張部の支圧抵抗により、被圧滞水層からの揚圧力による掘削底面の盤ぶくれを抑えることを特徴とする盤ぶくれ防止杭。 An underground pile placed at predetermined intervals in the construction area of an underground building surrounded by a retaining wall,
Impermeable layer (impervious layer) or part of impervious layer (impervious layer) located above the confined aquifer layer with a length that penetrates from the ground surface to the required depth of the confined aquifer layer From the part to the lower unconfined aquifer ground part, it is an extension part formed integrally with the underground pile by improving the ground in a columnar shape,
Suppression of the bottom surface of the excavation bottom due to the lifting pressure from the confined aquifer is suppressed by the frictional force between the outer peripheral surface of the pile and the impermeable layer (hardly permeable layer) ground and the bearing resistance of the expansion. Pile prevention pile characterized by. 前記拡張部は、地質強度に応じた所望の盤ぶくれ抵抗力となるように、不透水層（難透水層）地盤部分又は不透水層（難透水層）地盤部分から下方の杭径及び杭軸方向の長さを設定することを特徴とする請求項１記載の盤ぶくれ防止杭。
The extension part has a pile diameter and a pile below the impermeable layer (non-permeable layer) or the impermeable layer (non-permeable layer) ground part so as to have a desired bulge resistance according to the geological strength. 2. The board pile prevention pile according to claim 1, wherein an axial length is set.
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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2014114600A (en) * 2012-12-10 2014-06-26 Kajima Corp Foundation pile construction method
JP2014114601A (en) * 2012-12-10 2014-06-26 Kajima Corp Foundation pile construction method
JP2019199692A (en) * 2018-05-14 2019-11-21 鹿島建設株式会社 Ground improvement structure and excavating method

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JPH11181806A (en) * 1997-12-19 1999-07-06 Japan Railway Constr Pub Corp Heaving preventing method and construction of underground building
JP2003171949A (en) * 2001-12-04 2003-06-20 Tobishima Corp Excavating bottom surface-stabilizing construction method and underground building construction method
JP2006022623A (en) * 2004-07-09 2006-01-26 Kubota Corp Soil cement composite pile and its construction method

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Publication number Priority date Publication date Assignee Title
JPH11181806A (en) * 1997-12-19 1999-07-06 Japan Railway Constr Pub Corp Heaving preventing method and construction of underground building
JP2003171949A (en) * 2001-12-04 2003-06-20 Tobishima Corp Excavating bottom surface-stabilizing construction method and underground building construction method
JP2006022623A (en) * 2004-07-09 2006-01-26 Kubota Corp Soil cement composite pile and its construction method

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2014114600A (en) * 2012-12-10 2014-06-26 Kajima Corp Foundation pile construction method
JP2014114601A (en) * 2012-12-10 2014-06-26 Kajima Corp Foundation pile construction method
JP2019199692A (en) * 2018-05-14 2019-11-21 鹿島建設株式会社 Ground improvement structure and excavating method
JP7017980B2 (en) 2018-05-14 2022-02-09 鹿島建設株式会社 Ground improvement structure and excavation method

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