JP2003286720A - Settlement inhibiting structure, method for constructing it and settlement inhibiting pile - Google Patents

Settlement inhibiting structure, method for constructing it and settlement inhibiting pile

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Publication number
JP2003286720A
JP2003286720A JP2002089701A JP2002089701A JP2003286720A JP 2003286720 A JP2003286720 A JP 2003286720A JP 2002089701 A JP2002089701 A JP 2002089701A JP 2002089701 A JP2002089701 A JP 2002089701A JP 2003286720 A JP2003286720 A JP 2003286720A
Authority
JP
Japan
Prior art keywords
pile
suppressing
ground
subsidence
settlement
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
Application number
JP2002089701A
Other languages
Japanese (ja)
Other versions
JP4029191B2 (en
Inventor
Yoshinobu Kitani
好伸 木谷
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Mitani Sekisan Co Ltd
Original Assignee
Mitani Sekisan Co Ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Mitani Sekisan Co Ltd filed Critical Mitani Sekisan Co Ltd
Priority to JP2002089701A priority Critical patent/JP4029191B2/en
Publication of JP2003286720A publication Critical patent/JP2003286720A/en
Application granted granted Critical
Publication of JP4029191B2 publication Critical patent/JP4029191B2/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Abstract

<P>PROBLEM TO BE SOLVED: To increase the adhesive areas of a settlement inhibiting pile and a foundation base, to sufficiently transmit working stress to the settlement inhibiting pile and to prevent the differential settlement of an upper structure. <P>SOLUTION: The settlement inhibiting pile 17 has a ring-shaped projecting section 5 at an upper end section and a front-end metal fitting 9 at a lower end (e). Slurry is discharged by an agitating excavating rod 45, and a soil to be improved is agitated and mixed (a). A soil improvement body (a layer) 44 is formed (b). The settlement inhibiting pile 17 is rotated before the soil improvement body 44 is solidified, and the settlement inhibiting pile 17 is penetrated, excavating soil by the front-end metal fitting 9 (c) and (d), and soil up to present soil in a lower section from the soil improvement body 44 is penetrated (e). When the soil improvement body 44 is solidified under the state in which the ring-shaped projecting section 5 of the pile 17 is positioned in the soil improvement body 44, the upper section of the pile 17 and the soil improvement body 44 are unified. A reinforcement 38 is fixed at the upper end 18 of the pile 17 (f), the foundation base 40 is land-formed on the body 44, and a settlement inhibiting structure 46 is constituted (g). <P>COPYRIGHT: (C)2004,JPO

Description

【発明の詳細な説明】Detailed Description of the Invention

【0001】[0001]

【発明の属する技術分野】この発明は、建築又は土木構
造物の不同沈下を防止する沈下抑制構造体及びその施工
方法並びに沈下抑制杭に関する。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a settlement suppressing structure for preventing uneven settlement of a building or civil engineering structure, a construction method thereof, and a settlement suppressing pile.

【0002】[0002]

【従来の技術】地上建造物の直下に構築して、地上建造
物を支える基礎形式として、一般的に直接基礎、杭基
礎、ケーソン基礎、地盤改良等が挙げられる。
2. Description of the Related Art Generally, direct foundations, pile foundations, caisson foundations, ground improvement, and the like are examples of foundation types that are constructed immediately below ground-based constructions and support the above-ground constructions.

【0003】この中の直接基礎は、フーチングにより上
部構造からの荷重を地盤に伝えるフーチング基礎と、上
部構造からの荷重を単一の基礎スラブ又は格子梁と基礎
スラブで地盤に伝えるべた基礎に分類される。
The direct foundation among them is classified into a footing foundation for transmitting the load from the superstructure to the ground by footing, and a foundation for transmitting the load from the superstructure to the ground by a single foundation slab or lattice beam and foundation slab. To be done.

【0004】直接基礎は、基礎の底面で、鉛直力、水平
力及びモーメントに抵抗することから、上部構造からの
荷重に対して、地盤強度が十分であるような場合に選択
される。また、地盤に充分な強度が無い場合、構造造物
の規模に拘わらず、軟弱な地盤を掘り下げて地盤強度の
大きい地盤に支持させることがある。
The direct foundation is selected when the ground strength is sufficient for the load from the superstructure because it resists vertical forces, horizontal forces and moments at the bottom of the foundation. Further, when the ground does not have sufficient strength, the soft ground may be dug down and supported by the ground having high ground strength regardless of the scale of the structural structure.

【0005】[0005]

【発明が解決しようとする課題】一般的に、直接基礎は
他の基礎形式に比較して工費が安く済むが、地盤上層に
強度の大きい地盤が存在することが少ないため、地盤上
層を地盤改良した後に直接基礎を設ける場合が多い。
Generally, the direct foundation is cheaper in construction cost than other foundation types, but since there is less ground having high strength in the upper layer of the ground, the upper layer of the ground is improved. In many cases, the foundation is set up directly after doing.

【0006】また、基礎形式を直接基礎とした場合、上
部構造物の面積範囲内で、例えば両側部での深度方向の
地層の種類、厚さ、性状(含水比等)などが異なる場合
が多いため、将来において不同沈下発生の恐れがある。
In addition, when the foundation type is used as a direct foundation, the type, thickness, properties (water content ratio, etc.) of the strata in the depth direction on both sides are often different within the area of the upper structure. Therefore, there is a risk of unequal settlement in the future.

【0007】このため、工費が嵩んでも直接基礎に代わ
り、杭基礎等の他の基礎形式とすることが多かった。
Therefore, even if the construction cost is high, the foundation is often replaced with another foundation type such as a pile foundation.

【0008】また、直接基礎を用いた場合でも、不同沈
下を防止するための手段として、直接基礎と杭基礎を併
用した、いわゆるパイルド・ラフト基礎がある。
Even when the direct foundation is used, as a means for preventing the differential settlement, there is a so-called piled raft foundation, which is a combination of the direct foundation and the pile foundation.

【0009】このパイルド・ラフト基礎は、直接基礎の
底面での支持力と、杭基礎での支持力とを異なる基礎形
式を併用し、どの平面位置においても異なる基礎形式を
均一に配置し、両基礎で上部構造を支持するものであ
る。
In this piled raft foundation, different foundation types are used in combination for the supporting force directly on the bottom surface of the foundation and the supporting force on the pile foundation, and different foundation types are uniformly arranged at any plane position. The foundation supports the superstructure.

【0010】本発明は、このパイルド・ラフト基礎に鑑
み、杭の上端部に、1つ又は複数の突起部、及び/又は
拡頭部を形成した沈下抑制杭を用い、基礎ベース(フー
チング、べた基礎)内、又は基礎ベース下部の地盤改良
体内に、上端部の突起部及び/又は杭頭部を介在させ
て、基礎ベースを支持し、基礎ベースしいては上部構造
物の不同沈下を防止したものである。
In view of this piled raft foundation, the present invention uses a subsidence suppressing pile having one or a plurality of protrusions and / or an expanded head portion at the upper end of the pile to form a foundation base (footing, solid foundation). ), Or inside the ground improvement body below the foundation base, with the protrusion of the upper end and / or the pile head intervening to support the foundation base and prevent uneven settlement of the foundation base or upper structure. Is.

【0011】[0011]

【課題を解決するための手段】然るにこの発明では、埋
設した沈下抑制杭と一体に、上部構造を支持する基礎ベ
ースを構築するので、前記問題点を解決した。
However, in the present invention, the above-mentioned problems are solved because the foundation base for supporting the upper structure is constructed integrally with the buried settlement suppressing pile.

【0012】即ちこの発明は、地上構造物の直下に形成
する基礎ベースと該地上構造物を支持する沈下抑制杭と
で形成される構造体であって、前記沈下抑制杭は、少な
くとも上端部に1つ又は複数の突起部、及び/又は拡頭
部を形成してなり、前記沈下抑制杭の前記突起部の少な
くとも1つ、及び/又は拡頭部を、前記基礎ベース内に
埋設したことを特徴とする沈下抑制構造体である。
That is, the present invention is a structure comprising a foundation base formed immediately below a ground structure and a subsidence suppressing pile supporting the aboveground structure, wherein the subsidence suppressing pile is at least at an upper end portion. One or a plurality of protrusions and / or a head portion is formed, and at least one of the protrusion portion and / or the head portion of the sinking suppression pile is embedded in the foundation base. It is a settlement suppressing structure.

【0013】また、他の発明は、地上構造物の直下に形
成する基礎ベースと該地上構造物を支持する沈下抑制杭
とで形成される構造体であって、地盤の上層に形成した
地盤改良体の上部に前記基礎ベースを形成し、前記沈下
抑制杭は、少なくとも上端部に1つ又は複数の突起部、
及び/又は拡頭部を形成してなり、前記沈下抑制杭の前
記突起部の少なくとも1つ及び/又は拡頭部を、前記地
盤改良体内に埋設したことを特徴とする沈下抑制構造体
である。
Another aspect of the present invention is a structure comprising a foundation base formed immediately below a ground structure and a subsidence suppressing pile supporting the ground structure, the ground improvement being formed in an upper layer of the ground. The foundation base is formed on the upper part of the body, and the sinking suppression pile has at least one or more protrusions at the upper end.
And / or an expanded head is formed, and at least one of the protrusions and / or an expanded head of the subsidence suppressing pile is embedded in the ground improvement body.

【0014】また、前記において、複数本の沈下抑制杭
を使用し、前記隣接する沈下抑制杭を、少なくとも2本
ずつ固定具で結合したことを特徴とする沈下抑制構造体
である。また、沈下抑制杭と併用して、地盤下部の支持
地盤まで埋設される支持杭とを埋設して、該支持杭の杭
頭部を基礎ベースを介して地上構造物に接合したこと特
徴とする沈下抑制構造体である。
Further, in the above, the settlement suppressing structure is characterized in that a plurality of settlement suppressing piles are used, and at least two adjacent settlement suppressing piles are connected by a fixture. Further, it is characterized in that, together with the subsidence suppressing pile, a supporting pile that is buried up to the supporting ground at the lower part of the ground is buried, and the pile head of the supporting pile is joined to the above-ground structure through the foundation base. It is a settlement suppression structure.

【0015】また、構築方法の発明は、以下の工程によ
り構築することを特徴とする沈下抑制構造体の構築方法
である。 (1) 沈下抑制杭を、少なくとも上端部に1つ又は複数の
突起部、及び/又は拡頭部を形成して構成する。 (2) 前記沈下抑制杭を、上端部を地盤上に露出するよう
に、地盤中に埋設する。 (3) 前記沈下抑制杭の上端部に、硬化性材料により基礎
ベースを構築し、前記沈下抑制杭の前記突起部の少なく
とも1つ、及び/又は拡頭部を、前記基礎ベース内に埋
設して、沈下抑制構造体を構築する。
The invention of a construction method is a method for constructing a settlement suppressing structure, characterized in that the construction is carried out by the following steps. (1) The subsidence suppressing pile is formed by forming at least one upper end portion with one or a plurality of protrusions and / or an enlarged head. (2) The settlement suppressing pile is embedded in the ground so that the upper end of the pile is exposed above the ground. (3) At the upper end of the subsidence suppressing pile, a foundation base is constructed with a curable material, and at least one of the protrusions of the subsidence suppressing pile and / or an expanded head is embedded in the foundation base. , Construct a settlement control structure.

【0016】また、前記において、沈下抑制杭の上端部
の地盤上への露出は、予め上端部が露出するように埋設
し、あるいは、地盤内に埋設した沈下抑制杭の上端部
を、周辺地盤を根切りすることにより露出することを特
徴とする沈下抑制構造体の構築方法である。
Further, in the above, the upper end of the subsidence suppressing pile is exposed to the ground by pre-embedding so that the upper end is exposed, or the upper end of the subsidence suppressing pile buried in the ground is replaced by the surrounding ground. The method for constructing a subsidence suppressing structure is characterized by exposing by cutting roots.

【0017】また、他の構築方法の発明は、以下の工程
により構築することを特徴とする沈下抑制構造体の構築
方法である。 (1) 沈下抑制杭を、少なくとも上端部に1つ又は複数の
突起部、及び/又は拡頭部を形成して構成する。 (2) 地盤上層に、所定深さの地盤改良体を構築する。 (3) 前記沈下抑制杭を、前記地盤改良体を貫通して地盤
内に埋設し、記沈下抑制杭の上端部で、前記突起部の少
なくとも1つ、及び/又は拡頭部を、前記地盤改良体内
に位置させる。 (3) 前記地盤改良体の上方に、基礎ベースを構築し、基
礎ベース、地盤改良体、前記沈下抑制杭の上端部を一体
化して、沈下抑制構造体を構築する。
The invention of another construction method is a construction method of a settlement suppressing structure, characterized in that the construction is carried out by the following steps. (1) The subsidence suppressing pile is formed by forming at least one upper end portion with one or a plurality of protrusions and / or an enlarged head. (2) Build a ground improvement body with a predetermined depth in the upper layer of the ground. (3) The subsidence suppressing pile is embedded in the ground by penetrating the ground improvement body, and at least one of the protrusions and / or the head portion is formed at the upper end of the subsidence suppressing pile to improve the ground. Located in the body. (3) A foundation base is constructed above the ground improvement body, and the foundation base, the soil improvement body, and the upper ends of the settlement suppression piles are integrated to construct a settlement suppression structure.

【0018】また、他の構築方法の発明は、以下の工程
により構築することを特徴とする沈下抑制構造体の構築
方法である。 (1) 沈下抑制杭を、少なくとも上端部に1つ又は複数の
突起部、及び/又は拡頭部を形成して構成する。 (2) 地盤内に、前記沈下抑制杭を埋設し、前記沈下抑制
杭の上端部を予め露出し、あるいは埋設後に周辺地盤を
根切りして露出する。 (3) 地盤上に地盤改良体を形成し、前記沈下抑制杭の上
端部で露出した、前記突起部の少なくとも1つ、及び/
又は拡頭部を、埋設するように、地盤改良体を構築す
る。 (4) 前記地盤改良体の上方に、基礎ベースを構築し、基
礎ベース、地盤改良体、前記沈下抑制杭の上端部を一体
化して、沈下抑制構造体を構築する。
Further, the invention of another construction method is a construction method of a settlement suppressing structure characterized by being constructed by the following steps. (1) The subsidence suppressing pile is formed by forming at least one upper end portion with one or a plurality of protrusions and / or an enlarged head. (2) The subsidence suppressing pile is buried in the ground, and the upper end portion of the subsidence suppressing pile is exposed in advance, or the surrounding ground is cut off and exposed after being buried. (3) At least one of the protrusions, which is formed by forming a ground improvement body on the ground and is exposed at the upper end portion of the settlement suppressing pile, and / or
Alternatively, the ground improvement body is constructed so as to bury the expanded head. (4) A foundation base is constructed above the ground improvement body, and the foundation base, the soil improvement body, and the upper ends of the settlement suppression piles are integrated to construct a settlement suppression structure.

【0019】また、前記において、並列した複数本の沈
下抑制杭を、予め固定具で連結し、連結した沈下抑制杭
をまとめて同時に埋設することを特徴とする沈下抑制構
造体の構築方法である。また、複数本の独立した沈下抑
制杭又は複数本の連結した沈下抑制杭を埋設した後、並
列した複数本の沈下抑制杭を固定具で連結することを特
徴とする沈下抑制構造体の構築方法である。
Further, in the above, the method for constructing a subsidence suppressing structure is characterized in that a plurality of juxtaposed subsidence suppressing piles are connected in advance by a fixture, and the connected subsidence suppressing piles are collectively buried at the same time. . In addition, after burying a plurality of independent subsidence suppressing piles or a plurality of connected subsidence suppressing piles, a method of constructing a subsidence suppressing structure characterized by connecting a plurality of parallel settlement suppressing piles with a fixture. Is.

【0020】また、沈下抑制杭の発明は、杭本体の上端
部であって、基礎ベース又は地盤改良体内に埋設される
部分に、1つ又は複数の突起部、及び/又は拡頭部を形
成したことを特徴とする沈下抑制杭である。
In addition, the invention of the settlement suppressing pile is such that one or a plurality of protrusions and / or a head portion is formed in the upper end portion of the pile body, which is embedded in the foundation base or the ground improvement body. It is a settlement suppression pile characterized by the above.

【0021】また、前記において、杭本体の下端部に、
軸の周りに回転することにより、地盤の掘削ができる先
端金具を取り付けて構成したことを特徴とする沈下抑制
杭である。更に、先端金具は、杭本体の軸部径以上の大
きさに形成したことを特徴とする沈下抑制杭である。
In addition, in the above, at the lower end of the pile body,
A subsidence prevention pile characterized by being configured by attaching a tip fitting capable of excavating the ground by rotating around an axis. Further, the tip fitting is a subsidence prevention pile characterized by being formed to have a size equal to or larger than the diameter of the shaft portion of the pile body.

【0022】前記における固化性材料とは、一般にはセ
メント系の材料を使用するが任意である。
As the solidifying material mentioned above, a cement-based material is generally used, but it is optional.

【0023】前記における沈下抑制杭の並列は、直線上
に並列する場合の外、平面視で三角形や四角形など多角
形の頂点や対角線上に配置した場合なども含む。
The parallel arrangement of the subsidence suppressing piles includes not only the case where they are arranged on a straight line but also the case where they are arranged on the apexes or diagonals of a polygon such as a triangle or a quadrangle in plan view.

【0024】[0024]

【発明の実施の形態】杭本体(外径D)1の上端部で
あって、基礎ベース又は地盤改良体内に埋設される部分
に、2つの環状突起部(外径D)5、5を形成して、
この発明の沈下抑制杭7を構成する(図1(a))。こ
の場合、環状突起部5は少なくとも1つ形成すればよい
(図1(b))。また、環状の突起部としたが、環状と
せずとも、杭本体(軸部)より突出していれば、その形
状は問わない(いずれも図示していない)。
BEST MODE FOR CARRYING OUT THE INVENTION Two annular protrusions (outer diameter D 1 ) 5 and 5 are provided at the upper end of the pile main body (outer diameter D 0 ) 1, which is embedded in the foundation base or ground improvement body. To form
The subsidence suppressing pile 7 of the present invention is configured (FIG. 1 (a)). In this case, at least one annular protrusion 5 may be formed (FIG. 1 (b)). Further, although it is an annular protrusion, the shape does not matter as long as it protrudes from the pile main body (shaft portion) without forming an annular shape (neither is shown).

【0025】また、環状突起部5を上端部のみならず、
下端部にも形成することもできる(図1(b))。ま
た、上端部を含めて、杭本体1の全長に適宜間隔毎に形
成することもできる(図示していない)。
In addition to the upper end portion of the annular protrusion 5,
It can also be formed at the lower end (FIG. 1 (b)). Moreover, it is also possible to form the entire length of the pile main body 1 including the upper end portion at appropriate intervals (not shown).

【0026】また、杭本体(外径D)1の上端部であ
って、基礎ベース又は地盤改良体内に埋設される部分
に、軸径を大径(外径D。D<D)となる杭頭部
(上端から長さL)3を形成して、この発明の沈下抑
制杭7を構成する(図1(c))。更に、杭本体1の中
間部及び下端部に、環状突起部(外径D)5、5を形
成することもできる(図1(e))。
Further, in the upper end portion of the pile main body (outer diameter D 0 ) 1 which is embedded in the foundation base or the ground improvement body, a large shaft diameter (outer diameter D 1 .D 0 <D 1 ) Is formed to form the pile head (length L 4 from the upper end) 3 to configure the settlement suppressing pile 7 of the present invention (FIG. 1 (c)). Furthermore, annular protrusions (outer diameter D 1 ) 5 and 5 can be formed in the middle and lower ends of the pile body 1 (FIG. 1 (e)).

【0027】図1(b)(e)のように、杭上部以外に
も突起部を設ければ、下方への支圧力だけでなく、地盤
アンカーとして引抜き方向、即ち上方への支圧力も増大
する。
As shown in FIGS. 1 (b) and 1 (e), if a protrusion is provided in addition to the pile upper portion, not only the downward pressure but also the pulling direction of the ground anchor, that is, the upward pressure is increased. To do.

【0028】また、杭本体(外径D)1に、下部軸部
より小径(D。D<D)の上部軸部4を形成し、
杭本体1と上部軸部4との境界部分、と上部軸部4に、
杭本体1より大径の環状突起部(外径D。D<D
<D)5、5を形成して、この発明の沈下抑制杭を構
成する(図1(d))。この場合、大径に形成した杭本
体(下部軸部)1により基礎ベース又は地盤改良体より
下方の地盤との付着面積を大きくすることができるた
め、摩擦支持力が向上する。
Further, an upper shaft portion 4 having a smaller diameter (D 2 .D 2 <D 0 ) than the lower shaft portion is formed on the pile body (outer diameter D 0 ) 1,
In the boundary portion between the pile body 1 and the upper shaft portion 4, and the upper shaft portion 4,
An annular protrusion having a larger diameter than the pile body 1 (outer diameter D 1 .D 2 <D 0
<D 1 ) 5 and 5 are formed to configure the settlement suppressing pile of the present invention (FIG. 1 (d)). In this case, since the pile main body (lower shaft portion) 1 formed to have a large diameter can increase the adhesion area with the foundation base or the ground below the ground improvement body, the friction supporting force is improved.

【0029】また、杭本体(外径D)1の上端部であ
って、基礎ベース又は地盤改良体内に埋設される部分
に、杭本体1より大径の軸径となる杭頭部3を形成して
(図1(c))、更に拡頭部3に環状突起部(外径
。D<D<D)5、5を2つ形成して、この
発明の沈下抑制杭7を構成することもできる(図1
(f))。この場合には、、水平耐力の向上、基礎ベー
ス、及び/又は地盤改良体との付着面積の増大を図るこ
ともできる。
A pile head 3 having a shaft diameter larger than that of the pile body 1 is provided at the upper end of the pile body (outer diameter D 0 ) 1 which is embedded in the foundation base or the ground improvement body. (FIG. 1 (c)), two annular protrusions (outer diameter D 3 .D 0 <D 1 <D 3 ) 5 and 5 are further formed on the expansion head 3, and the settlement suppressing pile of the present invention is formed. 7 can also be configured (FIG. 1
(F)). In this case, it is also possible to improve the horizontal yield strength and increase the adhesion area with the foundation base and / or the ground improvement body.

【0030】[0030]

【実施例1】図1〜5に基づきこの発明の沈下抑制杭の
実施例を説明する。
[Embodiment 1] An embodiment of the settlement suppressing pile of the present invention will be described with reference to FIGS.

【0031】(1) 沈下抑制杭7は、PC鋼棒等の軸
鉄筋、螺旋状鉄筋及び杭両端面に継手金具が取付けられ
た鉄筋篭を型枠内に設置し、コンクリートを投入してプ
レストレスを導入し、遠心成形により、杭本体1と環状
突起部5、5とを一体に製造する。脱型した後、所定期
間養生後、沈下抑制杭7を完成する。
(1) For the subsidence prevention pile 7, an axial reinforcing bar such as a PC steel rod, a spiral reinforcing bar, and a reinforcing bar cage having joint fittings attached to both end surfaces of the pile are installed in a formwork, and concrete is thrown in to the precast concrete pile. The pile main body 1 and the annular protrusions 5 and 5 are integrally manufactured by introducing stress and performing centrifugal molding. After demolding, after curing for a predetermined period of time, the settlement suppressing pile 7 is completed.

【0032】沈下抑制杭7は、杭本体(外径D)1の
上端部であって、基礎ベース又は地盤改良体内に埋設さ
れる部分に、2つの環状突起部(外径D)5、5を形
成してある(図1(a))。沈下抑制杭7をコンクリー
ト製とする場合には、例えば、下記の寸法で、形成す
る。
The subsidence suppressing pile 7 is an upper end portion of the pile main body (outer diameter D 0 ) 1 and is provided with two annular protrusions (outer diameter D 1 ) 5 at a portion embedded in the foundation base or the ground improvement body. 5 are formed (FIG. 1 (a)). When the settlement suppressing pile 7 is made of concrete, it is formed with the following dimensions, for example.

【0033】 [0033]

【0034】(2) また、コンクリート製で、杭本体
1の上部に拡頭部3を形成する沈下抑制杭7の場合には
(図1(c))、例えば、下記の寸法で形成する。
(2) Further, in the case of the settlement suppressing pile 7 which is made of concrete and has the expanded head 3 formed on the upper portion of the pile body 1 (FIG. 1 (c)), it is formed with the following dimensions, for example.

【0035】 [0035]

【0036】(3) 上記のようにして形成した沈下抑
制杭7の下端部に、沈下抑制杭を地盤に埋設するための
先端金具9を、更に取付けて、沈下抑制杭を構成するこ
ともできる(図3)。先端金具9は、例えば、杭本体の
下端板14に逆円錐状の基部10に、棒状の掘削突条1
1、11を固定して形成する(図3(a))。また、2
分割したリング板12、12を捻って、端縁13、13
を上下にずらした状態で、下端板14の外周に固定する
こともできる(同(b))。
(3) The subsidence suppressing pile can be constructed by further attaching a tip fitting 9 for burying the subsidence suppressing pile to the ground at the lower end of the subsidence suppressing pile 7 formed as described above. (Figure 3). The tip fitting 9 includes, for example, a bottom plate 14 of the pile main body, a base 10 having an inverted conical shape, and a bar-shaped excavating ridge 1.
1 and 11 are fixed and formed (FIG. 3A). Also, 2
Twist the divided ring plates 12, 12 to obtain the end edges 13, 13.
It can also be fixed to the outer periphery of the lower end plate 14 in a state of being vertically displaced (the same (b)).

【0037】杭本体1の上端部に3つの環状突起部5、
5を形成すると共に、下端板14にリング板12、12
からなる先端金具9を固定して、沈下抑制杭17を構成
する(同(c))。
At the upper end of the pile body 1, three annular protrusions 5,
5 is formed, and the ring plates 12, 12 are attached to the lower end plate 14.
The tip-end fitting 9 made of is fixed to form the subsidence suppressing pile 17 (the same (c)).

【0038】また、先端金具9は、掘削刃を有するもの
や、螺旋状、翼状、矩形状等、またそれらを組合わせた
ものを取付けることができ、沈下抑制杭17を回転埋設
させることができる。先端金具9の外径を杭軸部径より
も大径とした場合には、先端金具からの支圧力(圧縮
側、引張側共に)を増大させることができる。
Further, the tip fitting 9 can be attached with one having an excavating blade, a spiral shape, a wing shape, a rectangular shape, or a combination thereof, and the subsidence suppressing pile 17 can be rotationally buried. . When the outer diameter of the tip fitting 9 is larger than the pile shaft diameter, the bearing pressure (both the compression side and the tension side) from the tip fitting can be increased.

【0039】先端金具9を用いて、直接に沈下抑制杭1
7を埋設することによって、杭穴掘削時の掘削土を杭穴
壁に押圧しながら埋設できるため、地上に排出される掘
削残土を極力抑えることができ、環境上好ましい。
Using the tip fitting 9, the subsidence prevention pile 1 is directly
By embedding No. 7, the excavated soil at the time of excavating the pile hole can be embedded while pressing it against the wall of the pile hole, so the excavated soil discharged to the ground can be suppressed as much as possible, which is environmentally preferable.

【0040】(4)他の実施例(4) Other embodiments

【0041】前記実施例において、突起部は遠心成形用
の型枠で、杭本体部と一体に形成したが、円筒状の杭本
体1を形成した後に2つ割り状のリング片19、19を
互いにボルト等で締付けて突起部5を形成することもで
きる(図5(a))。この場合には、構築現場で、求め
る付着力等からリング片19の大きさ(外径・高さ)、
位置、数量等を任意に設定できる。
In the above-mentioned embodiment, the projection is a mold for centrifugal molding and is formed integrally with the pile main body. However, after the cylindrical pile main body 1 is formed, the split ring pieces 19, 19 are formed. The protrusions 5 can also be formed by tightening each other with bolts or the like (FIG. 5A). In this case, the size (outer diameter / height) of the ring piece 19 should be determined from the required adhesion force at the construction site.
Position, quantity, etc. can be set arbitrarily.

【0042】また、リング片19、19を使用する場
合、リング片19の下面に大径部20を形成することも
でき(同(b))、また、リング片19の外周面に突部
21を、21形成することもでき(同(c))、これら
の場合には、引抜力や付着力を増加させることができ
る。
When the ring pieces 19, 19 are used, the large diameter portion 20 can be formed on the lower surface of the ring piece 19 (the same (b)), and the protrusion 21 is formed on the outer peripheral surface of the ring piece 19. 21 can be formed (the same (c)), and in these cases, the pulling force and the adhesive force can be increased.

【0043】また、前記実施例において、環状突起部5
は、上端部6a及び下端部6bを徐々に縮径して、上下
端では杭本体部と同一径に形成したが(図1(a))、
環状突起5の上端部6aのみに縮径部を形成し下端部6
bをフラット面とし(図4(a)、あるいは下端部6に
のみ縮径部を形成し、上端部をフラット面とすることも
できる(図4(b))、あるいは上下端両方の縮径部を
形成しないでフラット面とすることもできる(図示して
いない)。即ち、このような場合には、環状突起部5の
径を杭の長さ方向で変化させることができ、例えば埋設
予定の杭中間部の地層が比較的地盤強度を有するような
場合には、該地層に位置する環状突起部6の外径を大き
くして周辺地盤への支圧力を増大させることができる。
Further, in the above embodiment, the annular projection 5
The diameter of the upper end portion 6a and the lower end portion 6b was gradually reduced to form the same diameter as the pile main body portion at the upper and lower ends (Fig. 1 (a)).
A reduced diameter portion is formed only on the upper end portion 6a of the annular projection 5, and the lower end portion 6 is formed.
b may be a flat surface (FIG. 4 (a)), or a reduced diameter portion may be formed only on the lower end portion 6 and the upper end portion may be a flat surface (FIG. 4 (b)), or both the upper and lower ends may be reduced in diameter. It is also possible to form a flat surface without forming a portion (not shown), that is, in such a case, the diameter of the annular protrusion 5 can be changed in the length direction of the pile, for example, to be buried. When the stratum in the middle portion of the pile has relatively strong ground strength, the outer diameter of the annular projection 6 located in the stratum can be increased to increase the bearing pressure to the surrounding ground.

【0044】また、環状突起部5の杭の長さ方向の長さ
を、長く(環状突起部5の外径程度)形成し(図4
(c))、あるいは短く形成する(図示していない)等
変化させることもできる。
Further, the length L 5 of the annular protrusion 5 in the length direction of the pile is made long (about the outer diameter of the annular protrusion 5) (see FIG. 4).
(C)), or it may be formed in a short form (not shown).

【0045】また、前記実施例において、環状突起部5
の平面形状は円状としたが、六角状とすることもできる
(図4(d))。
Further, in the above embodiment, the annular protrusion 5
Although the planar shape of is circular, it may be hexagonal (FIG. 4D).

【0046】また、前記実施例において、突起部の形状
を環状としたが、他の形状、例えば、凹凸状、螺旋状、
矩形状等種々のものを適用できる(図示していない)。
Further, in the above-mentioned embodiment, the shape of the protrusions is annular, but other shapes, for example, uneven shape, spiral shape,
Various shapes such as a rectangular shape can be applied (not shown).

【0047】前記実施例において、沈下抑制杭の下端面
の中空部は、開放型としたが、閉塞型とすることもでき
る(図示していない)。
In the above embodiment, the hollow portion of the lower end surface of the subsidence prevention pile is open type, but it may be closed type (not shown).

【0048】また、前記実施例において、沈下抑制杭
7、17として、コンクリート杭を使用したが、杭本体
1として鋼管杭、SC杭(外殻鋼管付きコンクリート
杭)やH型鋼を用いる場合でも同様に適用できる(図
2)。即ち、鋼管からなる杭本体1の上端部外周に、棒
状の材料を環状に巻き付けて所定間隔で溶接して環状突
起部5、5として、沈下抑制杭23とすることもできる
(図2(c))。この場合、棒状の材料を螺旋条に配置
して突起部とすることもできる(図示していない)。ま
た、2分割したリング板12、12を捻って、端縁1
3、13を上下にずらした状態とした先端金具9を、鋼
管からなる杭本体1の下端部に溶接固定すると共に、同
様の先端金具9と同様のリンク板12、12を環状突起
部5として、上端部に溶接固定して、沈下抑制杭23と
することもできる(図2(c))。また、2分割したリ
ング板12、12を捻って、端縁13、13を上下にず
らした状態とした先端金具9を、環状突起部5、5とし
て、鋼管からなる杭本体1の上端部に2つ溶接固定し
て、沈下抑制杭22とすることもできる(図2
(b))。
Although concrete piles are used as the subsidence restraint piles 7 and 17 in the above-mentioned embodiments, the same applies when steel piles, SC piles (concrete piles with outer shell steel pipes) or H-shaped steel are used as the pile body 1. (Fig. 2). That is, a rod-shaped material may be annularly wound around the outer periphery of the upper end of the pile body 1 made of steel pipe and welded at predetermined intervals to form the annular protrusions 5 and 5 to form the subsidence suppressing pile 23 (Fig. 2 (c )). In this case, a rod-shaped material may be arranged in a spiral strip to form a protrusion (not shown). In addition, the ring plates 12, 12 divided into two are twisted to form the edge 1
The tip fitting 9 in which 3 and 13 are vertically displaced is welded and fixed to the lower end of the pile body 1 made of steel pipe, and the same link plates 12 and 12 as the tip fitting 9 are used as the annular projection 5. It is also possible to weld and fix it to the upper end portion to form the settlement suppressing pile 23 (FIG. 2 (c)). Further, the tip fitting 9 in which the ring plates 12 and 12 divided into two are twisted so that the end edges 13 and 13 are vertically displaced is used as the annular protrusions 5 and 5 on the upper end of the pile main body 1 made of steel pipe. It is also possible to weld and fix two to form the subsidence suppressing pile 22 (Fig. 2).
(B)).

【0049】また、前記各場合で、鋼管の内面に突起部
を形成することもできる(図示していない)。鋼管から
なる杭本体1の内部をリブ付きとした場合には、基礎ベ
ースや地盤改良体との付着を増加させることができる。
In each of the above cases, it is also possible to form a protrusion on the inner surface of the steel pipe (not shown). When the inside of the pile main body 1 made of steel pipe is provided with ribs, it is possible to increase the adhesion to the foundation base or the ground improvement body.

【0050】また、杭本体1としてH型鋼を使用し、フ
ランジ24、24の外面に、横方向の鋼材を溶接固定し
て、突起部5、5を形成して、沈下抑制杭23とするこ
ともできる(図2(d))。この場合、フランジ24の
外面が効果的であるが、フランジ24の外面と共に又は
フランジ24の外面に代えて、フランジ24の内面又は
ウエブ25の外面に同様に突起部を形成することもでき
る(図示していない)。
Further, H-shaped steel is used as the pile main body 1, and lateral steel materials are welded and fixed to the outer surfaces of the flanges 24, 24 to form the projections 5 and 5 to form the subsidence suppressing pile 23. It is also possible (Fig. 2 (d)). In this case, the outer surface of the flange 24 is effective, but it is also possible to form protrusions on the inner surface of the flange 24 or the outer surface of the web 25 in the same manner as or instead of the outer surface of the flange 24 (FIG. Not shown).

【0051】[0051]

【実施例2】次に、実施例1で説明した沈下抑制杭7を
使用した第1の施工方法及び構造体の実施例について説
明する。この実施例では、沈下抑制杭7の上部の環状突
起部5、5を基礎ベース内に位置させる。
[Embodiment 2] Next, an embodiment of the first construction method and structure using the settlement suppressing pile 7 described in Embodiment 1 will be described. In this embodiment, the annular protrusions 5, 5 on the upper part of the subsidence prevention pile 7 are located in the foundation base.

【0052】沈下抑制杭7を地盤中に埋設する方法とし
ては、従来のプレボーリング工法や中掘工法等種々のも
のを利用できるが、ここではセメントミルクを使用した
プレボーリング根固め工法に則して述べる。
As the method for burying the subsidence prevention pile 7 in the ground, various methods such as the conventional preboring method and the medium excavation method can be used. Here, the preboring method using cement milk is used for consolidation. To describe.

【0053】〔1〕実施例[1] Example

【0054】(1)本実施例で使用する掘削ロッド26
は、先端に掘削ヘッド27を有し、所定間隔毎に練付ド
ラム28、撹拌バー29を有する構成である(図6
(a)(b))。
(1) Drilling rod 26 used in this embodiment
Has an excavation head 27 at its tip, and a kneading drum 28 and a stirring bar 29 at predetermined intervals (FIG. 6).
(A) (b)).

【0055】本実施例で使用する沈下抑制杭7は、 とする(図1(a))。また、本実施例で形成した杭穴
31の寸法は、 とする。根固め部33については、拡大掘削を行って杭
穴拡底部として形成してもよい。
The subsidence suppressing pile 7 used in this embodiment is (FIG. 1A). Further, the dimensions of the pile holes 31 formed in this example are And The root consolidation portion 33 may be formed as a pile hole bottom expanding portion by expanding and excavating.

【0056】(2)掘削機のオーガーに接続した掘削ロ
ッド26を回転させて、掘削ヘッド27の先端から掘削
液(水等)を吐出しながら地盤を掘削して(図6
(a))、所定長さの杭穴31を形成する(図6
(b))。
(2) The excavating rod 26 connected to the auger of the excavator is rotated to excavate the excavating liquid (water or the like) from the tip of the excavating head 27 to excavate the ground (FIG. 6).
(A)), a pile hole 31 having a predetermined length is formed (Fig. 6).
(B)).

【0057】(3)杭穴31を形成した後、杭穴31の
下部に根固液として、セメントミルク(例えば固化強度
7.5N/mm程度)を充填して、杭穴31の下部に
介在する掘削土と置換して根固め液層34を形成する
(図6(c))。
(3) After the pile holes 31 are formed, cement milk (eg, solidifying strength of about 7.5 N / mm 2 ) is filled in the lower portions of the pile holes 31 as root-solidifying liquid, and the lower portions of the pile holes 31 are filled. It replaces the intervening excavated soil to form a rooting liquid layer 34 (FIG. 6 (c)).

【0058】根固め液層34の上部に杭周固定液とし
て、セメントミルク(例えば固化強度7.5 N/mm
程度)を注入して、撹拌バー29等で掘削土と撹捗混
合し、ほぼ杭穴口付近までソイルセメントからなる杭周
固定液層35(例えば固化強度0.5 N/mm
度)を形成する(図6(d))。
Cement milk (for example, solidification strength 7.5 N / mm) is used as a pile circumference fixing liquid on the upper part of the root hardening liquid layer 34.
2 ) is poured and mixed with the excavated soil with a stirring bar 29 or the like to form a pile circumference fixing liquid layer 35 (for example, solidification strength of about 0.5 N / mm 2 ) made of soil cement up to the vicinity of the pile hole mouth. Formed (FIG. 6D).

【0059】(4)掘削機のオーガーから掘削ロッド2
6を取り外し、杭保持キャップ37を取り付けて、杭保
持キャップ37に沈下抑制杭7を保持する。上記のよう
にして根固液及び杭周固定液が充填された杭穴31の上
方から杭穴31内に、沈下抑制杭7を挿入する(図6
(d))。尚、挿入に際しては、沈下抑制杭7を圧入し
て所定位置に設置するが、必要とあれば沈下抑制杭7を
回転して設置する。
(4) Drilling rod 2 from auger of excavator
6 is removed, the pile holding cap 37 is attached, and the subsidence suppressing pile 7 is held by the pile holding cap 37. The subsidence prevention pile 7 is inserted into the pile hole 31 from above the pile hole 31 filled with the root solid solution and the pile circumference fixing liquid as described above (FIG. 6).
(D)). In addition, at the time of insertion, the subsidence suppressing pile 7 is press-fitted and installed at a predetermined position, but if necessary, the subsidence suppressing pile 7 is rotated and installed.

【0060】(5)杭先端8が杭穴下端面36から50
0mm上方に位置するところで、沈下抑制杭7を保持し
て、杭周固定液層などが固化発現後に、沈下抑制杭7か
ら杭保持キャップ37を取り外す。こうして沈下抑制杭
7の埋設が完了する(図6(f))。
(5) The tip 8 of the pile is 50 from the bottom surface 36 of the pile hole.
The subsidence suppressing pile 7 is held at a position located 0 mm above, and the pile holding cap 37 is removed from the subsidence suppressing pile 7 after the pile circumferential fixing liquid layer and the like have solidified. Thus, the burial of the subsidence prevention pile 7 is completed (FIG. 6 (f)).

【0061】(6)次に、根固め液層34及び杭周固定
液層35が固化後、根切りを行って杭頭部を露出させ
る。本実施例では最上部の環状突起部5aを基礎ベース
内(ここではべた基礎内)に位置させるため、地上から
1.5m根切りを行う。この場合、杭頭部が杭上端から
下方に約1m地盤上から露出することになる(図6
(f))。
(6) Next, after the root hardening liquid layer 34 and the pile circumference fixing liquid layer 35 are solidified, root cutting is performed to expose the pile head. In the present embodiment, the uppermost annular protrusion 5a is located inside the foundation base (here, inside the solid foundation), so root cutting is performed by 1.5 m from the ground. In this case, the pile head is exposed from the top of the pile downward for about 1 m from the ground (Fig. 6).
(F)).

【0062】(7)沈下抑制杭の露出した杭頭部の上面
又は側面に基礎ベース内に定着させるために異形鋼棒等
の鉄筋38を固定する(図6(g))。また、根切りし
た底に栗石や砕石等を敷設して均し層39を形成する。
尚、均し層39(栗石や砕石等)は省略することもでき
る(図示していない)。
(7) Reinforcing bars 38, such as deformed steel rods, are fixed to the upper surface or the side surface of the exposed pile head of the subsidence suppressing pile in order to fix it in the foundation base (FIG. 6 (g)). Moreover, a leveling layer 39 is formed by laying a crushed stone, a crushed stone, or the like on the bottom where the root is cut.
The leveling layer 39 (chest stone, crushed stone, etc.) can be omitted (not shown).

【0063】(8)続いて、基礎ベース形成用のコンク
リートを上部構造物の造成範囲内に流し込む。基礎ベー
ス40の厚さ(高さ)は約1.8mとし、沈下抑制杭7
の上端部が基礎ベース40内に位置し、上側の環状突起
部5が基礎ベース40の中央付近に埋設される。尚、沈
下抑制杭7の最上の環状突起部5aをさらに杭上端側に
形成すれば、基礎ベース40の厚さを薄くすることがで
きる。
(8) Then, the concrete for forming the base is poured into the construction range of the upper structure. The thickness (height) of the foundation base 40 is about 1.8 m, and the subsidence prevention pile 7
Is located in the base 40, and the upper annular protrusion 5 is embedded near the center of the base 40. If the uppermost annular projection 5a of the subsidence prevention pile 7 is further formed on the upper end side of the pile, the thickness of the foundation base 40 can be reduced.

【0064】以上のようにして、沈下抑制構造体42を
構築する(図6(h))。
The subsidence suppressing structure 42 is constructed as described above (FIG. 6 (h)).

【0065】〔2〕他の実施例[2] Other Embodiments

【0066】また、前記実施例において、根切りして、
沈下抑制杭7の上端部の環状突起部5、5を露出させた
が、予め、地盤面から突出する位置で、沈下抑制杭7を
埋設することもできる(図示していない)。
Further, in the above embodiment, root cutting is performed,
Although the annular projections 5 and 5 at the upper end of the subsidence suppressing pile 7 are exposed, the subsidence suppressing pile 7 can be embedded in advance at a position projecting from the ground surface (not shown).

【0067】また、前記実施例において、2つの環状突
起部5、5を有する沈下抑制杭を使用したが、前記実施
例1に記載の他の沈下抑制杭7、17、23を使用する
こともできる(図示していない)。
Further, although the subsidence suppressing piles having the two annular protrusions 5 and 5 are used in the above-mentioned embodiment, the other subsidence suppressing piles 7, 17 and 23 described in the above-mentioned Embodiment 1 may be used. Yes (not shown).

【0068】また、前記実施例では、プレボーリング工
法で、沈下抑制杭7を埋設したが、中堀工法による埋設
方法、回転貫入方法の他に、打撃方法や現場造成方法な
ど種々のものを適用できる(図示していない)。
Further, in the above-mentioned embodiment, the subsidence suppressing pile 7 is buried by the pre-boring method, but various methods such as a hitting method and an on-site construction method can be applied in addition to the embedding method and the rotary penetration method by the Nakabori method. (Not shown).

【0069】[0069]

【実施例3】図7に基づき、実施例1で説明した沈下抑
制杭を使用した第2の施工方法及び構造体について述べ
る。
[Embodiment 3] A second construction method and structure using the subsidence suppressing pile described in Embodiment 1 will be described with reference to FIG.

【0070】ここでは、予め基礎ベース40の下方の地
盤に地盤改良体44を形成し、その後に、沈下抑制杭
7、17等を埋設する方法である。
Here, the ground improving body 44 is formed in the ground below the foundation base 40 in advance, and then the subsidence prevention piles 7, 17 and the like are buried.

【0071】(1)本実施例で用いる沈下抑制杭17
は、上端部に3つの環状突起部5、5を形成し、下端に
先端金具9を取り付けて構成する(図3(c))。ここ
で使用する先端金具9は、杭軸部径よりも大径の外径を
有するリング板12(からなる螺旋状)のものを用い
(図3(b))、杭中空部は先端金具9によって閉塞さ
れている。
(1) Settling suppression pile 17 used in this embodiment
Is formed by forming three annular protrusions 5 and 5 at the upper end and attaching a tip fitting 9 to the lower end (FIG. 3 (c)). As the tip fitting 9 used here, a ring plate 12 (consisting of a spiral shape) having an outer diameter larger than the pile shaft diameter is used (FIG. 3 (b)), and the hollow tip of the pile is a tip fitting 9 Is blocked by.

【0072】ここで使用する沈下抑制杭17の寸法は、
以下のものを採用する。
The size of the subsidence suppressing pile 17 used here is
The following are adopted.

【0073】 の3箇所とする。[0073] There will be 3 places.

【0074】(2)先ず、基礎ベース(ここではフーチ
ング)40を造成する平面範囲、又は上部構造物造成の
平面範囲で、地盤改良を行う。
(2) First, the ground is improved in the plane range in which the foundation base (footing in this case) 40 is formed or in the plane range in which the upper structure is formed.

【0075】基礎ベース40造成範囲内の地盤を、撹拌
掘削ロッド45を有する施工機械によって、撹拌掘削ロ
ッド45の下端に取付けられた撹拌翼からスラリーを吐
出して、改良対象地盤を撹拌して混合する(図7
(a))。撹拌掘削ヘッドを地上に取り出せば、地上か
ら深さ約3mまで地盤改良が完了した地盤改良体(層)
44を形成する(図7(b))。
The ground within the foundation base 40 construction range is discharged from the stirring blade attached to the lower end of the stirring and excavating rod 45 by a construction machine having the stirring and excavating rod 45, and the ground to be improved is stirred and mixed. Yes (Fig. 7
(A)). Ground improvement body (layer) where ground improvement is completed up to a depth of about 3 m from the ground by removing the stirring excavation head to the ground
44 is formed (FIG. 7B).

【0076】(3)地盤改良体44を形成後、地盤改良
体44が固結する前に沈下抑制杭17を埋設する。即
ち、地盤改良体44の形成後、施工機械の撹拌掘削ロッ
ド45を杭保持キャップ37に取替え、先端金具9を取
付けた沈下抑制杭17を、杭保持キャップ37に保持す
る。
(3) After the ground improvement body 44 is formed, the subsidence suppressing pile 17 is buried before the ground improvement body 44 is solidified. That is, after the formation of the ground improvement body 44, the stirring excavation rod 45 of the construction machine is replaced with the pile holding cap 37, and the subsidence suppressing pile 17 to which the tip fitting 9 is attached is held by the pile holding cap 37.

【0077】沈下抑制杭17に回転を与え、下端部の先
端金具9で地盤を掘削しながら、沈下抑制杭17を地盤
中に貫入する。沈下抑制杭17は、先端が地盤改良体4
4内を貫通した後も、そのまま回転を与えた状態で、地
盤改良体44より下方の現地盤に貫入する(図7(c)
(d))。
The subsidence suppressing pile 17 is rotated, and the subsidence suppressing pile 17 is penetrated into the ground while excavating the ground with the tip fitting 9 at the lower end. The subsidence prevention pile 17 has a ground improvement body 4 at the tip.
After penetrating the inside of No. 4, it penetrates into the local ground below the ground improvement body 44 in the state where it is still rotated (Fig. 7 (c)).
(D)).

【0078】沈下抑制杭17の上端18が、地盤改良体
44の上面から約30cm程度突出した状態で、約3m
の厚さを有する地盤改良体44内に、沈下抑制杭17の
環状突起部5が3箇所位置している。この状態で、沈下
抑制杭17の貫入を停止し(図7(e))、沈下抑制杭
17から杭保持キャップ37を取り外す(図7
(f))。こうして、地盤改良体44が所定期間経過
後、固化すれば、沈下抑制杭17の上部と地盤改良体4
4が一体化する。
About 3 m when the upper end 18 of the subsidence prevention pile 17 projects about 30 cm from the upper surface of the ground improvement body 44.
The annular protrusions 5 of the subsidence suppressing pile 17 are located at three locations within the ground improvement body 44 having the thickness of. In this state, the penetration of the subsidence suppressing pile 17 is stopped (Fig. 7 (e)), and the pile holding cap 37 is removed from the subsidence suppressing pile 17 (Fig. 7).
(F)). In this way, if the ground improvement body 44 solidifies after a predetermined period of time, the upper part of the settlement suppression pile 17 and the ground improvement body 4
4 are integrated.

【0079】(4)次に、地盤改良体44から露出した
沈下抑制杭17の上端18の面又は側面に、基礎ベース
40内に定着させるために異形鋼棒等の鉄筋38、38
を固定する(図7(f))。また、この際、実施例2と
同様に、地盤改良体44上に栗石や砕石等からなる均し
層39を敷設することもできる(図示していない)。
(4) Next, on the surface or side surface of the upper end 18 of the settlement suppressing pile 17 exposed from the ground improvement body 44, reinforcing bars 38, 38 such as deformed steel bars for fixing in the foundation base 40.
Are fixed (FIG. 7 (f)). At this time, similarly to the second embodiment, a leveling layer 39 made of, for example, crushed stone or crushed stone may be laid on the ground improvement body 44 (not shown).

【0080】(5)続いて、地盤改良体44上に基礎ベ
ース40用の型枠を設置し、型枠内にコンクリートを流
し込み、基礎ベース40を造成し、沈下抑制構造体46
が完成する(図7(g))。
(5) Next, a formwork for the foundation base 40 is installed on the ground improvement body 44, concrete is poured into the formwork to form the foundation base 40, and the subsidence suppressing structure 46.
Is completed (FIG. 7 (g)).

【0081】(6)この沈下抑制構造体46は、所望の
上部構造物の荷重を、地盤改良体44及び基礎ベース4
0により支持する。また、沈下抑制杭17の環状突起部
5、5を地盤改良体44内に位置させて、地盤改良体4
4との付着面積を増大させることによって、上部構造の
荷重、長期荷重等によって作用する応力を沈下抑制杭1
7に伝達させて、地盤改良体44、基礎ベース40、ひ
いては上部構造物の不同沈下を防止することができる。
(6) The subsidence suppressing structure 46 applies the desired load of the upper structure to the ground improvement body 44 and the foundation base 4.
Support by 0. In addition, the annular protrusions 5, 5 of the subsidence prevention pile 17 are located in the ground improvement body 44, and
By increasing the adhesion area with 4, the stress exerted by the load of the superstructure, long-term load, etc. is suppressed.
7 to prevent uneven settlement of the ground improvement body 44, the foundation base 40, and by extension, the upper structure.

【0082】また、本実施例では、沈下抑制杭17の施
工に関し、杭穴を掘削せず、先端金具9を取付けて回転
させて貫入しているため、貫入の際に生じる掘削土が杭
穴壁に押付けられていくため、地上に排出される掘削土
の量を極力抑えることができる。
Further, in the present embodiment, regarding the construction of the subsidence prevention pile 17, since the pile hole is not excavated and the tip fitting 9 is attached and rotated to penetrate, the excavated soil generated during the penetration is pile hole. Since it is pressed against the wall, the amount of excavated soil discharged to the ground can be suppressed as much as possible.

【0083】(7)他の実施例(7) Other embodiments

【0084】前記実施例において、上端部に環状突部
5、5を有する沈下抑制杭17を使用したが、沈下抑制
杭17の中間部にも環状突部5を有する有する構造とす
ることもできる(図1(b)(e)参照)。この沈下抑
制杭7、17に伝達する応力を環状突起部5の上端部6
a、下端部6bの傾斜面から、基礎ベース40、地盤改
良体44内におけると同様に、地盤に支圧することがで
き、摩擦支持効果が得られる。
Although the subsidence suppressing pile 17 having the annular protrusions 5 and 5 at the upper end is used in the above-mentioned embodiment, it is also possible to adopt a structure having the annular protrusion 5 also at the intermediate portion of the subsidence suppressing pile 17. (See FIG. 1 (b) (e)). The stress transmitted to the subsidence suppressing piles 7 and 17 is applied to the upper end portion 6 of the annular protrusion 5.
From the inclined surfaces of a and the lower end portion 6b, pressure can be exerted on the ground as in the foundation base 40 and the ground improvement body 44, and a friction support effect can be obtained.

【0085】また、実施例2と同様に、地盤上層中に地
盤強度が大きい層があった場合、その層内に、沈下抑制
杭7等の環状突起部5が位置するように、環状突起部5
を設けた沈下抑制杭7等を使用して、埋設することもで
きる(図示していない)。また、同様に、地盤強度が大
きい層に先端金具9等を位置させることもできる(図示
していない)。更に、地盤強度が大きい層に拡大根固め
部を形成して、拡大根固め部内に根固め液を充填するこ
ともできる。
Further, similarly to the second embodiment, when there is a layer having a high ground strength in the upper layer of the ground, the ring-shaped protrusions are arranged so that the ring-shaped protrusions 5 such as the subsidence suppressing piles 7 are located in the layer. 5
It is also possible to bury it by using the subsidence prevention pile 7 provided with (not shown). Similarly, the tip fitting 9 and the like can be located in a layer having a high ground strength (not shown). Furthermore, it is also possible to form an expanded root consolidation portion in a layer having a high ground strength and fill the expanded root consolidation portion with root consolidation liquid.

【0086】また、前記実施例において、多軸オーガー
を使用して、複数の沈下抑制杭を同時に埋設できること
も可能である(実施例4参照)。
Further, in the above-mentioned embodiment, it is possible to use a multi-axis auger to bury a plurality of subsidence suppressing piles at the same time (see Embodiment 4).

【0087】また、前記実施例において、掘削撹拌ロッ
ド45を使用し、セメント系固化材を用いた混合処理工
法を適用したが、他の混合処理工法を適用することもで
き、更に、通常使用される他の地盤改良工法、例えば、
ドレーン工法、固結工法、置換工法等種々のものを適用
できすることももちろん可能である(図示していな
い)。
Further, in the above-mentioned embodiment, the drilling and stirring rod 45 was used and the mixing treatment method using the cement-based solidifying material was applied. However, other mixing treatment methods can be applied, and further, it is generally used. Other ground improvement methods such as
Of course, various methods such as a drain method, a consolidation method, and a replacement method can be applied (not shown).

【0088】また、前記実施例において、地盤改良体4
4を形成後に沈下抑制杭17を地盤中に埋設したが、先
に沈下抑制杭17を地盤中に埋設した後、所定深度に亘
って沈下抑制杭17を含む所定平面の範囲を地盤改良を
行い、地盤改良体44を形成し、沈下抑制杭7の環状突
起部5を地盤改良体44内に位置させることもできる
(図示していない)。
Further, in the above embodiment, the ground improvement body 4
Although the subsidence suppressing pile 17 was buried in the ground after forming 4, the subsidence suppressing pile 17 was buried in the ground first, and then the ground was improved over a predetermined plane range including the subsidence suppressing pile 17 over a predetermined depth. It is also possible to form the ground improvement body 44 and position the annular protrusion 5 of the subsidence prevention pile 7 in the ground improvement body 44 (not shown).

【0089】また、前記実施例において、沈下抑制杭1
7の上端部を地盤改良体44の上方に露出するように埋
設して、沈下抑制杭17を基礎ベース40内に定着させ
たが(図7(g))、沈下抑制杭17の上端を地盤改良
体44の上面(基礎ベース40の下面)に一致させて埋
設することもできる(図13(b))。また、沈下抑制
杭17の上端を地盤改良体44内に位置させて、必要な
らば根切りして、沈下抑制杭14の上端部又は上面を露
出させて、基礎ベース40と定着させることもできる
(図示していない)。
Further, in the above-mentioned embodiment, the subsidence prevention pile 1
7 was buried so as to be exposed above the ground improvement body 44, and the subsidence suppressing pile 17 was fixed in the foundation base 40 (FIG. 7 (g)), but the upper end of the subsidence suppressing pile 17 was grounded. It is also possible to embed it in conformity with the upper surface of the improvement body 44 (the lower surface of the base 40) (FIG. 13 (b)). Alternatively, the upper end of the subsidence suppressing pile 17 may be located in the ground improvement body 44, and if necessary, root cutting may be performed to expose the upper end portion or the upper surface of the subsidence suppressing pile 14 to be fixed to the foundation base 40. (Not shown).

【0090】また、前記実施例において、沈下抑制杭1
7の上端部を基礎ベース40内に定着させると、沈下抑
制杭17と地盤改良体44と基礎ベース40とを一体的
に構成できるので、望ましいが、沈下抑制杭17の上端
部を地盤改良体44内に留めておくこともできる(図示
していない)。
In addition, in the above embodiment, the subsidence prevention pile 1
When the upper end of 7 is fixed in the foundation base 40, the settlement suppressing pile 17, the ground improvement body 44, and the foundation base 40 can be integrally configured. It may be retained within 44 (not shown).

【0091】また、沈下抑制杭7、17等と、杭先端を
支持層まで埋設させる支持杭61とを併用して構成する
こともできる(図15、図16)。この場合、支持杭6
1として、単独又は連結した既製杭を使用し(図15、
図16)、あるいは現場造成杭等を使用することもでき
る(図示していない)。
It is also possible to use the subsidence prevention piles 7, 17 and the like together with the support pile 61 for embedding the pile tip to the support layer (FIGS. 15 and 16). In this case, the support pile 6
As for 1, a single or connected ready-made pile is used (Fig. 15,
(Fig. 16) Alternatively, a field construction pile or the like can be used (not shown).

【0092】例えば、上部構造物43から伝達する荷重
が大きい箇所には、杭先端が支持層に埋設される支持杭
61、61を用い、その他の箇所には沈下抑制杭7、7
を埋設して上部構造物43を、全体として支持すること
が可能である。
For example, the support piles 61 and 61 whose pile tips are buried in the support layer are used in the places where the load transmitted from the upper structure 43 is large, and the settlement suppressing piles 7 and 7 are used in the other places.
Can be embedded to support the upper structure 43 as a whole.

【0093】このような構成とすることによって、長尺
の基礎杭(例えば40m)を埋設していた箇所を、沈下
抑制杭に置き換えて沈下抑制杭を埋設することでができ
るので、支持杭の本数を減らし、工費を削減することが
できる。
With such a structure, it is possible to replace the place where the long foundation pile (for example, 40 m) was buried with the settlement suppressing pile and to embed the settlement suppressing pile. The number of lines can be reduced and the construction cost can be reduced.

【0094】実施例2及び実施例3では、杭上端部に突
起部を有する沈下抑制杭を用いたが、杭上端部を拡頭部
とした形状の沈下抑制杭を適用してもよい。さらに、両
実施例では沈下抑制杭を単杭として使用したが、深度方
向に対し複数の杭を接続して用いることも可能である。
Although the subsidence suppressing piles having the protrusions at the upper ends of the piles are used in the second and third embodiments, a subsidence suppressing pile having a shape in which the upper end of the pile is expanded may be applied. Furthermore, although the settlement suppressing piles are used as single piles in both examples, it is also possible to use a plurality of piles connected in the depth direction.

【0095】[0095]

【実施例4】図8〜図13に基づきこの発明の他の実施
例を説明する。前記実施例2、3では、単独の沈下抑制
杭を使用したが、この実施例では、埋設された複数の沈
下抑制杭を、固定具50で連結する実施例である。
Fourth Embodiment Another embodiment of the present invention will be described with reference to FIGS. In Examples 2 and 3 described above, a single subsidence suppressing pile was used, but this example is an example in which a plurality of buried subsidence suppressing piles are connected by a fixture 50.

【0096】[1]固定具50、50aの構成[1] Structure of fixtures 50 and 50a

【0097】固定具50として、沈下抑制杭7の軸部等
に嵌装できる環状(円形)の鋼製のリング51、51を
鉄筋52で連結して構成する(図9(a))。鉄筋は5
2は、棒状あるいは角材状に形成する。また、この固定
具(リング51、51を鉄筋52で連結した構造)を上
下に2つ並べ、リング51、51を支持材(鉄筋)5
3、53で連結して、固定具50を構成する(図8
(a)(b))。
As the fixture 50, annular (circular) steel rings 51, 51 that can be fitted to the shaft portion of the sinking suppression pile 7 are connected by a reinforcing bar 52 (FIG. 9 (a)). Rebar is 5
2 is formed in a rod shape or a square shape. In addition, two fixing tools (a structure in which the rings 51, 51 are connected by a reinforcing bar 52) are arranged vertically, and the rings 51, 51 are supported by a supporting member (reinforcing bar) 5.
The fixture 50 is configured by connecting with 3, 53 (FIG. 8).
(A) (b)).

【0098】また、固定具50としては、環状のリング
51の構成は、予め環状に形成したリングを沈下抑制杭
に嵌装する他、一部を切断した略環状あるいは棒状の鉄
筋を沈下抑制杭に巻き付けた後に、溶接して環状とする
こともできる(図示していない)。
As the fixture 50, the ring-shaped ring 51 has a structure in which a ring formed in advance in an annular shape is fitted to the settlement suppressing pile, and a partially cut substantially annular or bar-shaped reinforcing bar is settled. It may be wound around and then welded into a ring (not shown).

【0099】また、リング51を2つ割りにした半円状
のリング片54、54から構成し、リング片の端縁部の
フランジをボルト・ナットで接合してリング51を構成
することもできる。この場合、リング片54、54から
なるリング51を2組用意し、各組から1つのリング片
54を凸側を対向して鉄筋52で連結固定して、固定具
50を構成する(図9(b))。
It is also possible to construct the ring 51 by forming the ring 51 into two semicircular ring pieces 54, 54, and joining the flanges at the end edges of the ring pieces with bolts and nuts. . In this case, two sets of rings 51 each including ring pieces 54, 54 are prepared, and one ring piece 54 from each set is connected and fixed with reinforcing bars 52 with the convex sides facing each other to form a fixture 50 (FIG. 9). (B)).

【0100】[2]施工方法[2] Construction method

【0101】(1)使用する掘削機として、撹拌掘削ロ
ッド45、45を2本連結し、2つの杭穴を同時に施工
できる多軸オーガー48を用いる(図11(a))。
(1) As the excavator to be used, a multi-axis auger 48 is used which is capable of connecting two stirring excavating rods 45, 45 and simultaneously constructing two pile holes (FIG. 11 (a)).

【0102】使用する沈下抑制杭7は、上端部(地盤改
良体内に位置する部分)に2つの環状突起部5、5、下
端部に1つの環状突起部5を有する構成とし、予め2本
の沈下抑制杭7、7の杭頭部を固定具50で連結してあ
る(図11(e)、図12)。
The subsidence prevention pile 7 to be used has a structure having two annular protrusions 5 and 5 at the upper end (a portion located in the ground improvement body) and one annular protrusion 5 at the lower end, and two The pile heads of the settlement suppressing piles 7 and 7 are connected by a fixture 50 (FIG. 11 (e), FIG. 12).

【0103】(2)多軸オーガー48の各軸に、夫々撹
拌掘削ロッド45を連結して、基礎ベース40の造成範
囲内の地盤を、撹拌掘削ロッド45、45によって撹拌
掘削すると共に、撹拌掘削ロッド45、45の下端に取
付けられた撹拌翼からスラリーを吐出して、改良対象地
盤を撹拌して混合する(図11(a))。撹拌掘削ヘッ
ド45、45を地上に取り出せば、地上から所定深さの
地盤改良が完了した地盤改良体(層)44を形成する
(図11(b))。
(2) Agitating and excavating rods 45 are respectively connected to the respective axes of the multi-axis auger 48 to agitate and excavate the ground within the construction range of the foundation base 40 by the agitating and excavating rods 45, 45, and agitate and excavate. The slurry is discharged from the stirring blades attached to the lower ends of the rods 45, 45, and the ground to be improved is stirred and mixed (FIG. 11 (a)). When the agitating and excavating heads 45, 45 are taken out to the ground, a ground improvement body (layer) 44 having a predetermined depth is completed from the ground to form a ground improvement body (layer) 44 (FIG. 11B).

【0104】(3)地盤改良体44を形成後、多軸オー
ガー48の各軸から撹拌掘削ロッド45、45を取り外
して、多軸オーガー48の各軸に、掘削ヘッド27を有
する掘削ロッド26、26を取付ける。前記実施例2と
同様に、掘削ヘッド27の先端から掘削液(水等)を吐
出しながら地盤改良体44を掘削貫通して(図11
(c))、更に下方に、所定長さの杭穴31を形成する
(図11(d))。杭穴壁は、掘削ロッド26の練付け
ドラム28、28で掘削土で練付け均される。
(3) After forming the ground improvement body 44, the stirring excavation rods 45, 45 are removed from the respective axes of the multi-axis auger 48, and the excavation rod 26 having the excavation head 27 on the respective axes of the multi-axis auger 48, Install 26. Similarly to the second embodiment, the ground improvement body 44 is drilled and penetrated while discharging the drilling fluid (water or the like) from the tip of the drilling head 27 (see FIG. 11).
(C)) Further, a pile hole 31 having a predetermined length is formed further downward (FIG. 11 (d)). The pile hole wall is kneaded and leveled with excavated soil by the kneading drums 28, 28 of the excavating rod 26.

【0105】また、杭穴31の根固め部33に、根固液
として、セメントミルク(例えば固化強度7.5N/m
程度)を充填して、杭穴31の下部に介在する掘削
土と置換して根固め液層34を形成し、根固め液層34
の上部に杭周固定液として、セメントミルク(例えば固
化強度7.5 N/mm程度)を注入して、撹拌バー
29等で掘削土と撹捗混合し、地盤改良体44の上面付
近(杭穴31口付近)までソイルセメントからなる杭周
固定液層35(例えば固化強度0.5 N/mm
度)を形成する(図11(d))。
In addition, cement milk (for example, solidification strength of 7.5 N / m) is applied to the root-solidifying portion 33 of the pile hole 31 as the root-solidifying liquid.
m 2 ) to replace the excavated soil existing in the lower part of the pile hole 31 to form the rooting liquid layer 34, and the rooting liquid layer 34.
Cement milk (for example, solidification strength of about 7.5 N / mm 2 ) is injected into the upper part of the pile as a fixing solution for piles, and is mixed with excavated soil by stirring with a stirring bar 29 or the like, near the upper surface of the ground improvement body 44 ( A pile perimeter fixing liquid layer 35 (for example, solidification strength of about 0.5 N / mm 2 ) made of soil cement is formed up to the vicinity of 31 holes of pile holes (FIG. 11 (d)).

【0106】(4)杭穴31から掘削ロッド26、26
を引き上げた後、多軸オーガー48の各軸に、杭保持キ
ャップ37、37に取替え、固定具で連結した沈下抑制
杭7、7を、杭保持キャップ37、37に保持する(図
11(e))。
(4) From the pile hole 31 to the excavating rods 26, 26
After pulling up, the pile holding caps 37, 37 are replaced with the respective shafts of the multi-axis auger 48, and the subsidence suppressing piles 7, 7 connected by the fixtures are held by the pile holding caps 37, 37 (Fig. 11 (e )).

【0107】(5)沈下抑制杭7、7に回転を与え、あ
るいは与えず、杭穴31内に沈下抑制杭7、7を圧入し
て埋設する。この際、固定具50が地盤改良体44を切
るように押し込まれるが、地盤改良体44が未だ固まっ
ていないので、圧入に支障がない。
(5) The settlement suppressing piles 7 and 7 are rotated or not, and the settlement suppressing piles 7 and 7 are press-fitted and embedded in the pile holes 31. At this time, the fixing tool 50 is pushed so as to cut the ground improvement body 44, but since the ground improvement body 44 is not yet solidified, there is no problem in press-fitting.

【0108】沈下抑制杭7の下端8が杭穴下端面36か
ら500mm程度上方に位置し、沈下抑制杭7の上端8
aが地盤改良体44の上面より下方(1000mm程
度)に位置するするところで、沈下抑制杭7を保持する
(図12(a))。この状態で、沈下抑制杭7、7の上
部の環状突起部5、5は、地盤改良体44内に位置して
いる。
The lower end 8 of the subsidence suppressing pile 7 is located about 500 mm above the lower end surface 36 of the pile hole, and the upper end 8 of the subsidence suppressing pile 7 is
The subsidence suppressing pile 7 is held at a position where a is located below the upper surface of the ground improvement body 44 (about 1000 mm) (FIG. 12A). In this state, the annular protrusions 5 and 5 on the upper portions of the settlement suppressing piles 7 and 7 are located inside the ground improvement body 44.

【0109】沈下抑制杭7から杭保持キャップ37を取
り外す。この状態で、杭保持キャップ37を取り外して
も、固定具50が、地盤改良体44内での支えになって
いるので、自重では沈下抑制杭7、7が沈下することは
ない。こうして沈下抑制杭7、7の埋設が完了する(図
12(b))。また、沈下抑制杭7、7の上面8aに定
着用の鉄筋38、38を、基礎ベース予定位置まで突設
する。
The pile holding cap 37 is removed from the settlement suppressing pile 7. In this state, even if the pile holding cap 37 is removed, the fixture 50 serves as a support in the ground improvement body 44, so that the settlement suppressing piles 7, 7 do not sink due to their own weight. Thus, the burial of the subsidence prevention piles 7, 7 is completed (FIG. 12 (b)). Further, the reinforcing bars 38, 38 for fixing are provided on the upper surface 8a of the subsidence suppressing piles 7, 7 so as to project to a predetermined base base position.

【0110】(6)根固め液層34、杭周固定液層35
が固化発現後に、前記実施例3と同様に、地盤改良体4
4の上面に基礎ベース40を構築して、沈下抑制杭7と
基礎ベース40とが一体化した沈下抑制構造体46を構
築する(図12(c)、図13(a))。
(6) Root consolidation liquid layer 34, pile circumference fixing liquid layer 35
Was solidified, the soil improvement body 4 was obtained in the same manner as in Example 3 above.
The foundation base 40 is constructed on the upper surface of 4, and the settlement restraining structure 46 in which the settlement restraining pile 7 and the foundation base 40 are integrated is constructed (FIG. 12 (c), FIG. 13 (a)).

【0111】(7)このように施工を行うことによっ
て、1本の沈下抑制杭の施工時間で2本の沈下抑制杭7
を埋設することができ、更に沈下抑制杭7の埋設後に沈
下抑制杭7、7同士を固定具で連結する手間も省けるた
め、工期の短縮が可能となる。
(7) By carrying out the construction in this way, two subsidence suppressing piles 7 can be formed within the construction time of one subsidence suppressing pile.
Since it is possible to bury the subsidence suppressing piles 7 and the labor for connecting the subsidence suppressing piles 7, 7 to each other with a fixture after the subsidence suppressing piles 7 are buried, the construction period can be shortened.

【0112】また、このように形成することによって、
基礎ベース40との付着を強固にできるばかりでなく地
震時等に過大に発生する水平力や曲げモーメントを連結
された複数の沈下抑制杭7、7で協働して負担できるた
め、全体として、それぞれの応力に耐えることができ
る。また、同様に、地震時等に過大な圧縮荷重が作用し
た場合に、例えば1本の沈下抑制杭7に沈下が発生しよ
うとすることを連結された場合、複数の沈下抑制杭7,
7でカバーすることができる。
Further, by forming in this way,
Not only can the adhesion with the foundation base 40 be strengthened, but also horizontal forces and bending moments that are excessively generated during an earthquake or the like can be jointly burdened by the plurality of connected subsidence suppressing piles 7, 7 as a whole. Can withstand each stress. Similarly, when an excessive compressive load acts at the time of an earthquake or the like, for example, when it is connected to one subsidence suppressing pile 7 that subsidence is about to occur, a plurality of subsidence suppressing piles 7,
It can be covered with 7.

【0113】また、沈下抑制構造体46は、環状突起部
5、5を基礎ベース40内に位置させて、基礎ベース4
0との付着面積を増大させて、長期荷重等によって作用
する応力を沈下抑制杭7に伝達させ、基礎ベース40の
不同沈下、ひいては上部構造物の不同沈下を防止するこ
とができる。
In addition, the subsidence suppressing structure 46 has the annular projections 5 and 5 positioned in the base 40, and
It is possible to increase the adhesion area with 0 and transmit the stress acting by the long-term load or the like to the settlement suppressing pile 7, and prevent the uneven settlement of the foundation base 40 and the uneven settlement of the upper structure.

【0114】また、基礎ベース40内だけでなく、地盤
中に位置する沈下抑制杭の軸部にも環状突起部5を設け
れば、沈下抑制杭7に伝達する応力を環状突起部5から
環状突起部5の上下端部6a、6bの斜面から地盤に支
圧することができ、摩擦支持効果が得られる。
If the annular projection 5 is provided not only in the foundation base 40 but also on the shaft portion of the subsidence suppressing pile located in the ground, the stress transmitted to the subsidence suppressing pile 7 is annularly transferred from the annular protrusion 5. Pressure can be applied to the ground from the slopes of the upper and lower ends 6a and 6b of the protrusion 5, and a friction support effect can be obtained.

【0115】また、沈下抑制杭7は、地盤上層の地盤強
度が比較的小さい地盤に埋設されるが、地盤上層中に地
盤強度が大きい層があった場合、その層に根固部を設け
たり、その層内に位置する沈下抑制杭7の軸部に環状突
起部5を設ければ、更に沈下抑制杭7としての支持力を
向上させることができる(図示していない)。
Further, the subsidence prevention pile 7 is buried in the ground having a relatively low ground strength in the upper layer of the ground, but if there is a layer having a high ground strength in the upper layer of the ground, a root portion may be provided in the layer. By providing the annular protrusion 5 on the shaft portion of the subsidence suppressing pile 7 located in the layer, the supporting force of the subsidence suppressing pile 7 can be further improved (not shown).

【0116】(8)また、前記における地盤改良体44
は、所定の平面に亘って、全体に地盤改良体44を形成
し、その中に沈下抑制杭7、7を2つ連結して埋設する
場合(図14(a))、あるいは、所定平面内に、柱状
の地盤改良体44、44を隣接して形成し、1つの柱状
の地盤改良体の中央に、沈下抑制杭7、7を2つ連結し
て埋設する場合(図14(b))等、構築方法は任意で
ある。
(8) Further, the ground improvement body 44 in the above.
Is a case where a ground improvement body 44 is formed over a predetermined plane and two subsidence suppressing piles 7 and 7 are connected and embedded in the ground improvement body 44 (FIG. 14 (a)), or within a predetermined plane. In the case where the columnar ground improvement bodies 44, 44 are formed adjacent to each other, and two subsidence suppressing piles 7, 7 are connected and buried in the center of one columnar ground improvement body (FIG. 14 (b)). Etc., the construction method is arbitrary.

【0117】また、この場合、連結した固定具50、5
0で沈下抑制杭7、7を連結した状態で埋設し、その後
更に隣接した連結していない沈下抑制杭7、7同士を、
固定具50a、50aで連結することもでき、より接続
強度を高めることができる。また、杭頭部の連結と地中
部の連結とを組み合わせて、造成するので、その基礎ベ
ース40あるいは建物全体で、杭基礎を連結した基礎杭
構造が容易に造成できる。また、この場合、固定具5
0、50aは、平面全体で一様に配置されることが望ま
しいが、上部構造物43での荷重の分布により、沈下抑
制杭の連結を適宜選択して行うこともできる。
In this case, the fixed fixtures 50, 5 connected
At 0, the subsidence suppressing piles 7, 7 are buried in a connected state, and then the adjacent subsidence suppressing piles 7, 7 are not connected,
It is also possible to connect them with the fixtures 50a and 50a, so that the connection strength can be further increased. Moreover, since the connection is made by combining the connection of the pile heads and the connection of the underground part, a foundation pile structure in which the pile foundations are connected can be easily formed in the foundation base 40 or the entire building. In this case, the fixture 5
It is desirable that 0 and 50a are uniformly arranged on the entire plane, but depending on the distribution of the load on the upper structure 43, the subsidence suppressing piles can be appropriately connected and connected.

【0118】この場合、埋設後に、沈下抑制杭7の杭頭
部の連結は、地盤から突出した杭頭部で、固定具50a
で固定することになるので、端板を利用した固定構造と
する(図10(a)(b)(c))。
In this case, after the burial, the pile heads of the subsidence suppressing piles 7 are connected by the pile heads protruding from the ground and the fixtures 50a.
Since it will be fixed by using, the fixing structure using the end plates is used (FIGS. 10A, 10B, and 10C).

【0119】また、実施例3で形成する地盤改良体44
も同様に、全体に亘って形成する場合、柱状とする場合
がある(図示していない)。
In addition, the ground improvement body 44 formed in the third embodiment.
Similarly, when it is formed over the entire surface, it may have a columnar shape (not shown).

【0120】(9)また、本実施例の複数の沈下抑制杭
7、7を連結する方法を、前記実施例2、3に適用する
こともできる(図示していない)。
(9) Further, the method of connecting a plurality of subsidence suppressing piles 7, 7 of this embodiment can be applied to the above-mentioned embodiments 2, 3 (not shown).

【0121】[3]他の実施例[3] Other Embodiments

【0122】(1)前記実施例において、沈下抑制杭を
回転して沈下する場合には、リング51を帯状に形成
し、リング51の外周面51aに嵌合レールを設けて構
成することもできる(図10(a))。この場合には、
鉄筋の先端に摺動突起を形成し、摺動突起を嵌合レール
に沿って、摺動自在で、かつリングに対して放射状には
抜けない構造とする(図10(a))。
(1) In the above embodiment, when the sinking suppressing pile is rotated to sink, the ring 51 may be formed in a belt shape and the outer peripheral surface 51a of the ring 51 may be provided with a fitting rail. (FIG. 10 (a)). In this case,
A sliding protrusion is formed at the tip of the reinforcing bar, and the sliding protrusion is slidable along the fitting rail and does not come off radially with respect to the ring (FIG. 10A).

【0123】このような構造とすることにより、多軸オ
ーガ48の各軸で、沈下抑制杭7、7を別々に回転させ
た場合でも、鉄筋52は現位置に留まるので、連結を維
持した状態で、複数の沈下抑制杭7、7を回転しながら
沈下できる。
With such a structure, the rebar 52 remains in its current position even when the subsidence suppressing piles 7 and 7 are separately rotated on the respective axes of the multi-axis auger 48, so that the connection is maintained. Then, it is possible to settle while rotating the plurality of settlement suppressing piles 7, 7.

【0124】(2)また前記実施例において、沈下抑制
杭7は連結した状態で埋設したので、施工効率が良い
が、埋設した後に、各種固定具50で杭頭部を連結する
こともできる(図示していない)。この場合には、多軸
オーガー48に代えて、通常の単軸のオーガーを使用す
ることができる。
(2) Further, in the above-mentioned embodiment, since the subsidence suppressing piles 7 are buried in the connected state, the construction efficiency is good, but after being buried, the pile heads can be connected by various fixing tools 50 ( (Not shown). In this case, a normal single-axis auger can be used instead of the multi-axis auger 48.

【0125】(3)また、前記実施例において、固定具
50は、鋼製のリング51、51を鉄筋52で連結して
構成したが、他の構成とすることもできる。例えば、リ
ングを連結する部材は鉄筋のみならず他の鋼材とするこ
ともできる(図示していない)。また、施工作業や連結
する効果から、最上に位置する環状突起部5aの上方と
することが望ましいが、最上の環状突起部5aの直下
(図8(b))等他の位置とすることもできる。
(3) Further, in the above-described embodiment, the fixture 50 is constructed by connecting the steel rings 51, 51 with the reinforcing bar 52, but other configurations may be adopted. For example, the member connecting the rings may be not only the reinforcing bar but also another steel material (not shown). In addition, it is desirable to be above the uppermost annular projection 5a in terms of construction work and the effect of connection, but it may be at another position such as directly below the uppermost annular projection 5a (FIG. 8B). it can.

【0126】また、前記実施例において、固定具50の
取付位置も沈下抑制杭7の軸部にリングを嵌装して取り
付けたが、沈下抑制杭の上端板に固定することもできる
(図10(b)(c))。例えば、連結用の鉄筋52の
両端部を下方に折り曲げて屈曲部57とし、屈曲部57
の外周に螺糸部58を形成して、固定具50を構成する
(図10(b))。この固定具は、螺糸部58を沈下抑
制杭7の上端板15の螺穴16に螺合して連結する(図
10(b)。
Further, in the above-mentioned embodiment, the mounting position of the fixture 50 is also mounted by fitting a ring on the shaft portion of the squat suppression pile 7, but it can also be fixed to the upper end plate of the squat suppression pile (FIG. 10). (B) (c)). For example, both ends of the reinforcing bar 52 for connection are bent downward to form a bent portion 57, and the bent portion 57
A threaded portion 58 is formed on the outer periphery of the fastener to form the fixture 50 (FIG. 10B). In this fixture, the threaded portion 58 is screwed into the screw hole 16 of the upper end plate 15 of the sinking suppression pile 7 to be connected (FIG. 10 (b)).

【0127】また、連結用の鉄筋52の両端部を下方に
折り曲げて屈曲部57とし、屈曲部57の先端に膨大部
59を形成して、固定具50とし、沈下抑制杭7の上端
板15のあり穴16aにスプリング60を嵌装し嵌合連
結する(図10(c)。尚、あり穴16aは、穴内に膨
大部59を挿入した後に、半ドーナツ状の押さえ板16
b、16bで、開口部の周縁側を塞ぎ、これをビスやボ
ルトで固定して構成する。また、スプリング60は、応
力を吸収するために取り付けたので、これに代えて、各
種パッキング材等を嵌挿して構成することもできる(図
示していない)。
Further, both ends of the reinforcing bar 52 for connection are bent downward to form a bent portion 57, and an enlarged portion 59 is formed at the tip of the bent portion 57 to form a fixture 50, which is the upper end plate 15 of the sinking suppression pile 7. A spring 60 is fitted into the dovetail hole 16a and fitted and connected (FIG. 10C). The dovetail hole 16a has a semi-doughnut-shaped pressing plate 16 after the enlarged portion 59 is inserted into the hole.
The peripheral side of the opening is closed with b and 16b, and this is fixed with screws or bolts. Further, since the spring 60 is attached to absorb stress, instead of this, various springs or the like can be inserted and configured (not shown).

【0128】(4)また、前記実施例において、沈下抑
制杭7、7の上面8aを地盤改良体44の上面より下方
に位置させたが、地盤改良体44の上面(基礎ベース4
0の下面)と同程度とすることもできる(図13
(c))。
(4) In the above embodiment, the upper surface 8a of the subsidence suppressing piles 7, 7 is located below the upper surface of the ground improvement body 44, but the upper surface of the ground improvement body 44 (foundation base 4
0) (the lower surface of 0) and the same degree (FIG.
(C)).

【0129】(5)また、前記実施例において、杭穴3
1の径を大径(例えば直径2m程度)として、1つの杭
穴31に複数本の沈下抑制杭7、7を埋設することもで
きる(図示していない)。この場合には固定具50を沈
下抑制杭7の上部と下部に設けて連結し、沈下抑制杭の
ブレを防止でき、鉛直性の保てる連結杭を同時に埋設で
きる。
(5) In the above embodiment, the pile hole 3
It is also possible to embed a plurality of subsidence suppressing piles 7, 7 in one pile hole 31 (not shown) by making the diameter of 1 large (for example, about 2 m in diameter). In this case, the fixtures 50 are provided at the upper part and the lower part of the subsidence suppressing pile 7 to be connected to each other, so that the subsidence suppressing pile can be prevented from being shaken and the vertical connecting pile can be buried at the same time.

【0130】(6)また、前記実施例において、固定具
50に鉄筋52を使用したのは、沈下抑制杭に連結した
状態で、地盤に埋め込む場合には、土圧をできる限り受
けないような形状が望ましいからであり、棒状以外に、
水平方向の断面積が小さな板状など、他の形状の材料を
使用することもできる(図示していない)。
(6) Further, in the above-mentioned embodiment, the reinforcing bar 52 is used for the fixing tool 50 because when it is embedded in the ground in a state where it is connected to the subsidence suppressing pile, it receives as little earth pressure as possible. Because the shape is desirable, in addition to the rod shape,
Other shapes of material may be used (not shown), such as a plate having a small horizontal cross-sectional area.

【0131】[0131]

【発明の効果】少なくとも上端部に突起部、及び/又は
拡頭部を有する沈下抑制杭を、少なくとも1つの突起
部、及び/又は拡頭部が基礎ベース内に位置するように
地盤中に埋設することによって、沈下抑制杭と基礎ベー
スとの付着面積が増大し、長期荷重等によって作用する
応力を十分に沈下抑制杭に伝達させ、基礎ベースの不同
沈下、ひいては上部構造物の不同沈下を防止することが
できる効果がある。
EFFECTS OF THE INVENTION To embed a sinking suppression pile having a projection and / or a head expansion at least on the upper end in the ground so that at least one projection and / or a head expansion is located in the foundation base. The adhesion area between the subsidence suppressing pile and the foundation base increases, and the stress acting due to long-term load etc. is sufficiently transmitted to the subsidence suppressing pile to prevent uneven settlement of the foundation base and eventually uneven settlement of the upper structure. There is an effect that can be.

【0132】また、地盤の上層部が比較的軟弱な地盤の
場合には、上層部を地盤改良して地盤改良体を形成し、
少なくとも上端部に突起部、及び/又は拡頭部を有する
沈下抑制杭を、少なくとも1つの突起部、及び/又は拡
頭部が地盤改良体内に位置するように地盤中に埋設し、
該地盤改良体の上部に基礎ベースを形成することによっ
て、所望の上部構造物の荷重を、地盤改良体の上に続く
基礎ベースが支持し、地盤改良体と沈下抑制杭との付着
面積の増大により、長期荷重等によって作用する応力を
十分に沈下抑制杭に伝達させて、地盤改良体、基礎ベー
ス、ひいては上部構造物の不同沈下を防止することがで
きる効果がある。
When the upper layer of the ground is relatively soft, the upper layer is improved to form a ground improvement body,
At least one protrusion, and / or a subsidence prevention pile having an expansion head is embedded in the ground so that at least one protrusion and / or the expansion head is located in the ground improvement body,
By forming the foundation base on the upper part of the ground improvement body, the foundation base continuing on the ground improvement body supports the load of the desired superstructure, and the adhesion area between the ground improvement body and the settlement suppressing pile is increased. Thus, there is an effect that the stress acting by the long-term load or the like can be sufficiently transmitted to the subsidence suppressing pile to prevent the differential improvement of the ground improvement body, the foundation base, and eventually the upper structure.

【0133】基礎ベース内、及び/又は地盤改良体内に
位置する沈下抑制杭の軸部以外の位置の軸部にも突起部
を設けることによって、沈下抑制杭に伝達する応力を突
起部から突起部外面の地盤に支圧することができ、摩擦
等による支持効果が得られる。
By providing a protrusion also on a shaft portion other than the shaft portion of the settlement suppressing pile located in the foundation base and / or in the ground improvement body, the stress transmitted to the settlement suppressing pile is projected from the protrusion portion to the protrusion portion. It is possible to support the ground on the outer surface and obtain a supporting effect by friction or the like.

【0134】複数本の沈下抑制杭を固定具で連結するこ
とによって、地震時等に過大に発生する水平力や曲げモ
ーメントに対し、複数の杭で負担できるため、それぞれ
の応力の耐力を増大でき、また過大な圧縮荷重が作用し
た場合にも複数の沈下抑制杭で支持することができる効
果がある。従って、支持地盤が深い場合、大規模な施工
機械を使用して、深い深度まで支持杭を埋設する必要が
ない。
By connecting a plurality of subsidence suppressing piles with a fixture, a plurality of piles can bear the horizontal force and bending moment that are excessively generated in the event of an earthquake, etc., so that the proof stress of each stress can be increased. Moreover, even when an excessive compression load is applied, there is an effect that it can be supported by a plurality of settlement suppressing piles. Therefore, when the support ground is deep, it is not necessary to use a large-scale construction machine to bury the support pile to a deep depth.

【0135】複数本の沈下抑制杭を固定具で連結して、
同時に地盤中に埋設する場合には、埋設される杭総本数
に対する埋設時間を短縮できるため、施工期間の短縮を
図ることができる効果がある。
By connecting a plurality of sinking suppression piles with a fixture,
In the case of burying in the ground at the same time, the burying time for the total number of piles buried can be shortened, so that there is an effect that the construction period can be shortened.

【0136】沈下抑制杭の下端部に地盤掘削用の先端金
具を取付け、沈下抑制杭を回転させて直接地盤中に貫入
して埋設することによって、沈下抑制杭の貫入に伴って
生じる掘削土を杭穴壁に押付けられるため、地上に排出
される掘削残土量を低減することができる効果がある。
By attaching a tip metal fitting for ground excavation to the lower end of the subsidence suppressing pile and rotating the subsidence suppressing pile directly into the ground to bury it, the excavated soil generated due to the penetration of the subsidence suppressing pile can be obtained. Since it is pressed against the pile hole wall, it has the effect of reducing the amount of excavated residual soil discharged to the ground.

【図面の簡単な説明】[Brief description of drawings]

【図1】(a)〜(f)は、この発明の実施例の沈下抑
制杭の正面図である。
1A to 1F are front views of a subsidence suppressing pile according to an embodiment of the present invention.

【図2】(a)〜(d)は、同じく実施例の沈下抑制杭
の正面図である。
2 (a) to 2 (d) are front views of a subsidence prevention pile of the same embodiment.

【図3】(a)は沈下抑制杭の先端金具の拡大正面図、
(b)は他の先端金具の拡大斜視図、(c)は先端金具
を有する沈下抑制杭の正面図である。
FIG. 3 (a) is an enlarged front view of a tip fitting of a settlement suppression pile,
(B) is an enlarged perspective view of another tip fitting, and (c) is a front view of a settlement suppressing pile having the tip fitting.

【図4】(a)〜(d)は、下側が沈下抑制杭の上端部
の環状突起の拡大正面図、上側がA−A断面図である。
4 (a) to 4 (d) are an enlarged front view of an annular projection at an upper end portion of the settlement suppression pile on the lower side, and an AA cross-sectional view on the upper side.

【図5】(a)〜(c)は、同じく他の環状突起で、下
側が拡大正面図、上側がB−B断面図である。
5 (a) to 5 (c) are other annular protrusions, the lower side is an enlarged front view and the upper side is a BB cross-sectional view.

【図6】(a)〜(h)は、この発明の構築方法を説明
する縦断面図である。
6 (a) to 6 (h) are vertical sectional views for explaining the construction method of the present invention.

【図7】(a)〜(g)は、他の構築方法を説明する縦
断面図である。
7 (a) to 7 (g) are vertical cross-sectional views illustrating another construction method.

【図8】(a)〜(d)は、並列した沈下抑制杭を連結
した実施例の拡大正面図である。
8 (a) to (d) are enlarged front views of an embodiment in which parallel settlement suppressing piles are connected.

【図9】(a)(b)は、同じく並列した沈下抑制杭を
固定具で連結した実施例の正面図である。
9 (a) and 9 (b) are front views of an embodiment in which the subsidence suppressing piles, which are also arranged in parallel, are connected by a fixture.

【図10】(a)(b)(c)は実施例4で使用する固
定具の概略した縦断面図である。
10 (a), (b) and (c) are schematic vertical sectional views of a fixture used in Example 4. FIG.

【図11】(a)〜(e)は、他の構築方法を説明する
縦断面図である。
11A to 11E are vertical cross-sectional views illustrating another construction method.

【図12】(a)〜(c)は、同じく他の構築方法を説
明する縦断面図である。
FIG. 12A to FIG. 12C are vertical sectional views for explaining another construction method.

【図13】(a)〜(c)は、この発明の沈下抑制構造
体の縦断面図である。
13 (a) to 13 (c) are vertical cross-sectional views of the settlement suppressing structure according to the present invention.

【図14】(a)(b)(c)は構築した沈下抑制構造
体の概略した横断面図である。
14 (a), (b) and (c) are schematic cross-sectional views of the constructed settlement suppressing structure.

【図15】この発明の他の沈下抑制構造体の概略した縦
断面図である。
FIG. 15 is a schematic vertical sectional view of another settlement suppressing structure of the present invention.

【図16】同じく他の沈下抑制構造体の概略した縦断面
図である。
FIG. 16 is a schematic vertical cross-sectional view of another settlement control structure.

【符号の説明】[Explanation of symbols]

1 杭本体 3 杭頭部 4 小径の上部軸部 5 環状突起部 5a 最上に位置する環状突起部 6a 環状突起部の上端部 6b 環状突起部の下端部 7 沈下抑制杭 8 沈下抑制杭の下端 8a 沈下抑制杭の上端 9 先端金具 10 先端金具の基部 11 先端金具の掘削突条 12 先端金具のリング板 14 沈下抑制杭の下端板 17 沈下抑制杭 18 沈下抑制杭の上端 19 リング片 20 大径部 23 沈下抑制杭 26 掘削ロッド 27 掘削ヘッド 28 練付けドラム 29 撹拌バー 31 杭穴 32 杭穴の軸部 33 杭穴の根固め部 34 根固め液層 35 杭周固定液層 36 杭穴の下端面 37 杭保持キャップ 38 鉄筋 39 均し層 40 基礎ベース 41 支持層 42 沈下抑制構造体 43 上部構造物 44 地盤改良体 45 撹拌掘削ロッド 46 沈下抑制構造体 48 多軸オーガー 50、50a 固定具 51 固定具のリング 52 固定具の鉄筋 53 固定具の支持材 54 固定具のリング片 55 固定具の嵌合レール 56 固定具の摺動突起 57 固定具の鉄筋の屈曲部 61 支持杭 1 pile body 3 pile head 4 Small diameter upper shaft 5 annular protrusion 5a annular protrusion located at the top 6a Upper end of annular protrusion 6b Lower end of annular protrusion 7 Settling suppression pile 8 Bottom of the settlement control pile 8a Upper end of subsidence prevention pile 9 Tip fitting 10 Base of tip fitting 11 Excavation ridges for tip fittings 12 Tip metal ring plate 14 Bottom plate of subsidence prevention pile 17 Settling suppression pile 18 Upper end of subsidence prevention pile 19 ring pieces 20 Large diameter part 23 Settling suppression pile 26 drilling rod 27 drilling head 28 kneading drum 29 Stir bar 31 pile holes 32 Shaft part of pile hole 33 Root consolidation of pile holes 34 Rooting liquid layer 35 pile circumference fixed liquid layer 36 Bottom face of pile hole 37 Pile retention cap 38 Rebar 39 Leveling layer 40 foundation base 41 Support layer 42 Settling suppression structure 43 Upper structure 44 Ground improvement body 45 Agitation drilling rod 46 settlement control structure 48 multi-axis auger 50, 50a fixture 51 Fixing ring 52 Reinforcing bar of fixture 53 Supporting material for fixtures 54 Ring piece of fixture 55 Mating rail for fixture 56 Sliding protrusion of fixture 57 Reinforcing bar bend of fixture 61 Support pile

フロントページの続き (51)Int.Cl.7 識別記号 FI テーマコート゛(参考) E02D 27/34 E02D 27/34 Z Fターム(参考) 2D040 AB05 AB14 BA08 BB03 BD05 CA01 CB03 2D041 AA02 BA12 BA13 BA22 BA35 CA03 CA05 CB04 DB02 DB03 FA02 FA03 2D046 CA01 CA04 DA18 2D050 AA03 AA06 CA01 CA02 CA05 CB08 Front page continuation (51) Int.Cl. 7 Identification code FI theme code (reference) E02D 27/34 E02D 27/34 ZF term (reference) 2D040 AB05 AB14 BA08 BB03 BD05 CA01 CB03 2D041 AA02 BA12 BA13 BA22 BA35 CA03 CA05 CB04 DB02 DB03 FA02 FA03 2D046 CA01 CA04 DA18 2D050 AA03 AA06 CA01 CA02 CA05 CB08

Claims (13)

【特許請求の範囲】[Claims] 【請求項1】 地上構造物の直下に形成する基礎ベース
と該地上構造物を支持する沈下抑制杭とで形成される構
造体であって、前記沈下抑制杭は、少なくとも上端部に
1つ又は複数の突起部、及び/又は拡頭部を形成してな
り、前記沈下抑制杭の前記突起部の少なくとも1つ、及
び/又は拡頭部を、前記基礎ベース内に埋設したことを
特徴とする沈下抑制構造体。
1. A structure comprising a foundation base formed immediately below a ground structure and a subsidence suppressing pile supporting the above-ground structure, wherein the subsidence suppressing pile is at least one at an upper end portion or A plurality of protrusions and / or expansion heads are formed, and at least one of the protrusions and / or expansion heads of the subsidence prevention pile is embedded in the foundation base. Structure.
【請求項2】 地上構造物の直下に形成する基礎ベース
と該地上構造物を支持する沈下抑制杭とで形成される構
造体であって、地盤の上層に形成した地盤改良体の上部
に前記基礎ベースを形成し、前記沈下抑制杭は、少なく
とも上端部に1つ又は複数の突起部、及び/又は拡頭部
を形成してなり、前記沈下抑制杭の前記突起部の少なく
とも1つ及び/又は拡頭部を、前記地盤改良体内に埋設
したことを特徴とする沈下抑制構造体。
2. A structure comprising a foundation base formed immediately below a ground structure and a subsidence prevention pile supporting the above-ground structure, wherein the structure is provided above the ground improvement body formed in the upper layer of the ground. A foundation base is formed, and the subsidence suppressing pile has at least one upper end portion with one or a plurality of protrusions, and / or an expanded head portion, and at least one of the protrusions of the settlement suppressing pile and / or A subsidence suppressing structure characterized in that a widening head is embedded in the ground improvement body.
【請求項3】 複数本の沈下抑制杭を使用し、前記隣接
する沈下抑制杭を、少なくとも2本ずつ固定具で結合し
たことを特徴とする請求項1又は2記載の沈下抑制構造
体。
3. The settlement suppressing structure according to claim 1, wherein a plurality of settlement suppressing piles are used, and at least two adjacent settlement suppressing piles are connected by a fixture.
【請求項4】 沈下抑制杭と併用して、地盤下部の支持
地盤まで埋設される支持杭とを埋設して、該支持杭の杭
頭部を基礎ベースを介して地上構造物に接合したこと特
徴とする請求項1乃至請求項3に記載の沈下抑制構造
体。
4. A supporting pile which is buried up to a supporting ground at a lower part of the ground in combination with the subsidence suppressing pile, and the pile head of the supporting pile is joined to a ground structure through a foundation base. The settlement suppressing structure according to claim 1, wherein the settlement suppressing structure is characterized in that:
【請求項5】 以下の工程により構築することを特徴と
する沈下抑制構造体の構築方法。 (1) 沈下抑制杭を、少なくとも上端部に1つ又は複数の
突起部、及び/又は拡頭部を形成して構成する。 (2) 前記沈下抑制杭を、上端部を地盤上に露出するよう
に、地盤中に埋設する。 (3) 前記沈下抑制杭の上端部に、硬化性材料により基礎
ベースを構築し、前記沈下抑制杭の前記突起部の少なく
とも1つ、及び/又は拡頭部を、前記基礎ベース内に埋
設して、沈下抑制構造体を構築する。
5. A method for constructing a subsidence suppressing structure, comprising constructing according to the following steps. (1) The subsidence suppressing pile is formed by forming at least one upper end portion with one or a plurality of protrusions and / or an enlarged head. (2) The settlement suppressing pile is embedded in the ground so that the upper end of the pile is exposed above the ground. (3) At the upper end of the subsidence suppressing pile, a foundation base is constructed with a curable material, and at least one of the protrusions of the subsidence suppressing pile and / or an expanded head is embedded in the foundation base. , Construct a settlement control structure.
【請求項6】 沈下抑制杭の上端部の地盤上への露出
は、予め上端部が露出するように埋設し、あるいは、地
盤内に埋設した沈下抑制杭の上端部を、周辺地盤を根切
りすることにより露出することを特徴とする請求項5記
載の沈下抑制構造体の構築方法。
6. The exposure of the upper end of the subsidence suppressing pile to the ground is carried out by previously burying the upper end of the subsidence suppressing pile, or cutting the upper end of the subsidence suppressing pile buried in the ground from the surrounding ground. The method for constructing a subsidence suppressing structure according to claim 5, wherein the subsidence suppressing structure is exposed.
【請求項7】 以下の工程により構築することを特徴と
する沈下抑制構造体の構築方法。 (1) 沈下抑制杭を、少なくとも上端部に1つ又は複数の
突起部、及び/又は拡頭部を形成して構成する。 (2) 地盤上層に、所定深さの地盤改良体を構築する。 (3) 前記沈下抑制杭を、前記地盤改良体を貫通して地盤
内に埋設し、記沈下抑制杭の上端部で、前記突起部の少
なくとも1つ、及び/又は拡頭部を、前記地盤改良体内
に位置させる。 (3) 前記地盤改良体の上方に、基礎ベースを構築し、基
礎ベース、地盤改良体、前記沈下抑制杭の上端部を一体
化して、沈下抑制構造体を構築する。
7. A method for constructing a subsidence suppressing structure, which is constructed by the following steps. (1) The subsidence suppressing pile is formed by forming at least one upper end portion with one or a plurality of protrusions and / or an enlarged head. (2) Build a ground improvement body with a predetermined depth in the upper layer of the ground. (3) The subsidence suppressing pile is embedded in the ground by penetrating the ground improvement body, and at least one of the protrusions and / or the head portion is formed at the upper end of the subsidence suppressing pile to improve the ground. Located in the body. (3) A foundation base is constructed above the ground improvement body, and the foundation base, the soil improvement body, and the upper ends of the settlement suppression piles are integrated to construct a settlement suppression structure.
【請求項8】 以下の工程により構築することを特徴と
する沈下抑制構造体の構築方法。 (1) 沈下抑制杭を、少なくとも上端部に1つ又は複数の
突起部、及び/又は拡頭部を形成して構成する。 (2) 地盤内に、前記沈下抑制杭を埋設し、前記沈下抑制
杭の上端部を予め露出し、あるいは埋設後に周辺地盤を
根切りして露出する。 (3) 地盤上に地盤改良体を形成し、前記沈下抑制杭の上
端部で露出した、前記突起部の少なくとも1つ、及び/
又は拡頭部を、埋設するように、地盤改良体を構築す
る。 (4) 前記地盤改良体の上方に、基礎ベースを構築し、基
礎ベース、地盤改良体、前記沈下抑制杭の上端部を一体
化して、沈下抑制構造体を構築する。
8. A method for constructing a subsidence suppressing structure, comprising constructing according to the following steps. (1) The subsidence suppressing pile is formed by forming at least one upper end portion with one or a plurality of protrusions and / or an enlarged head. (2) The subsidence suppressing pile is buried in the ground, and the upper end portion of the subsidence suppressing pile is exposed in advance, or the surrounding ground is cut off and exposed after being buried. (3) At least one of the protrusions, which is formed by forming a ground improvement body on the ground and is exposed at the upper end portion of the settlement suppressing pile, and / or
Alternatively, the ground improvement body is constructed so as to bury the expanded head. (4) A foundation base is constructed above the ground improvement body, and the foundation base, the soil improvement body, and the upper ends of the settlement suppression piles are integrated to construct a settlement suppression structure.
【請求項9】 並列した複数本の沈下抑制杭を、予め固
定具で連結し、連結した沈下抑制杭をまとめて同時に埋
設することを特徴とする請求項5乃至請求項8記載の沈
下抑制構造体の構築方法。
9. The subsidence suppressing structure according to claim 5, wherein a plurality of juxtaposed subsidence suppressing piles are connected in advance by a fixture, and the connected subsidence suppressing piles are collectively buried at the same time. How to build a body.
【請求項10】 複数本の独立した沈下抑制杭又は複数
本の連結した沈下抑制杭を埋設した後、並列した複数本
の沈下抑制杭を固定具で連結することを特徴とする請求
項5乃至請求項8記載の沈下抑制構造体の構築方法。
10. The method according to claim 5, wherein a plurality of independent subsidence suppressing piles or a plurality of connected subsidence suppressing piles are buried, and then a plurality of juxtaposed subsidence suppressing piles are connected by a fixture. The method for constructing the settlement suppressing structure according to claim 8.
【請求項11】 杭本体の上端部であって、基礎ベース
又は地盤改良体内に埋設される部分に、1つ又は複数の
突起部、及び/又は拡頭部を形成したことを特徴とする
沈下抑制杭。
11. Settling suppression, characterized in that one or a plurality of protrusions and / or expanded heads are formed in the upper end of the pile body, which is embedded in the foundation base or ground improvement body. Pile.
【請求項12】 杭本体の下端部に、軸の周りに回転す
ることにより、地盤の掘削ができる先端金具を取り付け
て構成したことを特徴とする請求項11記載の沈下抑制
杭。
12. The subsidence suppressing pile according to claim 11, wherein a tip end fitting capable of excavating the ground by being rotated around an axis is attached to a lower end portion of the pile main body.
【請求項13】 先端金具は、杭本体の軸部径以上の大
きさに形成したことを特徴とする請求項12記載の沈下
抑制杭。
13. The settlement suppressing pile according to claim 12, wherein the tip fitting is formed to have a size equal to or larger than a shaft portion diameter of the pile main body.
JP2002089701A 2002-03-27 2002-03-27 Subsidence suppression structure, construction method of settlement suppression structure Expired - Lifetime JP4029191B2 (en)

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JP2011236705A (en) * 2010-05-13 2011-11-24 Shimizu Corp Foundation structure of structure and method of constructing the same
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WO2005090689A1 (en) * 2004-03-20 2005-09-29 Ext Co., Ltd. Pile with an extended head and working method of the same
US7578637B2 (en) 2004-03-20 2009-08-25 Ki-yong Song Pile with an extended head and working method of its operation
JP2006257749A (en) * 2005-03-17 2006-09-28 Geotop Corp Pile foundation structure
JP4562558B2 (en) * 2005-03-17 2010-10-13 ジャパンパイル株式会社 Pile foundation structure
JP2006307462A (en) * 2005-04-27 2006-11-09 Takenaka Komuten Co Ltd Pile foundation structure
JP4722540B2 (en) * 2005-04-27 2011-07-13 株式会社竹中工務店 Pile foundation structure
JP2011236705A (en) * 2010-05-13 2011-11-24 Shimizu Corp Foundation structure of structure and method of constructing the same
WO2012114529A1 (en) * 2011-02-27 2012-08-30 株式会社新生工務 Method for reinforcing piling, and piling
CN102561334A (en) * 2011-12-30 2012-07-11 周兆弟 Assembly type deformable pile and assembling method thereof
CN102561334B (en) * 2011-12-30 2015-02-25 周兆弟 Assembly type deformable pile and assembling method thereof
JP2014066010A (en) * 2012-09-24 2014-04-17 Chiyoda Geotech Co Ltd Method of ground improvement around pile head
JP2017179904A (en) * 2016-03-30 2017-10-05 株式会社熊谷組 Support structure of structure and reinforcement method of pile foundation structure

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