JP2006077447A - Foundation structure of construction - Google Patents

Foundation structure of construction Download PDF

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JP2006077447A
JP2006077447A JP2004261980A JP2004261980A JP2006077447A JP 2006077447 A JP2006077447 A JP 2006077447A JP 2004261980 A JP2004261980 A JP 2004261980A JP 2004261980 A JP2004261980 A JP 2004261980A JP 2006077447 A JP2006077447 A JP 2006077447A
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foundation
pile
ground improvement
settlement
subsidence
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Toru Watanabe
渡邊  徹
Toshimasa Nagao
俊昌 長尾
Masato Mashima
正人 真島
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Taisei Corp
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Taisei Corp
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<P>PROBLEM TO BE SOLVED: To provide a foundation structure of a construction excellent in economical efficiency and workability capable of ensuring predetermined bearing capacity for supporting the construction and, at the same time, suppressing or decreasing differential settlement in the ground having a surface layer of a soft ground. <P>SOLUTION: In the foundation structure 1 of a building 5 constituted of an independent footing 2, a settlement prevention pile 3 constructed to the lower part of the independent footing 2 and columnar ground improvement bodies 4, to one settlement prevention piles 3 at least two columnar ground improvement bodies 4 are arranged to positions opposed to each other at an interval by holding the settlement prevention pile 3. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

本発明は、軟弱地盤における構造物の基礎構造に関する。   The present invention relates to a basic structure of a structure in soft ground.

直接基礎により上部構造物の荷重を支持できるが、不同沈下等が生じる恐れがある地盤には、直接基礎と摩擦杭とを併用したパイルドラフト基礎が採用されている。   Piled raft foundations that use both direct foundations and friction piles are used for the ground that can support the load of the superstructure by direct foundations, but where there is a risk of uneven settlement.

ところが、パイルドラフト基礎は、原則として直接基礎による支持力の確保が前提となるため、基礎スラブ直下に軟弱層が存在する場合には、構造物下部とその周囲の全面を地盤改良して所定の支持力を確保する必要があった。このため、地盤改良に要する費用が嵩み、不経済となっていた。
また、このような地盤における構造物の基礎構造として先端支持杭基礎(以下、単に「杭基礎」と呼ぶ場合がある)を適用する場合もあるが、支持層が深い場合には長尺の杭が必要となり、施工に手間がかかるとともに不経済であった。
However, since the piled raft foundation is in principle premised on securing the bearing capacity by the direct foundation, if there is a soft layer directly under the foundation slab, the lower part of the structure and the entire area around it will be improved to the prescribed level. It was necessary to secure support. For this reason, the cost required for ground improvement is increased, which is uneconomical.
In addition, a tip support pile foundation (hereinafter sometimes simply referred to as “pile foundation”) may be applied as the foundation structure of such a structure in the ground, but if the support layer is deep, a long pile Was necessary, and it took time and labor for the construction and was uneconomical.

このような、構造物の直下に軟弱地盤層が存在する地盤において、構造物に対する地盤の支持力を確保し、不同沈下を抑止することが可能な基礎構造として、図4に示すように、建物15の直下の地盤に、壁状でかつ平面格子状の地盤改良体14を構築し、その壁状の地盤改良体14の交点に沈下抑止杭13を構築した基礎構造11(特許文献1参照)や、図5に示すように、建物25の各柱脚部の基礎スラブ22の直下地盤に、建物25の支持が可能な耐力が確保できる深さの地盤改良体24を構築するとともに、沈下抑止杭23を配置する、基礎構造21(特許文献2参照)等が開発されている。
特開平01−290824号公報(第2頁−第3頁、図2−図3) 特許第3401567号公報([0009]−[0014]、図1−図2)
As shown in FIG. 4, as a basic structure capable of securing the ground supporting force for the structure and suppressing the uneven settlement in the ground where the soft ground layer exists directly under the structure, A base structure 11 in which a wall-like and planar grid-like ground improvement body 14 is constructed on the ground immediately below 15 and a settlement suppression pile 13 is constructed at the intersection of the wall-like ground improvement body 14 (see Patent Document 1). In addition, as shown in FIG. 5, a ground improvement body 24 having a depth capable of securing a strength capable of supporting the building 25 is constructed on the foundation base plate of the foundation slab 22 of each column base portion of the building 25, and settlement is suppressed. The foundation structure 21 (refer patent document 2) etc. which arrange | position the pile 23 are developed.
Japanese Patent Laid-Open No. 01-290824 (page 2 to page 3, FIG. 2 to FIG. 3) Japanese Patent No. 3401567 ([0009]-[0014], FIGS. 1-2)

ところが、前記の各基礎構造11,21は、地盤改良体14,24と沈下抑止杭13,23とを、同一の位置に形成するため、下記に示すような問題点を有していた。
つまり、沈下抑止杭13,23を地中に配置した後に、地盤改良を行う場合は、地盤の掘削や、撹拌混合の際に、掘削機や撹拌混合機により沈下抑止杭13,23を破損することがないように施工を行う必要があり、手間がかかる。また、実際には、地盤改良体14,24と沈下抑止杭13,23との間に隙間が生じるため、施工された地盤改良体14,24による支持力は、設計値より小さくなる場合があった。
また、地盤改良を行った後、沈下抑止杭13,23を施工する場合は、地中に一体に構築された地盤改良体14,24を破壊して沈下抑止杭13,23を打設するため、その施工が困難なうえ、所定の支持力が確保できない場合があった。
However, each of the foundation structures 11 and 21 has the following problems because the ground improvement bodies 14 and 24 and the settlement subsidence piles 13 and 23 are formed at the same position.
That is, when the ground improvement is performed after the subsidence suppression piles 13 and 23 are disposed in the ground, the subsidence suppression piles 13 and 23 are damaged by the excavator or the agitation mixer when the ground is excavated or agitated and mixed. It is necessary to carry out the construction so that it does not occur. Further, in practice, since a gap is generated between the ground improvement bodies 14 and 24 and the settlement prevention piles 13 and 23, the supporting force by the ground improvement bodies 14 and 24 applied may be smaller than the design value. It was.
In addition, when subsidence suppression piles 13 and 23 are constructed after ground improvement, the subsidence suppression piles 13 and 23 are placed by destroying the ground improvement bodies 14 and 24 constructed integrally in the ground. In some cases, the construction is difficult and a predetermined supporting force cannot be secured.

また、前者の壁状でかつ平面格子状に行った地盤改良体14と沈下抑止杭13とを併用した基礎構造11は、建物15の直下の軟弱地盤層の地盤改良体14を、格子状に形成することにより、その地盤改良体14の体積を小さくするものであるが、液状化対策を兼ねることから、当該軟弱地盤層の層厚が厚い場合には、地盤改良土量が多くなり、不経済となる場合があった。
一方、後者の建物25の柱脚部直下地盤において、地盤改良体24と沈下抑止杭23とを併用する基礎構造21は、柱脚部の基礎スラブ22の直下の地盤全面を地盤改良することにより、支持力を付与するものであるため、基礎スラブ22の形状によっては、地盤改良土量が多くなり、また、改良深度が深くなると施工が大掛かりとなるため、不経済となる場合があった。
Moreover, the foundation structure 11 which used the ground improvement body 14 and the subsidence suppression pile 13 which carried out the former wall-like and planar grid | lattice form in combination with the ground improvement body 14 of the soft ground layer directly under the building 15 in a grid | lattice form. By forming it, the volume of the ground improvement body 14 is reduced, but it also serves as a countermeasure for liquefaction. Therefore, when the soft ground layer is thick, the amount of ground improvement soil increases, There was a case where it became an economy.
On the other hand, the foundation structure 21 that uses the ground improvement body 24 and the settlement subsidence pile 23 in the foundation base directly below the column base of the latter building 25 is improved by improving the ground directly below the foundation slab 22 of the column base. Since the support force is imparted, depending on the shape of the foundation slab 22, the amount of ground improvement soil increases, and when the improvement depth becomes deep, the construction becomes large, which may be uneconomical.

本発明は、前記の問題点を解決するためになされたものであり、表層が軟弱地盤からなる地盤において、構造物を支持するための所定の支持力を確保するとともに、不同沈下を抑止あるいは低減することが可能な、経済的且つ施工性に優れた構造物の基礎構造を提供することを課題とする。   The present invention has been made to solve the above-mentioned problems, and in a ground whose surface layer is made of soft ground, while ensuring a predetermined supporting force for supporting a structure, it suppresses or reduces uneven settlement. It is an object of the present invention to provide a foundation structure of a structure that can be economically and excellent in workability.

前記課題を解決するために、請求項1に記載の発明は、基礎スラブと、前記基礎スラブの下部に構築された沈下抑止杭及び柱状地盤改良体と、から構成された構造物の基礎構造であって、前記沈下抑止杭と、前記柱状地盤改良体とは、間隔を有して配設されていることを特徴としている。   In order to solve the above-mentioned problem, the invention according to claim 1 is a basic structure of a structure composed of a foundation slab, and a settlement suppression pile and a columnar ground improvement body constructed at a lower part of the foundation slab. And the said subsidence suppression pile and the said columnar ground improvement body are arrange | positioned with the space | interval, It is characterized by the above-mentioned.

かかる構造物の基礎構造は、直接基礎では支持力を確保することができない軟弱層が存在する地盤において、柱状地盤改良体の周辺地盤との周面摩擦力と先端地盤の抵抗力により、上載される構造物荷重に対する地盤の支持力を確保するとともに、地盤の沈下等により上部構造物に生じる不同沈下を沈下抑止杭により抑止あるいは低減するため、安定した基礎構造を構築することを可能としている。
つまり、当該構造物の基礎構造は、基礎スラブの直下に軟弱層が存在する地盤においても、基礎スラブ直下の全面地盤改良や、長尺の支持杭を使用する必要がないため、経済的で施工性に優れた、安全な基礎を構築することを可能としている。
ここで、基礎スラブとは、構造物の荷重を地盤に伝えるために設けられる直接基礎の構造部分であり、べた基礎等のスラブ部分、独立フーチングや連続フーチング等のフーチング基礎のフーチング部分を含む。
The foundation structure of such a structure is mounted on the ground where there is a soft layer where the bearing capacity cannot be secured with the direct foundation, due to the peripheral frictional force with the surrounding ground of the columnar ground improvement body and the resistance force of the tip ground. In addition to securing the supporting force of the ground with respect to the structural load, it is possible to construct a stable foundation structure because the subsidence piles inhibit or reduce the uneven settlement that occurs in the upper structure due to ground subsidence.
In other words, the foundation structure of the structure is economical and easy to construct because it is not necessary to improve the entire ground directly under the foundation slab or use long support piles even in the ground where there is a soft layer directly under the foundation slab. This makes it possible to build a safe and secure foundation.
Here, the foundation slab is a structure portion of a direct foundation provided to transmit the load of the structure to the ground, and includes a slab portion such as a solid foundation and a footing portion of a footing foundation such as an independent footing or a continuous footing.

また、請求項2に記載の発明は、請求項1に記載の構造物の基礎構造であって、前記柱状地盤改良体は、前記沈下抑止杭の周囲において、間隔をあけて配設されていることを特徴としている。   Moreover, invention of Claim 2 is the basic structure of the structure of Claim 1, Comprising: The said columnar ground improvement body is arrange | positioned at intervals around the said subsidence suppression pile. It is characterized by that.

かかる構造物の基礎構造は、柱状地盤改良体が沈下抑止杭の周囲において、所定の間隔を有しているため、施工の際に、お互いを損傷することがなく、設計された支持力が確実に確保される。また、各柱状地盤改良体と沈下抑止杭とは、間隔を確保した状態で形成されているため、その周面面積を広く確保することが可能となり、小断面で大きな支持力や沈下剛性を確保することができ、経済性に優れている。   The basic structure of such a structure is that the columnar ground improvement body has a predetermined interval around the settlement subsidence pile, so that the designed support force is ensured without damaging each other during construction. Secured. In addition, each columnar ground improvement body and subsidence prevention piles are formed in a state of ensuring a gap, so it is possible to secure a large area of the peripheral surface, ensuring a large bearing capacity and subsidence rigidity with a small cross section. Can be economical.

また、請求項3に記載の発明は、基礎スラブと、前記基礎スラブの下部に構築された少なくとも1本の沈下抑止杭と、前記基礎スラブの下部に構築された少なくとも2本の柱状地盤改良体と、から構成された構造物の基礎構造であって、前記柱状地盤改良体は、前記沈下抑止杭の周囲において、間隔をあけて配設されていることを特徴としている。   The invention according to claim 3 is the foundation slab, at least one settlement restraining pile constructed at the lower part of the foundation slab, and at least two columnar ground improvement bodies constructed at the lower part of the foundation slab. The columnar ground improvement body is characterized in that it is arranged at intervals around the settlement settlement pile.

かかる構造物の基礎構造は、基礎スラブの下部において、所定の位置に複数の沈下抑止杭が配設されており、且つ、複数の柱状地盤改良体が間隔をあけて配設されているため、基礎スラブの下部全体を改良するのではなく、構造物の支持力を確保するために必要なだけ、地盤改良するため、経済性に優れている。また、沈下抑止杭により、不同沈下を抑止あるいは低減するため、安全性にも優れている。
特に、連続フーチング基礎において、当該連続フーチングの下部に、不同沈下を抑止するために所定の位置に複数の沈下抑止杭が配設されており、且つ、所定の間隔を有して複数の柱状地盤改良体を配設されていれば、十分な支持力を有し、且つ不同沈下も抑止する安全な構造物を提供することが可能となり、好適である。
In the lower part of the foundation slab, the foundation structure of such a structure is provided with a plurality of settlement restraining piles at predetermined positions, and a plurality of columnar ground improvement bodies are arranged at intervals. Rather than improving the entire lower part of the foundation slab, the ground is improved as much as necessary to secure the support of the structure. In addition, because the settlement subsidence pile suppresses or reduces uneven settlement, it is excellent in safety.
In particular, in a continuous footing foundation, a plurality of subsidence suppression piles are disposed at predetermined positions in order to suppress inhomogeneous subsidence at the bottom of the continuous footing, and a plurality of columnar grounds with predetermined intervals. If the improved body is disposed, it is possible to provide a safe structure that has a sufficient supporting force and suppresses uneven settlement.

また、請求項4に記載の発明は、請求項3に記載の構造物の基礎構造であって、1本の前記沈下抑止杭に対して、少なくとも2本の前記柱状地盤改良体が、前記沈下抑止杭を挟んで相対する位置に配設されていることを特徴としている。   Moreover, invention of Claim 4 is a basic structure of the structure of Claim 3, Comprising: At least two said columnar ground improvement bodies are said subsidence with respect to one said subsidence prevention pile. It is characterized by being arranged at opposing positions across the deterrent pile.

かかる構造物の基礎構造は、1本の沈下抑止杭に対して、柱状地盤改良体が挟むように配設されているため、そのバランスがよい。
特に、独立フーチング基礎において、各独立フーチングの下部中央に沈下抑止杭を1本配設して、その独立フーチング下部において、沈下抑止杭の周囲に複数の柱状地盤改良体が沈下抑止杭を挟むように配設すれば、十分な支持力を有し、且つ不同沈下も抑止する安全な構造物を提供することが可能となり、好適である。
Since the foundation structure of such a structure is disposed so that the columnar ground improvement body is sandwiched with respect to one settlement suppression pile, the balance thereof is good.
In particular, in the independent footing foundation, one subsidence suppression pile is arranged at the lower center of each independent footing, and a plurality of columnar ground improvement bodies sandwich the subsidence suppression pile around the subsidence suppression pile at the bottom of the independent footing. It is possible to provide a safe structure that has a sufficient supporting force and suppresses uneven settlement, which is preferable.

また、請求項5に記載の発明は、請求項1乃至請求項4のいずれか1項に記載の構造物の基礎構造であって、前記沈下抑止杭は、前記構造物に発生する不同沈下量が許容範囲内に収まるように、当該沈下抑止杭の周面と地盤との周面摩擦抵抗、ならびに先端抵抗を考慮して、圧縮強度、直径及び長さが定められていることを特徴としている。   The invention according to claim 5 is the basic structure of the structure according to any one of claims 1 to 4, wherein the settlement restraining pile is a non-uniform settlement amount generated in the structure. Compressive strength, diameter and length are determined in consideration of the peripheral frictional resistance between the peripheral surface of the subsidence suppression pile and the ground, and the tip resistance so that it falls within the allowable range. .

かかる構造物の基礎構造は、構造物の荷重を支持可能に柱状地盤改良体を構築するため、常時の支持力は、柱状地盤改良体と基礎スラブにより発現し、沈下抑止杭により不同沈下が低減される構成の安全な構造物が提供される。つまり、当該構造物の基礎構造は、設計上、柱状地盤改良体により改良された地盤上に形成された基礎スラブによる直接基礎構造とみなし、この基礎スラブに加えて、沈下抑止杭により即時沈下等に対する耐力が付与される構造である。   Since the foundation structure of such a structure builds a columnar ground improvement body that can support the load of the structure, the normal bearing force is expressed by the columnar ground improvement body and the foundation slab, and the uneven settlement is reduced by the settlement suppression pile. A safe structure of the construction is provided. In other words, the foundation structure of the structure is considered to be a direct foundation structure by the foundation slab formed on the ground improved by the columnar ground improvement body by design, and in addition to this foundation slab, immediate settlement etc. It is a structure to which the proof stress is given.

ここで、柱状地盤改良体は、通常の噴射式地盤改良工法により簡易に断面円形の柱状地盤改良体が形成されることが可能となる。   Here, the columnar ground improvement body can be easily formed into a columnar ground improvement body having a circular cross section by a normal injection type ground improvement method.

本発明により、表層が軟弱地盤からなる地盤において、構造物を支持するための所定の支持力を確保するとともに、不同沈下を低減することが可能な、経済的且つ施工性に優れた構造物の基礎構造を構築することが可能となる。   According to the present invention, in the ground whose surface layer is soft ground, while ensuring a predetermined supporting force for supporting the structure, it is possible to reduce the uneven settlement, economical and excellent workability of the structure It becomes possible to build the foundation structure.

以下、本発明の好適な実施の形態について、図面を参照して説明する。なお、説明において、同一要素には同一の符号を用い、重複する説明は省略する。
ここで、図1は、第1の実施の形態に係る基礎構造を有した構造物を示す図であり、(a)は構造物全体の正面図、(b)は基礎構造の平断面図である。また、図2は、第2の実施の形態に係る基礎構造を有した構造物を示す図であり、(a)は構造物全体の正面図、(b)は基礎構造の平断面図である。また、図3は、第3の実施の形態に係る基礎構造を有した構造物を示す図であり、(a)は構造物全体の正面図、(b)は基礎構造の平断面図である。
DESCRIPTION OF EXEMPLARY EMBODIMENTS Hereinafter, preferred embodiments of the invention will be described with reference to the drawings. In the description, the same reference numerals are used for the same elements, and duplicate descriptions are omitted.
Here, FIG. 1 is a figure which shows the structure with the foundation structure which concerns on 1st Embodiment, (a) is a front view of the whole structure, (b) is a plane sectional view of a foundation structure. is there. Moreover, FIG. 2 is a figure which shows the structure with the foundation structure which concerns on 2nd Embodiment, (a) is a front view of the whole structure, (b) is a plane sectional view of a foundation structure. . FIGS. 3A and 3B are diagrams showing a structure having a foundation structure according to the third embodiment. FIG. 3A is a front view of the entire structure, and FIG. 3B is a plan sectional view of the foundation structure. .

<第1の実施の形態>
第1の実施の形態(以下、単に「第1実施形態」という場合がある)に係る基礎構造は、図1に示すように、ビル等の建物5を支持するために構築された、独立フーチング(基礎スラブ)2と、この独立フーチング2の下部に構築された沈下抑止杭3及び柱状地盤改良体4とから構成された基礎構造1である。
<First Embodiment>
The basic structure according to the first embodiment (hereinafter may be simply referred to as “first embodiment”) is an independent footing constructed to support a building 5 such as a building as shown in FIG. This is a foundation structure 1 composed of (foundation slab) 2 and a settlement subsidence pile 3 and a columnar ground improvement body 4 constructed at the bottom of the independent footing 2.

図1(a)に示すように、第1実施形態に係る基礎構造1は、N値が0〜5の第1土層S1の下に、N値が10〜25の第2土層S2が堆積し、その下にN値が30以上で、いわゆる支持層である第3土層S3を有する地盤上に形成される建物5の基礎構造1であり、第1土層S1の支持力が弱いために、直接基礎では十分な支持力を得ることができず、また、第2土層S2の層厚が厚いために、杭基礎では杭長が長くなり、不経済となる地盤に適用されている。   As shown to Fig.1 (a), the foundation structure 1 which concerns on 1st Embodiment has 2nd soil layer S2 whose N value is 10-25 under 1st soil layer S1 whose N value is 0-5. It is the foundation structure 1 of the building 5 that is deposited on the ground having a third soil layer S3 that is a so-called support layer and that has an N value of 30 or more underneath, and the support force of the first soil layer S1 is weak For this reason, sufficient support force cannot be obtained directly on the foundation, and because the layer thickness of the second soil layer S2 is thick, the pile foundation is long and applied to the ground which is uneconomical. Yes.

図1(b)に示すように、基礎構造1は、各独立フーチング2の下部において、1本ずつその中央に沈下抑止杭3が配設されており、その周囲に少なくとも2本の柱状地盤改良体4が間隔をあけて沈下抑止杭3を挟んで相対する位置に配設されている。   As shown in FIG. 1 (b), the foundation structure 1 is provided with a settlement restraining pile 3 at the center of each independent footing 2 at the bottom, and at least two columnar ground improvements around it. The bodies 4 are arranged at positions facing each other with the settlement restraining pile 3 interposed therebetween.

ここで、沈下抑止杭3は、建物5に発生する不同沈下量が許容範囲内に収まるように、当該沈下抑止杭3の周面と地盤との周面摩擦抵抗3a、ならびに先端抵抗3bを考慮して、圧縮強度、直径及び長さが定められており、第1実施形態では、第2土層の略中央付近まで挿入されている。   Here, the subsidence suppression pile 3 considers the peripheral frictional resistance 3a between the peripheral surface of the subsidence suppression pile 3 and the ground and the tip resistance 3b so that the amount of uneven subsidence occurring in the building 5 is within an allowable range. And compression strength, a diameter, and length are defined, and it is inserted to the approximate center vicinity of the 2nd soil layer in a 1st embodiment.

なお、沈下抑止杭3は、所定の圧縮強度、直径及び長さを有するものであれば限定されるものではなく、例えば、既製コンクリート杭、場所打ちコンクリート杭、鋼管杭、セメントと土との混合体(以下「ソイルセメント」という)、鋼管杭とソイルセメントとの合成杭であってもよい。また、沈下抑止杭3の施工方法も限定されるものではなく、既製杭の打撃工法やバイブロハンマ工法、鋼管杭の鋼管中掘り工法等、公知の工法から適宜選定して行えばよい。   The settlement suppression pile 3 is not limited as long as it has a predetermined compressive strength, diameter, and length. For example, ready-made concrete piles, cast-in-place concrete piles, steel pipe piles, and a mixture of cement and soil It may be a body (hereinafter referred to as “soil cement”), a synthetic pile of steel pipe pile and soil cement. Moreover, the construction method of the subsidence suppression pile 3 is not limited, and may be appropriately selected from known construction methods such as a hitting method of a ready-made pile, a vibratory hammer construction method, a steel pipe pile excavation method, and the like.

また、柱状地盤改良体4は、建物5や独立フーチング2等からなる自重と、当該柱状地盤改良体4の周面と地盤との周面摩擦抵抗4a、ならびに先端抵抗4bを考慮して、圧縮強度、直径、長さ及び本数が定められており、第1実施形態では、沈下抑止杭3よりも大きな直径で、第2土層にその先端が挿入される長さを有している。   Further, the columnar ground improvement body 4 is compressed in consideration of the own weight of the building 5, the independent footing 2, etc., the peripheral friction resistance 4a between the peripheral surface of the columnar ground improvement body 4 and the ground, and the tip resistance 4b. The strength, diameter, length, and number are determined. In the first embodiment, the diameter is larger than that of the settlement settlement pile 3 and the length is inserted into the second soil layer.

第1実施形態に係る柱状地盤改良体4は、公知の噴射式地盤改良工法により、地中に固化材を噴射して、現地地盤と撹拌混合することにより断面円形に形成されている。ここで、柱状地盤改良体の構築方法は前記の方法に限定されるものではなく、例えば、機械式撹拌工法等により原位置にて柱状地盤改良体を構築するなど、公知の工法から適宜選定して行えばよい。   The columnar ground improvement body 4 which concerns on 1st Embodiment is formed in the cross-sectional circle shape by inject | pouring a solidification material into the ground by the well-known injection type ground improvement construction method, and stirring and mixing with the local ground. Here, the method for constructing the columnar ground improvement body is not limited to the above-mentioned method. For example, the columnar ground improvement body is appropriately selected from known construction methods such as constructing the columnar ground improvement body in-situ by a mechanical stirring method or the like. Just do it.

基礎構造1の構築は、沈下抑止杭3と柱状地盤改良体4を配置した後、その上方に独立フーチング2を構築することにより行う。ここで、沈下抑止杭3と柱状地盤改良体4の施工順序は限定されるものではなく、現地の状況や、施工機械の配置及び搬入時期等を考慮して、適宜決定するものとする。   The foundation structure 1 is constructed by arranging the subsidence restraint pile 3 and the columnar ground improvement body 4 and then constructing the independent footing 2 above it. Here, the construction order of the settlement subsidence pile 3 and the columnar ground improvement body 4 is not limited, and is determined as appropriate in consideration of the local situation, the arrangement and delivery time of construction machines, and the like.

第1実施形態に係る基礎構造1は、柱状地盤改良体4により建物5等の鉛直支持力を確保して、沈下抑止杭3により構造物の不同沈下量を所定範囲内に低減するため、その支持機能と沈下低減機能を有しており、安全な構造物を、比較的安価に構築することが可能となる。   The foundation structure 1 according to the first embodiment secures the vertical support force of the building 5 and the like by the columnar ground improvement body 4 and reduces the amount of unsettled settlement of the structure within a predetermined range by the settlement suppression pile 3. Since it has a support function and a settlement reduction function, a safe structure can be constructed at a relatively low cost.

つまり、従来の基礎構造(図5参照)では、第1土層S1のような軟弱層に対しては、基礎スラブ22の下部の軟弱層全体を地盤改良していたことにより、その費用が嵩み、施工期間も長くなっていたのに対し、第1実施形態に係る基礎構造1では、所定の間隔を有して配設された複数本の柱状地盤改良体4の周面摩擦抵抗4aと先端抵抗4bにより支持する構成なため、地盤改良土量の削減と施工期間の短縮により、大幅に費用を削減することが可能となった。   That is, in the conventional foundation structure (see FIG. 5), the cost of the soft layer such as the first soil layer S1 is increased because the entire soft layer below the foundation slab 22 has been improved. However, in the foundation structure 1 according to the first embodiment, the circumferential friction resistance 4a of the plurality of columnar ground improvement bodies 4 arranged with a predetermined interval is used. Since the structure is supported by the tip resistance 4b, the cost can be greatly reduced by reducing the amount of ground improvement soil and the construction period.

また、基礎スラブ2の下部の地盤改良を複数本の柱状地盤改良体4を間隔をあけて配置する構成としたため、柱状地盤改良体4の周面摩擦抵抗4aによる支持力が大きくなり、基礎スラブ2の下部の全体を地盤改良する場合と同等の支持力を、少ない地盤改良により発現することが可能となった。
また、沈下抑止杭3も、その周面摩擦抵抗3aと先端抵抗3bにより、その杭径、杭長や本数等を決定するため、従来の基礎構造に比べて安価に構築が可能である。
Moreover, since the ground improvement in the lower part of the foundation slab 2 is configured by arranging a plurality of columnar ground improvement bodies 4 at intervals, the support force by the circumferential frictional resistance 4a of the columnar ground improvement body 4 is increased, and the foundation slab is increased. It became possible to express the supporting force equivalent to the case where the whole of the lower part of 2 is improved by a little ground improvement.
Moreover, since the settlement suppression pile 3 determines the pile diameter, the pile length, the number, etc. by the peripheral surface friction resistance 3a and the tip resistance 3b, it can be constructed at a lower cost than the conventional foundation structure.

また、各独立フーチング2の下部において、柱状地盤改良体4は、沈下抑止杭3を挟んで相対する位置に配置されているため、各独立フーチング2をバランスよく支持しており、好適である。   Moreover, since the columnar ground improvement body 4 is arrange | positioned in the lower part of each independent footing 2 on both sides of the subsidence suppression pile 3, it supports each independent footing 2 with sufficient balance, and is suitable.

<第2の実施の形態>
第2の実施の形態(以下、単に「第2実施形態」という場合がある)に係る基礎構造は、図2に示すように、ビル等の建物5を支持するために構築された、連続フーチング(基礎スラブ)6と、この連続フーチング6の下部に構築された沈下抑止杭3及び柱状地盤改良体4とから構成された基礎構造1’である。
<Second Embodiment>
The basic structure according to the second embodiment (hereinafter may be simply referred to as “second embodiment”) is a continuous footing constructed to support a building 5 such as a building as shown in FIG. (Foundation slab) 6, a foundation structure 1 ′ composed of a subsidence suppression pile 3 and a columnar ground improvement body 4 constructed at the bottom of the continuous footing 6.

図2(a)に示すように、第2実施形態に係る基礎構造1’は、第1実施形態と同様に、N値が0〜5の第1土層S1の下に、N値が10〜25の第2土層S2が堆積し、その下にN値が30以上で、いわゆる支持層である第3土層S3を有する地盤上に形成される建物5の基礎構造1’であり、第1土層S1の支持力が弱いために、直接基礎では十分な支持力を得ることができず、また、第2土層S2の層厚が厚いために、杭基礎では、杭長が長くなり、不経済となる地盤に適用されている。   As shown in FIG. 2A, the basic structure 1 ′ according to the second embodiment has an N value of 10 below the first soil layer S1 having an N value of 0 to 5, as in the first embodiment. The second soil layer S2 of ˜25 is deposited, the N value is 30 or more below it, and is the foundation structure 1 ′ of the building 5 formed on the ground having the third soil layer S3 which is a so-called support layer, Since the supporting force of the first soil layer S1 is weak, it is not possible to obtain sufficient supporting force on the direct foundation, and because the layer thickness of the second soil layer S2 is thick, the pile foundation has a long pile length. It is applied to the ground which becomes uneconomical.

図2(b)に示すように、基礎構造1’は、連続フーチング6の下部において、所定の位置に沈下抑止杭3が配設されており、その周囲に柱状地盤改良体4が間隔をあけて配設されている。   As shown in FIG. 2 (b), the foundation structure 1 ′ is provided with a settlement restraining pile 3 at a predetermined position in the lower part of the continuous footing 6, and the columnar ground improvement bodies 4 are spaced around the periphery. Arranged.

ここで、沈下抑止杭3の構成は、建物5に発生する不同沈下量が許容範囲内に収まるように、当該沈下抑止杭3の周面と地盤との周面摩擦抵抗3a、ならびに先端抵抗3bを考慮して、圧縮強度、直径、長さ、本数及び配置が定められており、第2実施形態では、所定の位置に配置された7本の沈下抑止杭3のそれぞれが、第2土層の略中央付近まで挿入されている。   Here, the subsidence suppression pile 3 is configured so that the uneven subsidence amount generated in the building 5 falls within an allowable range, and the peripheral friction resistance 3a between the peripheral surface of the subsidence suppression pile 3 and the ground, and the tip resistance 3b. In consideration of the above, the compression strength, diameter, length, number and arrangement are determined. In the second embodiment, each of the seven subsidence suppression piles 3 arranged at predetermined positions is the second soil layer. It is inserted to the vicinity of the approximate center.

なお、沈下抑止杭3のその他の構成は、第1実施形態に示した内容と同様なため、詳細な説明は省略する。   In addition, since the other structure of the settlement suppression pile 3 is the same as the content shown in 1st Embodiment, detailed description is abbreviate | omitted.

また、柱状地盤改良体4は、建物5や連続フーチング6等からなる自重と、当該柱状地盤改良体4の周面と地盤との周面摩擦抵抗4a、ならびに先端抵抗4bを考慮して、圧縮強度、直径、長さ及び本数が定められており、第2実施形態では、連続フーチング6の下部に20本形成されている。   In addition, the columnar ground improvement body 4 is compressed in consideration of its own weight including the building 5 and the continuous footing 6 and the like, the peripheral surface friction resistance 4a between the columnar ground improvement body 4 and the ground, and the tip resistance 4b. Strength, diameter, length, and number are determined, and in the second embodiment, 20 are formed below the continuous footing 6.

なお、柱状地盤改良体4のその他の構成は、第1実施形態に示した内容と同様なため、詳細な説明は省略する。   In addition, since the other structure of the columnar ground improvement body 4 is the same as that of the content shown in 1st Embodiment, detailed description is abbreviate | omitted.

基礎構造1’の構築は、沈下抑止杭3と柱状地盤改良体4を所定の位置に配置した後、その上方に連続フーチング6を構築することにより行う。ここで、沈下抑止杭3と柱状地盤改良体4の施工順序は限定されるものではなく、現地の状況や、施工機械の配置及び搬入時期等を考慮して、適宜決定するものとする。   The foundation structure 1 ′ is constructed by placing the settlement-inhibiting pile 3 and the columnar ground improvement body 4 at predetermined positions and then constructing the continuous footing 6 thereabove. Here, the construction order of the settlement subsidence pile 3 and the columnar ground improvement body 4 is not limited, and is determined as appropriate in consideration of the local situation, the arrangement and delivery time of construction machines, and the like.

第2実施形態に係る基礎構造1’により、地盤の状況や上載される建物5の自重などの関係により、独立フーチングでは、その支持力が不十分な場合でも、所定の支持力を確保することができ、且つ、べた基礎に比べてその施工費用や施工期間の削減が可能となる。
第2実施形態に係る基礎構造1’によるその他の作用効果は、第1実施形態で記載した基礎構造1の作用効果と同様なため、詳細な説明は省略する。
With the foundation structure 1 ′ according to the second embodiment, the independent footing ensures a predetermined supporting force even when the supporting force is insufficient due to the ground conditions and the weight of the building 5 to be mounted. In addition, the construction cost and construction period can be reduced as compared with a solid foundation.
Since the other effect by the foundation structure 1 'which concerns on 2nd Embodiment is the same as the effect of the foundation structure 1 described in 1st Embodiment, detailed description is abbreviate | omitted.

<第3の実施の形態>
第3の実施の形態(以下、単に「第3実施形態」という場合がある)に係る基礎構造は、図3に示すように、ビル等の建物5を支持するために構築された、べた基礎(基礎スラブ)7と、このべた基礎7の下部に構築された沈下抑止杭3及び柱状地盤改良体4とから構成された基礎構造1”である。
<Third Embodiment>
The foundation structure according to the third embodiment (hereinafter sometimes simply referred to as “third embodiment”) is a solid foundation constructed to support a building 5 such as a building as shown in FIG. (Foundation slab) 7, a foundation structure 1 ″ composed of a subsidence suppression pile 3 and a columnar ground improvement body 4 constructed at the bottom of the solid foundation 7.

図3(a)に示すように、第3実施形態に係る基礎構造1”は、第1実施形態と同様に、N値が0〜5の第1土層S1の下に、N値10〜25の第2土層S2が堆積し、その下にN値が30以上で、いわゆる支持層である第3土層S3を有する地盤上に形成される建物5の基礎構造1”であり、第1土層S1の支持力が弱いために、直接基礎では十分な支持力を得ることができず、また、第2土層S2の層厚が厚いために、杭基礎では、杭長が長くなり、不経済となる地盤に適用されている。   As shown in FIG. 3A, the basic structure 1 ″ according to the third embodiment has an N value of 10 to 10 below the first soil layer S1 having an N value of 0 to 5, as in the first embodiment. 25 of the second soil layer S2 is deposited, the N value is 30 or more below it, the foundation structure 1 ″ of the building 5 formed on the ground having the third soil layer S3 which is a so-called support layer, Since the support capacity of the first soil layer S1 is weak, it is not possible to obtain a sufficient support capacity on the direct foundation, and because the layer thickness of the second soil layer S2 is thick, the pile length becomes longer in the pile foundation. It is applied to the ground which becomes uneconomical.

図3(b)に示すように、基礎構造1”は、べた基礎7の下部において、所定の位置に沈下抑止杭3が配設されており、その周囲に柱状地盤改良体4が間隔をあけて配設されている。   As shown in FIG. 3 (b), in the foundation structure 1 ″, a settlement suppression pile 3 is disposed at a predetermined position in the lower part of the solid foundation 7, and the columnar ground improvement bodies 4 are spaced around the periphery. Arranged.

ここで、沈下抑止杭3の構成は、建物5に発生する不同沈下量が許容範囲内に収まるように、当該沈下抑止杭3の周面と地盤との周面摩擦抵抗3a、ならびに先端抵抗3bを考慮して、圧縮強度、直径、長さ、本数及び配置が定められており、第3実施形態では、所定の位置に配置された9本の沈下抑止杭3のそれぞれが、第2土層の略中央付近まで挿入される長さに形成されている。   Here, the subsidence suppression pile 3 is configured so that the uneven subsidence amount generated in the building 5 falls within an allowable range, and the peripheral friction resistance 3a between the peripheral surface of the subsidence suppression pile 3 and the ground, and the tip resistance 3b. , The compressive strength, diameter, length, number and arrangement are determined. In the third embodiment, each of the nine subsidence suppression piles 3 arranged at predetermined positions is the second soil layer. It is formed in a length to be inserted to the vicinity of the approximate center.

なお、沈下抑止杭3のその他の構成は、第1実施形態に示した内容と同様なため、詳細な説明は省略する。   In addition, since the other structure of the settlement suppression pile 3 is the same as the content shown in 1st Embodiment, detailed description is abbreviate | omitted.

また、柱状地盤改良体4は、建物5やべた基礎7等からなる自重と、当該柱状地盤改良体4の周面と地盤との周面摩擦抵抗4a、ならびに先端抵抗4bを考慮して、圧縮強度、直径、長さ及び本数が定められており、第3実施形態では、べた基礎7の下部に26本形成されている。   Further, the columnar ground improvement body 4 is compressed in consideration of its own weight consisting of the building 5, the solid foundation 7, etc., the peripheral surface friction resistance 4a between the columnar ground improvement body 4 and the ground, and the tip resistance 4b. Strength, diameter, length, and number are defined, and in the third embodiment, 26 pieces are formed in the lower part of the solid foundation 7.

なお、柱状地盤改良体4のその他の構成は、第1実施形態に示した内容と同様なため、詳細な説明は省略する。   In addition, since the other structure of the columnar ground improvement body 4 is the same as that of the content shown in 1st Embodiment, detailed description is abbreviate | omitted.

基礎構造1”の構築は、沈下抑止杭3と柱状地盤改良体4を所定の位置に配置した後、その上方にべた基礎7を構築することにより行う。ここで、沈下抑止杭3と柱状地盤改良体4の施工順序は限定されるものではなく、現地の状況や、施工機械の配置及び搬入時期等を考慮して、適宜決定するものとする。   The foundation structure 1 "is constructed by placing the settlement subsidence pile 3 and the columnar ground improvement body 4 in a predetermined position, and then constructing a solid foundation 7 above the foundation subsidence prevention pile 3 and the columnar ground. The construction order of the improved body 4 is not limited, and is determined as appropriate in consideration of the local situation, the arrangement and delivery time of construction machines, and the like.

第3実施形態に係る基礎構造1”により、地盤の状況や上載される建物5の自重などの関係により、独立フーチング又は連続フーチングでは、その支持力が不十分な場合でも、所定の支持力を確保することが可能となる。
基礎構造1”によるその他の作用効果は、第1実施形態で記載した基礎構造1の作用効果と同様なため、詳細な説明は省略する。
With the foundation structure 1 ″ according to the third embodiment, depending on the ground conditions and the weight of the building 5 to be mounted, the independent footing or the continuous footing has a predetermined supporting force even when the supporting force is insufficient. It can be secured.
The other operational effects of the foundation structure 1 ″ are the same as the operational effects of the foundation structure 1 described in the first embodiment, and thus detailed description thereof is omitted.

以上、本発明について、好適な実施形態について説明したが、本発明は前記各実施形態に限られず、本発明の趣旨を逸脱しない範囲で適宜設計変更が可能である。
例えば、前記各実施形態では、本発明の基礎構造を建物の基礎構造として使用するものとしたが、例えば橋台や擁壁に使用するなど、当該基礎構造が適用可能な構造物は建物に限定されるものではない。
また、前記各実施形態では、柱状地盤改良体を断面円形に形成するものとしたが、柱状地盤改良体の形状は、円形に限定されるものではないことはいうまでもない。
As mentioned above, although preferred embodiment was described about this invention, this invention is not limited to said each embodiment, A design change is possible suitably in the range which does not deviate from the meaning of this invention.
For example, in each of the above embodiments, the foundation structure of the present invention is used as the foundation structure of a building. However, the structure to which the foundation structure can be applied, such as an abutment or a retaining wall, is limited to a building. It is not something.
Moreover, in each said embodiment, although the columnar ground improvement body shall be formed in a cross-sectional circle, it cannot be overemphasized that the shape of a columnar ground improvement body is not limited to a circle.

第1の実施の形態に係る基礎構造を有した構造物を示す図であり、(a)は構造物全体の正面図、(b)は基礎構造の平断面図である。It is a figure which shows the structure with the foundation structure which concerns on 1st Embodiment, (a) is a front view of the whole structure, (b) is a plane sectional view of a foundation structure. 第2の実施の形態に係る基礎構造を有した構造物を示す図であり、(a)は構造物全体の正面図、(b)は基礎構造の平断面図である。It is a figure which shows the structure with the foundation structure which concerns on 2nd Embodiment, (a) is a front view of the whole structure, (b) is a plane sectional view of a foundation structure. 第3の実施の形態に係る基礎構造を有した構造物を示す図であり、(a)は構造物全体の正面図、(b)は基礎構造の平断面図である。It is a figure which shows the structure with the foundation structure which concerns on 3rd Embodiment, (a) is a front view of the whole structure, (b) is a plane sectional view of a foundation structure. 従来の基礎構造を有した構造物を示す図であり、(a)は構造物全体の正面図、(b)は基礎構造の平断面図である。It is a figure which shows the structure with the conventional foundation structure, (a) is a front view of the whole structure, (b) is a plane sectional view of a foundation structure. 従来の基礎構造を有した構造物を示す図である。It is a figure which shows the structure with the conventional foundation structure.

符号の説明Explanation of symbols

1,1’,1” 基礎構造
2 独立フーチング(基礎スラブ)
3 沈下抑止杭
4 柱状地盤改良体
5 建物(構造物)
6 連続フーチング(基礎スラブ)
7 べた基礎(基礎スラブ)
1,1 ', 1 "foundation structure 2 independent footing (basic slab)
3 Sedimentation suppression pile 4 Columnar ground improvement body 5 Building (structure)
6 Continuous footing (basic slab)
7 Solid foundation (foundation slab)

Claims (5)

基礎スラブと、前記基礎スラブの下部に構築された沈下抑止杭及び柱状地盤改良体と、から構成された構造物の基礎構造であって、
前記沈下抑止杭と、前記柱状地盤改良体とは、間隔を有して配設されていることを特徴とする、構造物の基礎構造。
A foundation structure of a structure composed of a foundation slab, a subsidence prevention pile and a columnar ground improvement body constructed at the bottom of the foundation slab,
The foundation structure of a structure, wherein the settlement suppression pile and the columnar ground improvement body are arranged with a space therebetween.
前記柱状地盤改良体は、前記沈下抑止杭の周囲において、間隔をあけて配設されていることを特徴とする、請求項1に記載の構造物の基礎構造。   The foundation structure of a structure according to claim 1, wherein the columnar ground improvement bodies are arranged at intervals around the settlement settlement pile. 基礎スラブと、前記基礎スラブの下部に構築された少なくとも1本の沈下抑止杭と、前記基礎スラブの下部に構築された少なくとも2本の柱状地盤改良体と、から構成された構造物の基礎構造であって、
前記柱状地盤改良体は、前記沈下抑止杭の周囲において、間隔をあけて配設されていることを特徴とする、構造物の基礎構造。
Foundation structure of a structure composed of a foundation slab, at least one settlement restraining pile constructed at the lower part of the foundation slab, and at least two columnar ground improvement bodies constructed at the lower part of the foundation slab Because
The foundation structure of a structure, wherein the columnar ground improvement bodies are arranged at intervals around the settlement suppression pile.
1本の前記沈下抑止杭に対して、少なくとも2本の前記柱状地盤改良体が、前記沈下抑止杭を挟んで相対する位置に配設されていることを特徴とする、請求項3に記載の構造物の基礎構造。   The at least two said columnar ground improvement bodies are arrange | positioned in the position which opposes on both sides of the said subsidence suppression pile with respect to the said one subsidence suppression pile. The basic structure of the structure. 前記沈下抑止杭は、前記構造物に発生する不同沈下量が許容範囲内に収まるように、当該沈下抑止杭の周面と地盤との周面摩擦抵抗、ならびに先端抵抗を考慮して、圧縮強度、直径及び長さが定められていることを特徴とする、請求項1乃至請求項4いずれか1項に記載の構造物の基礎構造。   The subsidence suppression pile has a compressive strength in consideration of the peripheral frictional resistance between the peripheral surface of the subsidence suppression pile and the ground, and the tip resistance so that the amount of uneven subsidence occurring in the structure falls within an allowable range. The base structure of the structure according to any one of claims 1 to 4, wherein a diameter and a length are defined.
JP2004261980A 2004-09-09 2004-09-09 Foundation structure of construction Pending JP2006077447A (en)

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Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007262813A (en) * 2006-03-29 2007-10-11 Toda Constr Co Ltd Construction method for foundation for soil improvement and reduction in ground subsidence
JP2008280828A (en) * 2007-04-12 2008-11-20 Kinji Takeuchi Soil improvement body, foundation structure of building comprising mat foundation, and construction method of soil improvement mat foundation
JP2008297802A (en) * 2007-05-31 2008-12-11 Shimizu Corp Settlement suppressing structure of structures
JP2010209605A (en) * 2009-03-11 2010-09-24 Takenaka Komuten Co Ltd Piled-raft foundation
JP2011017234A (en) * 2009-07-10 2011-01-27 Takenaka Komuten Co Ltd Loading test method for building foundation

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2002129584A (en) * 2000-10-24 2002-05-09 Shimizu Corp Foundation structure
JP3401567B2 (en) * 1993-05-10 2003-04-28 株式会社竹中工務店 Direct foundation method
JP2004068253A (en) * 2002-08-01 2004-03-04 Nippon Steel Corp Foundation structure of structure

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP3401567B2 (en) * 1993-05-10 2003-04-28 株式会社竹中工務店 Direct foundation method
JP2002129584A (en) * 2000-10-24 2002-05-09 Shimizu Corp Foundation structure
JP2004068253A (en) * 2002-08-01 2004-03-04 Nippon Steel Corp Foundation structure of structure

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007262813A (en) * 2006-03-29 2007-10-11 Toda Constr Co Ltd Construction method for foundation for soil improvement and reduction in ground subsidence
JP2008280828A (en) * 2007-04-12 2008-11-20 Kinji Takeuchi Soil improvement body, foundation structure of building comprising mat foundation, and construction method of soil improvement mat foundation
JP2008297802A (en) * 2007-05-31 2008-12-11 Shimizu Corp Settlement suppressing structure of structures
JP2010209605A (en) * 2009-03-11 2010-09-24 Takenaka Komuten Co Ltd Piled-raft foundation
JP2011017234A (en) * 2009-07-10 2011-01-27 Takenaka Komuten Co Ltd Loading test method for building foundation

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