JP7475316B2 - Ground reinforcement structure and ground reinforcement method - Google Patents
Ground reinforcement structure and ground reinforcement method Download PDFInfo
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- 238000000034 method Methods 0.000 title claims description 18
- 230000003014 reinforcing effect Effects 0.000 claims description 51
- 239000011162 core material Substances 0.000 claims description 45
- 239000000463 material Substances 0.000 claims description 34
- 239000012779 reinforcing material Substances 0.000 claims description 14
- 239000002689 soil Substances 0.000 claims description 10
- 238000010276 construction Methods 0.000 claims description 8
- 239000000945 filler Substances 0.000 claims description 8
- 230000000149 penetrating effect Effects 0.000 claims description 6
- 239000004575 stone Substances 0.000 claims description 5
- 238000005452 bending Methods 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 230000002093 peripheral effect Effects 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
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Description
特許法第３０条第２項適用 ウェブサイトにて掲載（令和３年６月３０日）ｈｔｔｐｓ：／／ｃｏｎｆｉｔ．ａｔｌａｓ．ｊｐ／ｇｕｉｄｅ／ｅｖｅｎｔ／ｊｇｓ５６／ｓｕｂｊｅｃｔ／１３－７－４－０１／ａｄｖａｎｃｅｄArticle 30, paragraph 2 of the Patent Act applies. Posted on the website (June 30, 2021) https://confit.atlas.jp/guide/event/jgs56/subject/13-7-4-01/advanced
本発明は、構造物を支持する地盤を補強する、地盤補強構造及び地盤補強工法に関するものである。 The present invention relates to a ground reinforcement structure and a ground reinforcement method for reinforcing the ground that supports a structure.
従来、建築物や、橋梁橋台・橋脚、擁壁、えん堤等の構造物を支持する地盤の強度が不足する場合の対策として、以下の二つが主に行われている。
（１）地盤中に杭を配置し、杭により構造物を支持する杭基礎工
（２）改良材を用いて地盤の強度を高めて構造物を支持する地盤改良工
この二つはともに大型の機械が必要であり、山間地の斜面や、谷間、都市部の狭小な現場での施工は困難である。また、これらの工法を適用できない地盤もある。
Conventionally, the following two measures have been mainly taken when the ground strength supporting buildings, bridge abutments, piers, retaining walls, embankments, and other structures is insufficient.
(1) Pile foundation work, in which piles are placed in the ground and structures are supported by the piles. (2) Ground improvement work, in which improvement materials are used to increase the strength of the ground and support structures. Both of these methods require large machinery, and are difficult to carry out on slopes in mountainous areas, in valleys, or in small areas in urban areas. In addition, there are some types of ground to which these methods cannot be applied.
ところで、切土のり面や地山、盛土等を補強して安定化する方法の一つとして、地盤に削孔した孔に充填材を充填し、その孔に補強材を挿入し、充填材を固化して杭を形成する、ルートパイル工法が広く知られている。
ルートパイル工法は、小型のボーリングマシンにより極小径（φ２００ｍｍ以下）の補強材を打設するものであり、特に、狭小な現場での施工に用いられている。
Incidentally, the root pile method is widely known as one method for reinforcing and stabilizing cut slopes, natural ground, embankments, etc., in which holes drilled in the ground are filled with filler material, reinforcing material is inserted into the holes, and the filler material is solidified to form piles.
The root pile method involves casting reinforcement materials with a very small diameter (φ200 mm or less) using a small boring machine, and is particularly used in construction in small work sites.
従来のルートパイル工法による補強工法の場合、図５のように杭頭部に定着部材を設けて構造物に埋設することが一般的である。
ルートパイル工法による構造物の地盤補強工法には、以下のような制限がある。
（１）杭基礎は構造物の作用力全てを伝達されて負担するものであるが、φ２００以下の極小径の補強材は曲げ剛性が低く、杭基礎としては成立しない。
（２）杭頭部と構造物が剛接合であり補強材に曲げモーメントが作用するが、補強材は曲げ剛性が低いため、変形や破断が生じるおそれがある。
In the case of the conventional reinforcement method using the root pile method, it is common to provide an anchoring member at the head of the pile and bury it in the structure, as shown in Figure 5.
The ground reinforcement method for structures using the root pile method has the following limitations:
(1) Pile foundations are required to bear all of the forces acting on a structure, but extremely small diameter reinforcement materials (φ200 or less) have low bending rigidity and are not suitable for use as pile foundations.
(2) The pile head and the structure are rigidly connected and a bending moment acts on the reinforcement material, but since the reinforcement material has low bending rigidity, there is a risk of deformation or breakage.
本発明は、補強材による構造物の支持負担を軽減しつつ、高い支持性能が得られる、地盤構造及び地盤補強工法を提供することを目的とする。
さらに本発明は、小型の機械で施工が可能な小径杭により補強を行うことができる、地盤補強構造及び地盤補強工法を提供することを目的とする。
The present invention aims to provide a ground structure and a ground reinforcement method that can reduce the support burden of a structure placed on reinforcing materials while achieving high support performance.
Furthermore, the present invention has an object to provide a ground reinforcement structure and a ground reinforcement method that enable reinforcement to be performed using small diameter piles that can be constructed using small machines.
上記目的を達成するためになされた本願発明は、構造物の下部の地盤を補強する地盤補強構造であって、地盤中に貫入し周囲を充填材によって固化した補強芯材と、前記補強芯材の上部に連結する受圧体と、からなる補強材を複数有し、前記構造物の底面の直下に、砂質土、砕石、改良土、軽量盛土材等の粒状の埋め戻し材からなる応力伝達層を有し、前記応力伝達層内に、前記受圧体を配置し、前記補強芯材の上部は前記受圧体を貫通し、貫通した前記補強芯材には、前記受圧体の上下において締結部材を固定し、前記締結部材と前記受圧体との間に、前記受圧体側の面が球面状である球面座金を設け、前記球面座金と前記締結部材との間に、可撓性を有する可撓座金を設けることを特徴とする。
The present invention, made to achieve the above-mentioned object, is a ground reinforcement structure that reinforces the ground beneath a structure, and comprises a plurality of reinforcing materials each consisting of a reinforcing core material that penetrates into the ground and has its surroundings solidified with filling material, and a pressure receiving body connected to the upper part of the reinforcing core material, and a stress transfer layer consisting of granular backfill material such as sandy soil, crushed stone, improved soil, lightweight embankment material, etc. directly below the bottom surface of the structure, the pressure receiving body is disposed within the stress transfer layer, the upper part of the reinforcing core material penetrates the pressure receiving body, fastening members are fixed to the penetrating reinforcing core material above and below the pressure receiving body, a spherical washer with a spherical surface facing the pressure receiving body is provided between the fastening member and the pressure receiving body, and a flexible washer having flexibility is provided between the spherical washer and the fastening member .
また、本願発明の地盤補強工法は、地盤の地表面を掘削する工程と、前記地盤中に小径の補強芯材を貫入してその周囲を充填材により固化し、前記補強芯材の上部に受圧体を連結する、補強材配置工程と、掘削した前記地盤の上面に、砂質土、砕石、改良土、軽量盛土材等の粒状の埋め戻し材を埋め戻して受圧体を埋設して応力伝達層を構築する、応力伝達層構築工程と、からなり、前記補強芯材の上部は前記受圧体を貫通し、貫通した前記補強芯材には、前記受圧体の上下において締結部材を固定し、前記締結部材と前記受圧体との間に、前記受圧体側の面が球面状である球面座金を設け、前記球面座金と前記締結部材との間に、可撓性を有する可撓座金を設ける。
The ground reinforcement method of the present invention comprises a step of excavating the ground surface, a reinforcing material placement step of penetrating a small-diameter reinforcing core material into the ground and solidifying the surrounding area with filling material and connecting a pressure -receiving body to the upper part of the reinforcing core material, and a stress-transfer layer construction step of backfilling the upper surface of the excavated ground with granular backfill material such as sandy soil, crushed stone, improved soil, lightweight embankment material or the like to bury the pressure-receiving body and construct a stress-transfer layer , wherein the upper part of the reinforcing core material penetrates the pressure-receiving body, and fastening members are fixed to the penetrating reinforcing core material above and below the pressure-receiving body, a spherical washer with a spherical surface facing the pressure-receiving body is provided between the fastening member and the pressure-receiving body, and a flexible washer having flexibility is provided between the spherical washer and the fastening member.
本発明は、上記した課題を解決するための手段により、次のような効果の少なくとも一つを得ることができる。
（１）構造物の荷重を応力伝達層によって補強材と下部の地盤に伝達し、補強材と下部の地盤で分担して構造物を支持するため、大きな構造物であっても支持することができる。
（２）補強材は杭基礎工や地盤改良工に用いられる機械よりも小型の機械で施工できるため、山間地の斜面や、谷間、都市部の狭小な現場での施工が可能である。
（３）杭基礎工や地盤改良工を適用できない地盤であっても、構造物を支持することができる。
The present invention provides at least one of the following advantages by solving the above-mentioned problems.
(1) The load of the structure is transmitted to the reinforcement material and the underlying ground via the stress transfer layer, and is shared between the reinforcement material and the underlying ground to support the structure, making it possible to support even large structures.
(2) The reinforcement materials can be installed using smaller machines than those used for pile foundation construction and ground improvement work, making it possible to install them on slopes in mountainous areas, in valleys, and in small sites in urban areas.
(3) Structures can be supported even on ground where pile foundations or ground improvement works cannot be applied.
以下、図面を参照しながら本発明の実施の形態について説明する。 The following describes an embodiment of the present invention with reference to the drawings.
［１］地盤補強構造
＜１＞全体構成
本発明の地盤補強構造は、構造物１を支持する地盤を補強して構造物１を安定支持するものである。
本発明の地盤補強構造は、構造物１の下部に複数の補強材２を配置する。また、構造物１の下部のうち補強材２を配置する底面１１の下部には、応力伝達層３を有する（図１）。
本実施例においては、構造物１として砂防えん堤を対象としているが本発明の地盤補強構造はそれに限定されず、建築物や、橋梁橋台・橋脚、擁壁等の種々の構造物に適用できる。
[1] Ground Reinforcement Structure <1> Overall Configuration The ground reinforcement structure of the present invention reinforces the ground supporting a structure 1, thereby stably supporting the structure 1.
The ground reinforcement structure of the present invention has a plurality of reinforcing members 2 disposed in the lower part of a structure 1. Also, a
In this embodiment, the structure 1 is a sabo dam, but the ground reinforcement structure of the present invention is not limited to this and can be applied to various structures such as buildings, bridge abutments and piers, retaining walls, etc.
＜２＞補強材
補強材２は、地盤にボーリングマシンにより削孔した孔内に補強芯材２１を挿入して配置し、孔内に充填材を充填して硬化して構成する。ボーリングマシンは杭基礎工や地盤改良工に用いられる機械よりも小型であり、山間地の斜面や、谷間、都市部の狭小な現場での施工が可能である。
補強芯材２１は、異形棒鋼やＰＣ鋼棒、中空パイプ等の棒材の外周面を雄ネジ状に形成し、１本又は複数本を接合して長尺とすることができるものである。中空パイプの接合の場合は、カップラーを用いた嵌め込み方式を使用することもできる。また、補強芯材２１の外周面は、雄ネジ状の他、充填材との付着力を高めるための連続した突起や独立した窪み・突起を有してもよい。
補強芯材２１の上部には、受圧体２２を設ける。
充填材は、孔内に充填して硬化することにより、補強芯材２１と周囲の地盤とを一体とするものである。充填材は、セメントミルク、モルタル等の固化剤であり、膨張材を混和したものであり、硬化時に孔内で膨張するように構成するものがより好ましい。
補強芯材２１は地盤下の支持層まで到達させ、充填材を介した周面摩擦で定着する。なお、周面摩擦で定着できる場合には支持層まで到達させないこともある。
<2> Reinforcement material The reinforcement material 2 is constructed by inserting a reinforcing
The reinforcing
A pressure-receiving body 22 is provided on the upper part of the reinforcing
The filler fills the holes and hardens to integrate the reinforcing
The reinforcing
＜３＞受圧体
受圧体２２は板状の部材であり、作用する力を補強芯材２１に伝達する部材である（図２）。本実施例においては、外周が八角形の板体で内部に格子を形成したが、形状はこれに限定されず、円形、四角形その他多角形等のプレート状、コマ状、円錐・角錐状であり、で形状の違いにより作用する応力に合わせて選定する。また、受圧体２２の材質は、コンクリー卜製や、鋼製、樹脂製、木質材料等、作用する応力や、施工条件により選定する。
受圧体２２に寸法は、０．３ｍ～１．５ｍを標準とする。
補強材２は複数配置するが、隣り合う補強材２の受圧体２２が接しないよう配置し、０．５～２．０ｍの間隔をとるのが好ましい。
<3> Pressure-receiving body The pressure-receiving body 22 is a plate-shaped member that transmits the applied force to the reinforcing core material 21 (Fig. 2). In this embodiment, the plate has an octagonal outer periphery and has a lattice formed inside, but the shape is not limited to this and may be circular, rectangular or other polygonal plate-shaped, top-shaped, conical or pyramidal, and the shape is selected according to the applied stress. The material of the pressure-receiving body 22 may be concrete, steel, resin, wood, or other material, and is selected according to the applied stress and construction conditions.
The standard dimensions of the pressure receiving body 22 are 0.3 m to 1.5 m.
A plurality of reinforcing members 2 are arranged, but they are arranged so that the pressure-receiving bodies 22 of adjacent reinforcing members 2 do not come into contact with each other, and it is preferable to keep an interval of 0.5 to 2.0 m between them.
受圧体２２は、中央に貫通孔を設け、貫通孔に補強芯材２１の上部を貫通する（図３）。
補強芯材２１には、受圧体２２の上下に締結部材２２１ａ、ｂを固定する。締結部材２２１ａ、ｂは、補強芯材２１の外周面の雄ネジに螺合する。また、補強芯材２１が中空パイプの場合には、アタッチメントを雄ネジに取り付けて、該アタッチメントにより受圧体２２を固定・挟持する。
締結部材２２１ａ、ｂと受圧体２２との間には、球面座金２２２ａ、ｂと可撓座金２２３ａ、ｂをそれぞれ設けて、受圧体２２を上下から挟持することで、受圧体２２を補強芯材２１に連結する。
球面座金２２２ａ、ｂは受圧体２２と接する面が球面状の座金である。
受圧体２２の貫通孔と補強芯材２１との間に隙間があり、受圧体２２に接する球面座金２２２ａ、ｂが球面状のため、受圧体２２に補強芯材２１の軸方向以外の力が作用した場合、球面座金２２２ａ、ｂと可撓座金２２３ａ、ｂがヒンジの作用をし、受圧体２２が補強芯材２１に対して傾斜し、補強芯材２１には軸応力のみが伝わる。
なお、球面座金２２２ａ、ｂを用いず、可撓座金２２３ａ、ｂにより受圧体２２を上下から挟持し、可撓座金２２３ａ、ｂの可撓性により受圧体２２が補強芯材２１に対して傾斜可能な構成としてもよい。
The pressure receiver 22 has a through hole in the center, and the through hole penetrates the upper part of the reinforcing core material 21 (FIG. 3).
Fastening
Spherical washers 222a, b and flexible washers 223a, b are provided between the fastening
The
Since there is a gap between the through hole of the pressure-receiving body 22 and the reinforcing
Alternatively, instead of using the spherical washers 222a, b, the pressure-receiving body 22 may be sandwiched from above and below by flexible washers 223a, b, and the pressure-receiving body 22 may be configured to be inclined relative to the reinforcing
＜４＞応力伝達層
補強芯材２１に連結した受圧体２２の上には、埋め戻し材を埋め戻して応力伝達層３を形成する。応力伝達層３の上に構造物１を構築するため、構造物１の底面１１と受圧体２２および補強芯材２１を貫入した地盤の間に応力伝達層３が位置する（図４）。
応力伝達層３を形成する埋め戻し材は砕石や砂質土、改良土、軽量盛土材等の粒状材料で、補強材２周辺の地盤より十分に高いせん断強度を有する材料であり、受圧体２２が補強芯材２１に対して傾斜することを妨げない。
応力伝達層３は構造物１から作用する応力を補強芯材２１や地盤に伝達するものであり、埋め戻し材の材質や応力伝達層３の厚さは、構造物１の仕様や、許容変位量、施工条件により使い分け、作用する応力の伝達効率を制御する。
<4> Stress transfer layer Backfill material is filled in on the pressure-receiving body 22 connected to the reinforcing
The backfill material that forms the
The
補強材２は応力伝達層３内の受圧体２２により伝達された作用力を地盤下の支持層へ伝達する。このとき、受圧体２２が補強芯材２１に対して傾斜し、補強芯材２１には軸方向の力のみが伝わるため、φ２００以下の極小径の補強材２であっても、曲げにより破損することがない。
また、補強材２だけでなく、応力伝達層３が下部の地盤にも力を伝達し、補強材２と下部の地盤で分担して構造物１を支持するため、大きな構造物１であっても支持することができる。
杭基礎工や地盤改良工を適用できない地盤であっても、構造物を支持することができる。
The reinforcing material 2 transmits the acting force transmitted by the pressure-receiving body 22 in the stress-transmitting
In addition, not only the reinforcing material 2 but also the
Structures can be supported even on ground where pile foundations or ground improvement works cannot be applied.
１ 構造物、１１ 底面
２ 補強材、２１ 補強芯材、２２ 受圧体、２２１ 締結部材、２２２ 球面座金、２２３ 可撓座金
３ 応力伝達層
1 Structure, 11 Bottom surface, 2 Reinforcing material, 21 Reinforcing core material, 22 Pressure-receiving body, 221 Fastening member, 222 Spherical washer, 223 Flexible washer, 3 Stress transfer layer
Claims (3)
地盤中に貫入し周囲を充填材によって固化した補強芯材と、前記補強芯材の上部に連結する受圧体と、からなる補強材を複数有し、
前記構造物の底面の直下に、砂質土、砕石、改良土、軽量盛土材等の粒状の埋め戻し材からなる応力伝達層を有し、
前記応力伝達層内に、前記受圧体を配置し、
前記補強芯材の上部は前記受圧体を貫通し、
貫通した前記補強芯材には、前記受圧体の上下において締結部材を固定し、
前記締結部材と前記受圧体との間に、前記受圧体側の面が球面状である球面座金を設け、
前記球面座金と前記締結部材との間に、可撓性を有する可撓座金を設けることを特徴とする、
地盤補強構造。 A ground reinforcement structure that reinforces the ground under a structure,
The reinforcing material includes a reinforcing core material that penetrates into the ground and is solidified around the reinforcing core material by a filling material, and a pressure-receiving body that is connected to the upper part of the reinforcing core material.
A stress transfer layer made of granular backfill material such as sandy soil, crushed stone, improved soil, lightweight embankment material, etc. is provided directly under the bottom surface of the structure,
The pressure-receiving body is disposed within the stress transfer layer ;
The upper portion of the reinforcing core penetrates the pressure-receiving body,
Fastening members are fixed to the penetrating reinforcing core material above and below the pressure-receiving body,
a spherical washer having a spherical surface on the pressure-receiving body side is provided between the fastening member and the pressure-receiving body,
A flexible washer having flexibility is provided between the spherical washer and the fastening member .
Ground reinforcement structure.
貫通した前記補強芯材には、前記受圧体の上下において締結部材を固定し、
前記締結部材と前記受圧体との間に、可撓性を有する可撓座金を設けることを特徴とする、
請求項１に記載の地盤補強構造。 The upper portion of the reinforcing core penetrates the pressure-receiving body,
Fastening members are fixed to the penetrating reinforcing core material above and below the pressure-receiving body,
A flexible washer having flexibility is provided between the fastening member and the pressure-receiving body.
The ground reinforcement structure according to claim 1.
前記地盤中に小径の補強芯材を貫入してその周囲を充填材により固化し、前記補強芯材の上部に受圧体を連結する、補強材配置工程と、
掘削した前記地盤の上面に、砂質土、砕石、改良土、軽量盛土材等の粒状の埋め戻し材を埋め戻して受圧体を埋設して応力伝達層を構築する、応力伝達層構築工程と、からなり、
前記補強芯材の上部は前記受圧体を貫通し、
貫通した前記補強芯材には、前記受圧体の上下において締結部材を固定し、
前記締結部材と前記受圧体との間に、前記受圧体側の面が球面状である球面座金を設け、
前記球面座金と前記締結部材との間に、可撓性を有する可撓座金を設ける、
地盤補強工法。 excavating a surface of the ground;
a reinforcing material placement process for inserting a small-diameter reinforcing core material into the ground, solidifying the surrounding area with a filler, and connecting a pressure-receiving body to an upper portion of the reinforcing core material;
a stress transfer layer construction process for backfilling the top surface of the excavated ground with granular backfill material such as sandy soil, crushed stone, improved soil, lightweight embankment material , etc., and burying a pressure receiver to construct a stress transfer layer ;
The upper portion of the reinforcing core penetrates the pressure-receiving body,
Fastening members are fixed to the penetrating reinforcing core material above and below the pressure-receiving body,
a spherical washer having a spherical surface on the pressure-receiving body side is provided between the fastening member and the pressure-receiving body,
a flexible washer having flexibility is provided between the spherical washer and the fastening member;
Ground reinforcement method.
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001146743A (en) | 1999-11-24 | 2001-05-29 | Nitto Tekko Kk | Embedding method for compound bearing pile using filling material and steel material having self-drilling type micropile |
| JP2003268767A (en) | 2002-03-13 | 2003-09-25 | St Engineering Kk | Construction method for double tube digging small diameter pile using hole excavating rod |
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| JPS57209334A (en) * | 1981-06-18 | 1982-12-22 | Takechi Koumushiyo:Kk | Construction of foundation for structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP2001146743A (en) | 1999-11-24 | 2001-05-29 | Nitto Tekko Kk | Embedding method for compound bearing pile using filling material and steel material having self-drilling type micropile |
| JP2003268767A (en) | 2002-03-13 | 2003-09-25 | St Engineering Kk | Construction method for double tube digging small diameter pile using hole excavating rod |
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