JP2899668B2 - Simple underground construction - Google Patents
Simple underground constructionInfo
- Publication number
- JP2899668B2 JP2899668B2 JP7218843A JP21884395A JP2899668B2 JP 2899668 B2 JP2899668 B2 JP 2899668B2 JP 7218843 A JP7218843 A JP 7218843A JP 21884395 A JP21884395 A JP 21884395A JP 2899668 B2 JP2899668 B2 JP 2899668B2
- Authority
- JP
- Japan
- Prior art keywords
- wall
- retaining wall
- underground
- pile
- construction structure
- 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.)
- Expired - Fee Related
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- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
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】本発明は、根切り山留め地下
壁工事などに利用する簡易地下構築構造に関するもので
ある。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a simple underground construction structure for use in an underground wall construction for an excavation pier.
【０００２】[0002]
【従来の技術】根切り工事における山留め架構の設計法
では、図９に示すように山留め壁１に作用する側圧を上
部は切ばり２で、下部は根切り底３の地盤で支持される
梁としての鉛直方向にワンウエイの解析方法が採用され
ている。Ａは根切り側、Ｂは背面側、αは軟弱層、βは
硬質層、８は仮想支点である。2. Description of the Related Art In a method of designing a retaining frame in excavation work, as shown in FIG. 9, a lateral pressure acting on a retaining wall 1 is a beam supported by a ground at an upper portion and a lower portion by a ground at an excavating bottom 3. A one-way analysis method is employed in the vertical direction. A is a root cutting side, B is a back side, α is a soft layer, β is a hard layer, and 8 is a virtual fulcrum.
【０００３】[0003]
【発明が解決しようとする課題】軟弱地盤が深い場合、
あるいは根切り深さが浅い場合には、山留め壁１は自立
形式のようにできる限り軽微なものが望ましいが、変形
が大きく、周辺地盤への影響などを考慮するとかなり大
がかりなものとなってしまう。Ｘはこのような一般的自
立山留め工法による最大曲げモーメントを示す。When the soft ground is deep,
Alternatively, if the root cutting depth is shallow, the retaining wall 1 is desirably as small as possible, such as a self-supporting type. However, the deformation is large and becomes considerably large considering the influence on the surrounding ground. . X indicates the maximum bending moment by such a general self-standing mountain retaining method.
【０００４】本発明の目的は前記従来例の不都合を解消
し、山留め壁として必要な壁厚は軟弱層が厚い場合など
地盤の悪さには左右されず、できるだけ断面の小さいも
ので対処することができ、また、腹起こしや火打ち梁な
どの施工難度の高い作業が不要となり、切ばりも段数を
減らして大型の重機による掘削工事を楽に行うことがで
き、合理性と経済性に富む簡易地下構築構造を提供する
ことにある。An object of the present invention is to eliminate the disadvantages of the prior art, and the wall thickness required as a retaining wall is not affected by the badness of the ground such as when the soft layer is thick, and it is possible to cope with the wall having a cross section as small as possible. It also eliminates the need for highly difficult work such as upsetting and fire beams, and reduces the number of cutting steps to facilitate excavation work with large heavy equipment, making simple underground construction highly efficient and economical. It is to provide a structure.
【０００５】[0005]
【課題を解決するための手段】本発明は前記目的を達成
するため、第１に、根切り工事における山留め壁は根切
り壁面を崩壊しないように支持する最低長さでとめ、こ
の山留め壁の連続方向に所定間隔おきに山留め壁と一体
または端部を重ね合わせて設ける壁杭（またはバットレ
ス）は下端を山留め壁よりも深く施工し、かつ、これを
地中先行切ばりで支持したこと、第２に、地中先行切ば
りは壁杭の前面に対向面の壁杭に到達する溝をセメント
ミルク等の注入材を注入しながら最終床付け位置より深
い位置まで削孔・改良して形成すること、第３に、地中
先行切ばりは溝底に鉄筋コンクリート、鋼材等の強度部
材を配設して形成することを要旨とするものである。SUMMARY OF THE INVENTION In order to achieve the above object, the present invention firstly stops a retaining wall in root cutting work with a minimum length for supporting the root cutting wall so as not to collapse. A wall pile (or buttress) provided integrally or with an end overlapped with the retaining wall at predetermined intervals in the continuous direction, the lower end is constructed deeper than the retaining wall, and this is supported by an underground advance cutting, Secondly, the underground pre-cutting is formed by drilling / improving a groove at the front of the wall pile reaching the wall pile on the opposite side to a position deeper than the final flooring position while injecting an injection material such as cement milk. Third, the underground precedent burrs are to be formed by arranging a strength member such as reinforced concrete or steel at the groove bottom.
【０００６】根切りにより発生する山留め壁の応力は前
記図９に示すように、軟弱層が深い場合には非常に大き
な曲げモーメントが作用し、山留め壁の剛性も大きなも
のが必要となる。請求項１記載の本発明によれば、山留
め壁に作用する側圧を壁杭（バットレス）が受けること
により山留め壁に発生する曲げモーメントは主に水平方
向に平面的に壁杭（バットレス）位置を支持点とする連
続梁あるいは単純梁のようになる。このため、山留め壁
の必要深さは最終根切り底より１〜２ｍ程度に位置に到
達していれば十分である。As shown in FIG. 9, when the soft layer is deep, a very large bending moment acts on the stress of the retaining wall generated by root cutting, and the rigidity of the retaining wall needs to be large. According to the first aspect of the present invention, the bending moment generated in the mountain retaining wall when the lateral force acting on the mountain retaining wall is received by the wall pile (buttress) mainly changes the position of the wall pile (buttress) in a horizontal plane. It becomes like a continuous beam or a simple beam as a supporting point. For this reason, it is sufficient that the required depth of the retaining wall reaches a position of about 1 to 2 m from the final root cut bottom.
【０００７】また、壁杭（バットレス）の設計は山留め
壁による側圧により生じる曲げモーメントが一般的な自
立式オープンカット工法での計算と同じように、地中先
行切ばり位置での仮想支点で固定される片持ち梁のよう
になる。In the design of the wall pile (buttress), the bending moment generated by the lateral pressure due to the retaining wall is fixed at the virtual fulcrum at the underground preceding cutting position in the same manner as the calculation by the general self-supporting open cut method. It looks like a cantilever.
【０００８】請求項２記載の本発明によれば、地中先行
切ばりの施工例の一つを示したものであり、壁杭の前面
にはセメントミルク等の注入材と掘削土砂が混合攪拌し
たソイルモルタルの改良地盤が対面の壁杭まで到達して
いることにより根切り地盤がたとえ軟弱粘性土の場合で
も硬質層を根切りしているような応力状態となり、変形
量も非常に僅かとなる。According to the second aspect of the present invention, there is shown an example of construction of an underground preparatory cutting, wherein an injection material such as cement milk and excavated earth and sand are mixed and stirred on the front surface of a wall pile. The improved ground of soil mortar that has reached the wall pile on the opposite side causes the root cutting ground to be in a stress state that roots the hard layer even if it is a soft clay soil, and the deformation amount is very small. Become.
【０００９】請求項３記載の本発明によれば、さらに、
硬質層が深く、壁杭が硬質層に到達しない場合でも溝底
に強度部材を配設して地中先行切ばりを強固にすること
で、人工的な硬質層を形成することができる。According to the third aspect of the present invention, there is further provided:
Even when the hard layer is deep and the wall pile does not reach the hard layer, an artificial hard layer can be formed by arranging the strength member at the bottom of the groove and strengthening the underground pre-cut.
【００１０】[0010]
【発明の実施の形態】以下、本発明の実施の形態を図面
について詳細に説明する。図１は本発明の簡易地下構築
構造の第１実施形態を示す縦断側面図、図２は同上平面
図で、前記従来例を示す図９と同一構成要素には同一参
照符号を付したものであり、３は根切り底、Ａは根切り
側、Ｂは背面側、αは軟弱層、βは硬質層である。Embodiments of the present invention will be described below in detail with reference to the drawings. FIG. 1 is a vertical sectional side view showing a first embodiment of a simple underground construction structure of the present invention, and FIG. 2 is a plan view of the same, in which the same components as those in FIG. In addition, 3 is a root bottom, A is a root cutting side, B is a back side, α is a soft layer, and β is a hard layer.
【００１１】図中４は根切り工事における山留め壁であ
るが、この山留め壁４は根切り壁面を崩壊させないよう
に支持できる最低限度の長さを持つものとする。In the figure, reference numeral 4 denotes a retaining wall in the excavation work. The retaining wall 4 has a minimum length which can be supported so that the excavating wall is not collapsed.
【００１２】そしてこのような山留め壁４に対して該山
留め壁４を支持する硬質層βに到達する長さを持つ壁杭
５（バットレス）を山留め壁４に一体的に構築する。前
記山留め壁４と該壁杭５とをともに連続壁で構成する場
合は、山留め壁４と壁杭５とは一体的に施工することに
なり、壁杭５の形状を十文字またはＴ字形状のものとし
て、左右の張出部で山留め壁４を接続させるため、水平
筋のジョイント工法が必要となる。Then, a wall pile 5 (buttress) having a length reaching the hard layer β supporting the mountain retaining wall 4 is integrally formed with the mountain retaining wall 4. When both the retaining wall 4 and the wall pile 5 are formed as continuous walls, the retaining wall 4 and the wall pile 5 are integrally constructed, and the shape of the wall pile 5 is a cross-shaped or T-shaped. In order to connect the retaining wall 4 at the left and right overhangs, a horizontal streak joint method is required.
【００１３】また、前記壁杭５は山留め壁４の連続方向
に所定間隔おきに構築するものである。The wall piles 5 are constructed at predetermined intervals in a continuous direction of the retaining wall 4.
【００１４】壁杭５はこれを地中先行切ばり７で支持し
た。この地中先行切ばり７の施工方法としては種々考え
られるが、壁杭５の前面に対向面の壁杭に到達する溝を
セメントミルク・ベントナイト等の注入材を注入しなが
ら最終床付け位置より深い位置まで削孔し、板状に改良
する。また、必要に応じて、この溝底にプレキャストそ
の他の鉄筋コンクリート、Ｈ鋼等の鋼材等の強度部材を
配設して形成する。The wall pile 5 was supported by an underground leading edge 7. There are various construction methods for the underground pre-cut 7, but a groove reaching the wall pile on the opposite surface is formed at the front of the wall pile 5 from the final flooring position while injecting an injection material such as cement milk and bentonite. Drill to a deep position and improve it into a plate. Also, if necessary, a precast or other strength member such as a steel material such as reinforced concrete or H-steel is disposed on the groove bottom to be formed.
【００１５】図３は本発明の第２実施形態を示すもの
で、壁杭５はこれを十文字またはＴ字形状に構築し、左
右の張出部に山留め壁４の端を重ね合わせてこの山留め
壁４を支持するようにした。このように接続を重ね合わ
せで行うには例えば重ね合わせることにより十分機能す
るために費用の安い工法、例えばプレキャストコンクリ
ートを自硬化性泥水中に埋め込むような工法でもよい。FIG. 3 shows a second embodiment of the present invention. The wall pile 5 is constructed in a cross-shaped or T-shaped form, and the ends of the retaining wall 4 are overlapped on the left and right overhanging portions, and this retaining is performed. The wall 4 was supported. In order to perform the connection by superposition in this way, for example, a method that is inexpensive because it functions sufficiently by superposition, for example, a method that embeds precast concrete in self-hardening muddy water may be used.
【００１６】壁杭５に作用する応力に対して反力となる
地中先行切ばり７の軸力と仮想支点８の反力について
は、一般的な切ばりオープンカット工法での計算と同じ
である。しかも、この壁杭５は大きな曲げ剛性があるこ
とにより変形に対して大きな耐力がある。その結果、切
ばりの間隔を大きく飛ばしても容易に対抗できる。これ
は根切り工事のスピードと安全施工に対して非常に有利
となる。The axial force of the pre-ground undercut 7 and the reaction of the imaginary fulcrum 8 which are reaction forces to the stress acting on the wall pile 5 are the same as those calculated by the general cut-open method. is there. Moreover, since the wall pile 5 has a large bending rigidity, it has a large resistance to deformation. As a result, even if the interval between the cuts is greatly increased, it can be easily countered. This is very advantageous for speed of root excavation work and safe construction.
【００１７】前記実施形態では、山留め壁４と壁杭５と
を連続壁で構成し、現場施工のものとしたが、これらの
いずれか一方または両方をプレキャストコンクリート製
や鋼製とすることも可能である。In the above embodiment, the retaining wall 4 and the wall pile 5 are formed of continuous walls and are constructed on site, but one or both of them may be made of precast concrete or steel. It is.
【００１８】仮設の山留め壁として図３に示すようにプ
レキャスト式の重ね合わせ式を採用した場合には、本設
地下壁としての壁杭５の十文字（あるいはＴ字形）のシ
ヤーキーを利用して後打ち壁とすることで耐震壁として
の機能を持たせることができる。When a precast superposition type is adopted as a temporary retaining wall as shown in FIG. 3, a cross-shaped (or T-shaped) shear key of a wall pile 5 as a permanent underground wall is used. The function as a seismic wall can be given by making it a hitting wall.
【００１９】本発明はこのようにすることで、図８に示
すように、山留め壁に作用する側圧を地中先行切ばり７
で支持された壁杭（バットレス）が受けることにより山
留め壁に発生する曲げモーメントは主に水平方向に平面
的に壁杭（バットレス）位置を支持点とする連続梁ある
いは単純梁のようになり、最大曲げモーメントはＹのよ
うなものとなる。In this manner, the present invention reduces the lateral pressure acting on the retaining wall as shown in FIG.
The bending moment generated on the retaining wall when the wall pile (buttress) supported by is received mainly becomes a continuous beam or a simple beam with the wall pile (buttress) position as a support point in a horizontal plane. The maximum bending moment will be something like Y.
【００２０】このため、山留め壁の必要深さは最終根切
り底より１〜２ｍ程度に位置に到達していれば十分であ
る。For this reason, it is sufficient that the required depth of the retaining wall reaches a position of about 1 to 2 m from the final root cut bottom.
【００２１】次に、本発明を切ばりオープンカット工法
に使用する場合について説明する。図４に示すように柱
位置に壁杭５（バットレス）を構築し、本設地下外壁位
置に根切りに必要な長さの山留め壁４を構築する。Next, a case where the present invention is used in a cutting open cutting method will be described. As shown in FIG. 4, a wall pile 5 (buttress) is constructed at a pillar position, and a mountain retaining wall 4 having a length necessary for root cutting is constructed at a main underground outer wall position.
【００２２】図５に示すように、前記のごとく壁杭５の
前面に対面側に壁杭に到達する溝をセメントミルクを注
入し、切削土と攪拌しながら最終床付け位置より深い位
置まで削孔し、強度が必要な場合にはＲＣあるいはプレ
キャスト、Ｈ鋼などの強度部材で補強した地中先行切ば
り７を溝底に配設する。地盤種別が砂質土の場合にはソ
イルモルタルとすることによりそのまま先行切ばりとし
て機能することができる。As shown in FIG. 5, a groove reaching the wall pile is injected into the front face of the wall pile 5 on the opposite side as described above, and cement milk is poured into the groove to be cut deeper than the final flooring position while stirring with the cutting soil. When the strength is required, an underground preceding cut-out 7 reinforced with a strength member such as RC, precast, or H steel is provided at the bottom of the groove. When the ground type is sandy soil, by using soil mortar, it can function as a preceding cutting as it is.
【００２３】かかる地中先行切ばり７の施工はソイルセ
メント連続壁で施工するものとし、その一例としては掘
削機を大型にした大型チェンソーでベントナイト溶液と
エヤレーションを併用して掘削し、完成後セメントペー
スト（セメントミルク）を注入しながら攪拌混合する工
法で施工する。The underground pre-cut 7 is to be constructed with soil cement continuous walls. As an example, the excavator is excavated with a large chain saw with a large excavator using both bentonite solution and earring. It is constructed by a method of stirring and mixing while injecting cement paste (cement milk).
【００２４】なお、このような工法の他に原位置土混合
壁体（ＳＭＷ）工法の３軸杭打機を小型にしたソイルチ
ェンジャーと称する施工機を使用する３軸工法を採用し
てもよい。In addition to the above-mentioned construction method, a three-axis construction method using a construction machine called a soil changer, which is a small-sized triaxial pile driving machine of the in-situ soil mixed wall (SMW) construction method, may be adopted. .
【００２５】図６に示すように最終床付け位置まで根切
りを行い、根切り完成後図７に示すように地中先行切ば
り７の上に基礎梁９を施工し、さらに１階スラブ10を施
工する。As shown in FIG. 6, the excavation is performed to the final flooring position, and after the excavation is completed, the foundation beam 9 is constructed on the underground precedent cut 7 as shown in FIG. To construct.
【００２６】[0026]
【発明の効果】以上述べたように本発明の簡易地下構築
構造は、山留め壁として必要な壁厚は地盤の悪さ（軟弱
層の厚さ）には左右されることなく、山留め壁はできる
だけ断面の小さいもので対処することができ、非常に合
理的であり、経済的となる。As described above, according to the simplified underground construction structure of the present invention, the wall thickness required for the retaining wall is not affected by the badness of the ground (thickness of the soft layer), and the retaining wall is as cross-sectional as possible. It can be dealt with in small things and is very reasonable and economical.
【００２７】また、根切り工事は地中先行切ばりを壁杭
またはバットレスに直接当てることにより腹起こしや火
打ち梁などの施工難度の高い作業が不要となる。壁杭ま
たはバットレスの曲げ剛性が高いことにより自立高さを
高くとることができ、大型の重機による掘削工事を楽に
行うことができるものである。In the root cutting work, the underground preparatory cutting is directly applied to the wall pile or the buttress, so that it is not necessary to perform a highly difficult work such as raising a belly or a blow beam. Due to the high bending rigidity of the wall pile or buttress, the self-standing height can be increased, and excavation work using a large heavy machine can be easily performed.
【図１】本発明の簡易地下構築構造の第１実施形態を示
す縦断側面図である。FIG. 1 is a longitudinal sectional side view showing a first embodiment of a simple underground construction structure of the present invention.
【図２】本発明の簡易地下構築構造の第１実施形態を示
す平面図である。FIG. 2 is a plan view showing a first embodiment of the simple underground construction structure of the present invention.
【図３】本発明の簡易地下構築構造の第２実施形態を示
す平面図である。FIG. 3 is a plan view showing a second embodiment of the simple underground construction structure of the present invention.
【図４】本発明の簡易地下構築構造の１施工例で、第１
工程を示す縦断側面図である。FIG. 4 is an example of a simple underground construction structure according to the present invention;
It is a vertical side view which shows a process.
【図５】本発明の簡易地下構築構造の１施工例で、第２
工程を示す縦断側面図である。FIG. 5 is an example of a simple underground construction structure according to the present invention;
It is a vertical side view which shows a process.
【図６】本発明の簡易地下構築構造の１施工例で、第３
工程を示す縦断側面図である。FIG. 6 is an example of a simple underground construction structure according to the present invention;
It is a vertical side view which shows a process.
【図７】本発明の簡易地下構築構造の１施工例で、第４
工程を示す縦断側面図である。FIG. 7 shows an example of a simple underground construction structure according to the present invention,
It is a vertical side view which shows a process.
【図８】本発明の簡易地下構築構造の説明図である。FIG. 8 is an explanatory diagram of a simple underground construction structure of the present invention.
【図９】従来例を示す説明図である。FIG. 9 is an explanatory diagram showing a conventional example.
１…山留め壁 ２…切ばり ３…根切り底 ４…山留め壁 ５…壁杭 ７…切ばり ８…仮想支点 ９…基礎梁 10…１階スラブ 11…地下１階スラ
ブDESCRIPTION OF SYMBOLS 1 ... Mountain retaining wall 2 ... Cut-off 3 ... Root cut bottom 4 ... Mountain retaining wall 5 ... Wall pile 7 ... Cut-off 8 ... Virtual fulcrum 9 ... Foundation beam 10 ... 1st floor slab 11 ... 1st basement slab
Claims (3)
面を崩壊しないように支持する最低長さでとめ、この山
留め壁の連続方向に所定間隔おきに山留め壁と一体また
は端部を重ね合わせて設ける壁杭は下端を山留め壁より
も深く施工し、かつ、これを地中先行切ばりで支持した
ことを特徴とした簡易地下構築構造。1. The retaining wall in the excavation work is stopped at a minimum length for supporting the excavating wall so as not to collapse, and the retaining wall is integrated with the retaining wall at predetermined intervals in the continuous direction of the retaining wall or the end portion is overlapped. A simple underground construction structure in which the wall pile to be provided is constructed with the lower end deeper than the retaining wall and supported by an underground leading edge.
の壁杭に到達する溝をセメントミルク等の注入材を注入
しながら最終床付け位置より深い位置まで削孔・改良し
て形成する請求項１記載の簡易地下構築構造。2. The underground pre-cutting is formed by drilling / improving a groove reaching the wall pile on the opposing surface at the front of the wall pile to a position deeper than the final flooring position while injecting an injection material such as cement milk. The simple underground construction structure according to claim 1, wherein the underground construction structure is formed.
ート、鋼材等の強度部材を配設して形成する請求項１ま
たは請求項２記載の簡易地下構築構造。3. The simple underground construction structure according to claim 1, wherein the underground precedent cut is formed by arranging a strength member such as reinforced concrete or steel at a groove bottom.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP7218843A JP2899668B2 (en) | 1995-08-28 | 1995-08-28 | Simple underground construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP7218843A JP2899668B2 (en) | 1995-08-28 | 1995-08-28 | Simple underground construction |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0959984A JPH0959984A (en) | 1997-03-04 |
| JP2899668B2 true JP2899668B2 (en) | 1999-06-02 |
Family
ID=16726218
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP7218843A Expired - Fee Related JP2899668B2 (en) | 1995-08-28 | 1995-08-28 | Simple underground construction |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2899668B2 (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108330986A (en) * | 2018-04-11 | 2018-07-27 | 王凯 | Back-pressure de-bowed type pile slab supporting structure and construction method after stake |
| CN110409511B (en) * | 2019-07-24 | 2021-10-08 | 中铁二十局集团第四工程有限公司 | Water stopping method for joint of secant pile and diaphragm wall |
| CN113323691B (en) * | 2021-06-04 | 2022-08-02 | 天津大学 | Foundation pit outer tunnel deformation control method based on liquid grout blocking wall |
| CN114855818B (en) * | 2022-05-23 | 2023-09-12 | 中铁二十局集团第一工程有限公司 | Double-row narrow-distance ground wall high-pressure rotary spraying reinforcement method |
-
1995
- 1995-08-28 JP JP7218843A patent/JP2899668B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0959984A (en) | 1997-03-04 |
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