JP3012896B2 - Reverse cutting method combined with advance cutting - Google Patents
Reverse cutting method combined with advance cuttingInfo
- Publication number
- JP3012896B2 JP3012896B2 JP7233991A JP23399195A JP3012896B2 JP 3012896 B2 JP3012896 B2 JP 3012896B2 JP 7233991 A JP7233991 A JP 7233991A JP 23399195 A JP23399195 A JP 23399195A JP 3012896 B2 JP3012896 B2 JP 3012896B2
- Authority
- JP
- Japan
- Prior art keywords
- wall
- pile
- cutting
- retaining wall
- underground
- 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
Links
Landscapes
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、地下構造物または
建築の地下部分を施工する逆打ち工法で、先行切ばりと
併用する工法に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a reverse construction method for constructing an underground structure or an underground part of a building, and relates to a construction method used in combination with a preceding cutting.
【０００２】[0002]
【従来の技術】逆打ち工法は周知のように本設スラブを
支保工としながら躯体を根切りの進行にあわせて打ち下
げていくものであるが、このような逆打ち工法における
山留め架構の設計法は、図13に示すように山留め壁１に
作用する側圧を上部は１階スラブ２で、下部は床付け以
深の支持層となる硬質層βに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。これは
一般的な切ばりオープンカット工法採用時と同じであ
る。Ａは根切り側、Ｂは背面側、αは軟弱層である。2. Description of the Related Art As is well known, a reverse striking method uses a permanent slab as a support to lower a skeleton as the root cutting progresses. In the method, as shown in FIG. 13, the lateral pressure acting on the retaining wall 1 is obtained by applying a one-way in the vertical direction as a beam supported by a hard layer β which is a support layer deeper than the floor, with the upper part being the first floor slab 2 and the lower part. An analysis method is employed. This is the same as when a general open cut method is adopted. A is the root cutting side, B is the back side, and α is the soft layer.
【０００３】[0003]
【発明が解決しようとする課題】軟弱地盤が深い場合に
は、組立鋼材による切ばりをかけながらオープンカット
を行うより、前記逆打ち工法の方が安全性が高いといわ
れている。When the soft ground is deep, it is said that the above-mentioned reverse hitting method has higher safety than performing the open cut while applying the cut with the assembled steel material.
【０００４】この逆打ち工法は軟弱層が厚い場合の工事
では、床付け以深には構真柱用場所打ちコンクリート杭
３の施工が必要となる。また、本設躯体のスラブコンク
リートの硬化収縮により本設地下外壁となる山留め壁１
にはＭ0 の曲げモーメントが発生する。Ｍ0 が非常に大
きくなることにより、本設地下外壁、あるいは外周柱を
兼用するには非常に大きな断面の地下連続壁が必要とな
り、工期、工費ともに大きな問題となっている。[0004] In the case of the reverse striking method, when the soft layer is thick, the cast-in-place concrete pile 3 for a timber column is required below the floor. In addition, the retaining wall 1 which becomes the main underground outer wall due to the hardening shrinkage of the slab concrete of the main body 1
Bending moment is generated in the M 0 in. When M 0 becomes very large, an underground continuous wall having a very large cross section is required to serve also as a permanent underground outer wall or an outer peripheral column, which is a serious problem both in construction period and construction cost.
【０００５】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
の地盤の悪さには左右されることなく、壁杭の間隔と側
圧分布の大きさにより設計されるので非常に合理的であ
り、経済的となり、壁杭の前面にソイルセメントで改良
された地盤をもって地中先行切ばりを施工するだけで、
敷地全面を改良したと同じ効果が期待でき、施工の容易
性および合理化、さらに、工費の節減、工期の短縮が得
られる先行切ばり併用逆打ち工法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 poor ground such as when the soft layer is thick. It is very reasonable and economical because it is designed according to the size of the underground, only by constructing the underground leading edge with soil improved with soil cement on the front of the wall pile,
An object of the present invention is to provide a reverse beating method combined with preceding cutting which can achieve the same effect as when the entire site is improved, facilitates and rationalizes construction, and also reduces construction costs and shortens the construction period.
【０００６】[0006]
【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、本設柱兼用の壁杭を柱心位置に構築
し、本設地下外壁位置に根切りに必要な長さの山留め壁
を構築し、また、構真柱を構築し、壁杭の前面に対面の
壁杭にむけて鉛直板状の地中先行切ばりをソイルセメン
トで改良された地盤をもって施工し、１階スラブをかけ
てから、躯体を根切りの進行にあわせて打ち下げていく
逆打ちを行い、根切り完了後地中先行切ばり上に基礎梁
スラブを構築すること、第２に、山留め壁は本設地下外
壁として利用すること、第３に、壁杭はＴ字あるいは十
字の左右に山留め壁の係合部を突設し、山留め壁は根切
り期間中は仮設であり、耐震壁に利用する本設地下外壁
は壁杭の係合部を利用して後打ち壁として施工すること
を要旨とするものである。According to the present invention, in order to achieve the above object, firstly, a wall pile which is also used as a permanent pillar is constructed at a pillar center position, and a length required for root cutting at a permanent underground outer wall position. The construction of a mountain retaining wall, the construction of a straight pillar, and the construction of a vertical plate-shaped underground leading edge facing the wall pile facing the front of the wall pile with soil improved with soil cement, After the first floor slab is applied, the backing of the frame is downed according to the progress of the excavation, and after the excavation is completed, the foundation beam slab is constructed on the pre-cutting underground. Thirdly, wall piles should be used as permanent underground outer walls. Thirdly, wall piles have T-shaped or cross-shaped left and right joints of retaining walls protruding, and retaining walls are temporary during root cutting. The main point is that the main underground outer wall to be used for construction is to be constructed as a post-placed wall using the engaging part of the wall pile A.
【０００７】根切りにより発生する山留め壁の応力は前
記図12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、仮想
支点となる先行切ばりを床付け位置より僅かに下の位置
までソイルセメントにより改良しておくので、これが板
状の先行切ばりとなり、あたかも全体が硬質層であるが
ごとき挙動を示す。[0007] As shown in Fig. 12, 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, since the leading cut serving as the virtual fulcrum is improved by the soil cement to a position slightly below the flooring position, this becomes a plate-like leading cut, as if the whole was formed. Although it is a hard layer, it behaves like this.
【０００８】図11、図12はこのような側圧分布と山留め
壁の曲げモーメントの分布を示すもので、太実線のよう
な曲げモーメント分布となり一般的な逆打ち工法による
曲げモーメント曲線である細点線と比べて、変形量も大
幅に減少する。FIGS. 11 and 12 show such lateral pressure distribution and distribution of bending moment of the retaining wall. The bending moment distribution shown by a thick solid line is a thin dotted line which is a bending moment curve obtained by a general reverse hitting method. The amount of deformation is also greatly reduced as compared to the case.
【０００９】先行切ばりは構真柱工事により構真柱位置
で分断されることになり、先行切ばりとしての機能は十
分とはいかなくなる。このため、やや地盤強度が低下し
たと見做され、あるいは切ばりとしての剛性が低下する
もののその能力が全て失われるものでない。最終床付け
位置より下には場所打ちコンクリート杭が施工されてい
ることにより先行切ばりとしての強度、機能は十分あ
り、仮想支点が下がった不利な状態でも図11、図12の点
線のように最終床付け位置に仮想支点を仮定することに
より安全性は保たれる。[0009] The leading cutting is divided at the position of the standing pillar by the construction of the standing pillar, and the function as the leading cutting is not sufficient. For this reason, it is considered that the ground strength is slightly lowered, or the rigidity as the cut is reduced, but the ability is not completely lost. Since the cast-in-place concrete pile has been constructed below the final flooring position, it has sufficient strength and function as a leading cut, and even in the disadvantageous state where the virtual fulcrum is lowered, as shown by the dotted lines in FIGS. 11 and 12. Security is maintained by assuming a virtual fulcrum at the final flooring position.
【００１０】なお、構真柱埋戻しをソイルセメントなど
を用いて十分に行えば、先行切ばりは連続性を失うこと
はないので、さらに有効な曲げモーメント分布となる。[0010] If backfilling of the column is sufficiently performed using soil cement or the like, the leading cutting does not lose its continuity, so that a more effective bending moment distribution is obtained.
【００１１】硬質層に定着していない壁杭の場合でも、
山留め壁に作用する側圧を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
位置を支持点とする単純梁のようになる。従って、軟弱
層の深さやその地盤の強度にはあまり左右されることな
く単純に壁杭の間隔により設計することができる。この
ため、山留め壁の必要深さは最終根切り底より１〜２ｍ
程度の位置に達していれば十分であり、経済的に優れた
ものとなる。[0011] Even in the case of a wall pile not fixed to the hard layer,
The bending moment generated on the retaining wall by receiving the lateral pressure acting on the retaining wall becomes like a simple beam having the wall pile position as a supporting point mainly in a horizontal plane. Therefore, the design can be made simply by the distance between the wall piles, without being greatly influenced by the depth of the soft layer and the strength of the ground. For this reason, the required depth of the retaining wall is 1-2 m from the final root cut bottom.
Sufficient position is sufficient, and it is economically excellent.
【００１２】請求項２記載の本発明は山留め壁は本設地
下外壁として利用する場合であり、請求項３記載の本発
明は本設地下外壁として利用しない場合であり、いずれ
も本発明は適用できるが、請求項３記載の本発明によれ
ば、壁杭のシヤーキーを利用して本設地下壁を後打ち壁
として施工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。The present invention according to claim 2 is a case where the retaining wall is used as a permanent underground outer wall, and the present invention according to claim 3 is a case where the mountain retaining wall is not used as a permanent underground outer wall. According to the third aspect of the present invention, the function of a seismic wall can be imparted by constructing the main underground wall as a rear wall using the shear key of the wall pile.
【００１３】[0013]
【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５〜図８は本発明の先行切
ばり併用逆打ち工法の１実施形態を示す各工程の側面
図、図１は本発明の先行切ばり併用逆打ち工法の１実施
形態を示す縦断側面図、図２は同上平面図である。Embodiments of the present invention will be described below in detail with reference to the drawings. 5 to 8 are side views of respective steps showing an embodiment of a reverse cutting method using a combination of preceding cutting according to the present invention, and FIG. 1 is a longitudinal sectional side view showing an embodiment of a reverse hitting method using a combination of preceding cutting according to the present invention. , FIG. 2 is a plan view of the same.
【００１４】図５に示すように、本設柱兼用の壁杭５を
ある間隔で構築し、本設地下外壁位置に根切りに必要な
長さの山留め壁４を構築し、また、構真柱用場所打ちコ
ンクリート杭３および構真柱６を構築する。なお、この
壁杭５の下端は硬質層βに到達する長さである必要はな
い。As shown in FIG. 5, wall piles 5 which are also used as permanent pillars are constructed at certain intervals, and a mountain retaining wall 4 having a length necessary for root cutting is constructed at the position of the permanent underground outer wall. The cast-in-place concrete pile 3 and the straight pillar 6 for the pillar are constructed. The lower end of the wall pile 5 does not need to be long enough to reach the hard layer β.
【００１５】壁杭５はこれを十文字またはＴ字形状に構
築し、左右に係合部５ａを張出し、山留め壁４に一体的
に構築するものとする。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、左右の係合部５ａ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。また、山留め壁４と壁杭５とはこれらのいず
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
とすることも可能である。The wall pile 5 is constructed in a cross shape or a T-shape, and the engaging portions 5a are extended to the left and right to be 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 with the left and right engagement portions 5a, a horizontal streak joint method is required. Either one or both of the retaining wall 4 and the wall pile 5 can be made of precast concrete or steel.
【００１６】他の実施形態として、壁杭５は図３に示す
ようにこの係合部に山留め壁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。As another embodiment, as shown in FIG. 3, the wall pile 5 supports the mountain retaining wall 4 by overlapping the end of the mountain retaining wall 4 with the engaging portion. 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.
【００１７】山留め壁４はこれを本設土圧壁兼用のもの
とする場合と仮設とする場合とがある。山留め壁４を仮
設のものとする場合には、Ｈ、Ｉ形鋼あるいはプレキャ
スト式の重ね合わせ式を採用した場合には、本設地下外
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
能を持たせることもできる。The retaining wall 4 may be used both as a permanent earth pressure wall and as a temporary one. When the retaining wall 4 is temporary, when the H or I section steel or the precast type superposition type is adopted, the cross-shaped (or T-shaped) shear key of the wall pile 5 as the main underground outer wall is used. It can also be used as a seismic wall by using it as a post-wall.
【００１８】前記壁杭５間に構築する山留め壁４はこれ
を壁杭５と同じ地中連続壁工法として、横長掘削孔に鉄
筋カゴを配設し、コンクリートを打設してなるエレメン
トを先行、後行で接続していくことにより施工する。The retaining wall 4 to be constructed between the wall piles 5 is constructed by using the same underground continuous wall construction method as that for the wall piles 5 by arranging a steel cage in a horizontally long excavation hole and placing an element formed by casting concrete. It will be constructed by connecting in the subsequent line.
【００１９】また、他の実施形態として山留め壁４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。In another embodiment, the retaining wall 4 is
It is to be constructed with soil cement continuous wall, for example, excavating with a large chain saw with a large excavator using a bentonite solution and aeration, and after completion, stirring and mixing while injecting cement paste (cement milk) The construction method is used.
【００２０】なお、山留め壁４を構成するソイルセメン
ト壁の連続掘削工法としては、このような大型チェーン
ソーによる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。As a continuous excavation method for the soil cement wall constituting the retaining wall 4, in addition to such a large chain saw method, an in-situ soil mixing wall (SMW) method of a three-axis pile driver is reduced in size. A three-axis construction method using a construction machine called a soil changer may be employed.
【００２１】また、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、すなわち、最終
根切り底より１〜２ｍ程度の位置に達するものとする。
なお、地下水の多い場合には山留め壁４の下部に止水性
の膜を設置する。Also, the retaining wall 4 is assumed to reach the minimum length that can support the root cutting wall so as not to collapse, that is, a position about 1 to 2 m from the final root cutting bottom.
In the case where there is a lot of groundwater, a waterproof film is provided below the retaining wall 4.
【００２２】このように山留め壁４をソイルセメント連
続壁で施工するのに必要な強度が不足となるおそれがあ
る場合は、図９、図10に示すように、掘削孔内に注入し
た自硬性の泥水（ベントナイト溶液）あるいはセメント
ミルクが混練して硬化する前に、その内部にウエブ10ａ
を水平向きとして水平方向を主応力とするＨあるいはＩ
形鋼の形鋼10をワイヤー11等の吊り部材により上下方向
に間隔を存して並べてすだれ状に配置する。If there is a possibility that the strength required for constructing the retaining wall 4 with the continuous soil cement wall may be insufficient, as shown in FIGS. 9 and 10, the self-hardening material injected into the excavation hole is used. Before the muddy water (bentonite solution) or cement milk is kneaded and hardened, the web 10a
H or I with horizontal as the main stress
Shaped steel members 10 are arranged in an interdigitated manner by suspending members such as wires 11 at intervals in the vertical direction.
【００２３】この形鋼10はウエブ10ａに円形または角形
の穴10ｂを適宜間隔であけるものとした。このように穴
10ｂを設けることで形鋼10の材料費を安価なものとし、
また、形鋼10を設置する際に自硬性の泥水（ベントナイ
ト溶液）あるいはセメントミルクがこの穴10ｂを通過す
ることで施工性のよいものとなる。なお、形鋼10の設置
は掘削孔を形成した段階で行い、その後で自硬性の泥水
やセメントミルクを注入し、攪拌することも可能であ
る。The section steel 10 has a circular or square hole 10b formed in a web 10a at appropriate intervals. Holes like this
By providing 10b, the material cost of the shaped steel 10 can be reduced,
In addition, when the section steel 10 is installed, self-hardening muddy water (bentonite solution) or cement milk passes through the holes 10b, thereby improving workability. The section steel 10 can be installed at the stage when the excavation hole is formed, and then self-hardening muddy water or cement milk can be injected and stirred.
【００２４】図６に示すように、壁杭５の前面に対面の
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
削孔してソイルセメント壁の連続掘削工法による鉛直板
状の地中先行切ばり７を施工する。かかる鉛直板状の地
中先行切ばり７の施工は前記山留め壁４の施工と同じく
ソイルセメント連続壁で施工するものとし、掘削機を大
型にした大型チェンソーでの工法や、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軸工法で施工する等
の工法が採用できる。As shown in FIG. 6, a groove reaching the wall pile facing the front of the wall pile 5 is drilled to a position deeper than the final flooring position while injecting an injection material such as cement milk or bentonite into the groove. A vertical plate-shaped underground leading edge 7 is constructed by a continuous excavation method of a cement wall. The construction of the vertical plate-shaped underground pre-cutting 7 is to be carried out with a continuous soil cement wall in the same manner as the construction of the retaining wall 4, and the construction method using a large chain saw with a large excavator and the in-situ soil mixing wall It is possible to adopt a construction method in which a three-axis construction method using a construction machine called a soil changer in which a triaxial pile driving machine of the body (SMW) method is reduced in size is used.
【００２５】この鉛直板状の先行切ばり７は、強度が必
要な場合には掘削した溝底を、ＲＣあるいはプレキャス
ト、Ｈ鋼などの強度部材で補強する。[0025] The vertical plate-shaped pre-cut 7 reinforces the excavated groove bottom with a strength member such as RC, precast or H-steel when strength is required.
【００２６】図４は前記図３に示すようにこの係合部に
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
るようにした場合の全体の平面図で、先行切ばり７は構
真柱工事により構真柱６の位置で分断されることになる
が、先に述べたように切ばりとしての剛性が低下するも
ののその能力が全て失われるものでなく、最終床付け位
置より下には場所打ちコンクリート杭が施工されている
ことにより先行切ばりとしての強度、機能は十分ある。
なお、構真柱埋戻しをソイルセメントなどを用いて十分
に行えば、先行切ばりは連続性を失うことはないので、
さらに有効な曲げモーメント分布となる。FIG. 4 is an overall plan view of the case where the end of the retaining wall 4 is overlapped with the engaging portion to support the retaining wall 4 as shown in FIG. Although it is divided at the position of the trussed pillar 6 due to the trussed pillar construction, as described above, the rigidity as the cut-off is reduced, but the ability is not lost at all, and it is not from the final flooring position. Since the cast-in-place concrete pile is installed below, it has sufficient strength and function as a leading cut.
In addition, if the backfill of the trussed pillar is sufficiently performed using soil cement, etc., since the preceding cutting does not lose continuity,
A more effective bending moment distribution is obtained.
【００２７】図７に示すように、１階スラブ２の位置あ
るいはここにかからないような深さまで根切りを行い、
１階スラブ２をかけてから、第２次根切り、地下１階ス
ラブ12の構築（図12参照）、第３次根切り等躯体を根切
りの進行にあわせて打ち下げていく逆打ちを行う。な
お、途中の地下階の図示は省略する。As shown in FIG. 7, roots are cut to the position of the first floor slab 2 or to a depth not to reach here.
After the first-floor slab 2 is applied, the second-stage excavation, the construction of the first-story underground slab 12 (see Fig. 12), the third-stage excavation, etc. Do. The illustration of the basement floor on the way is omitted.
【００２８】図８に示すように、根切り完了後地中先行
切ばり７上で除去した地中先行切ばり７の位置に基礎梁
スラブ９を構築する。As shown in FIG. 8, the foundation beam slab 9 is constructed at the position of the underground leading cut 7 removed on the underground leading cutting 7 after the completion of root cutting.
【００２９】壁杭５に作用する応力に対して反力となる
切ばり軸力と仮想支点反力については一般的な逆打ち工
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
ることにより、切ばりがなくとも、また、本設躯体スラ
ブの間隔が比較的大きなものでも対抗できる。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 cutting axial force and the imaginary fulcrum reaction force which are reaction forces with respect to the stress acting on the wall pile 5 are the same as those calculated by a general reverse hitting method. Moreover, since the wall pile 5 has a large bending stiffness and a large resistance to deformation, even if there is no cut-out, and the interval between the main body slabs is relatively large, it can be countered. This is very advantageous for speed of root excavation work and safe construction.
【００３０】なお、山留め壁４は本設地下外壁として利
用する場合もあるが、これを仮設としてもよい。その場
合は、図４に示すように改めて耐震壁として利用する本
設地下外壁13を施工するが、壁杭５の係合部５ａを利用
して後打ち壁として施工するようにしてもよい。In some cases, the retaining wall 4 is used as a permanent underground outer wall, but it may be temporary. In this case, as shown in FIG. 4, the permanent underground outer wall 13 used as a seismic wall is newly constructed, but may be constructed as a post-wall by using the engaging portion 5a of the wall pile 5.
【００３１】また、施工手順に関しては、壁杭の設置、
構真柱の施工、山留め壁の施工、地中先行切ばりの施工
は前記実施形態の記載にとらわれず、これらを同時進行
で行うことや、いずれかを先行施工させ、他は同時進行
またはいずれか一方を先行させる後行施工とすることな
ど、現場の状況によって適宜選択できるものとする。そ
の一例は壁杭設置のためのプレボーリングはこれをソイ
ルセメントで改良された地盤による地中先行切ばりや山
留め壁の施工で自硬性の泥水やセメントミルク等の注入
材を注入しながら削孔する際にともに行うことができる
などである。Regarding the construction procedure, installation of wall piles,
Construction of the timber pillar, construction of the retaining wall, construction of the underground pre-cutting is not limited to the description of the embodiment, and these can be performed simultaneously, or any of them can be pre-constructed, the other can be performed simultaneously or any other It can be appropriately selected depending on the situation of the site, such as the subsequent construction in which one of them is performed first. An example of this is pre-boring for installing wall piles by drilling while injecting injection material such as self-hardening muddy water or cement milk in the construction of pre-cut underground with earth improved with soil cement or embankment wall. And so on.
【００３２】[0032]
【発明の効果】以上述べたように本発明の先行切ばり併
用逆打ち工法は、山留め壁として必要な壁厚は軟弱層が
厚い場合などの地盤の悪さには左右されることなく、壁
杭の間隔と側圧分布の大きさにより設計されるので非常
に合理的であり、経済的となり、壁杭の前面にソイルセ
メントで改良された地盤をもって鉛直板状の地中先行切
ばりを施工するだけで、敷地全面を改良したのと同じ効
果が期待でき、施工の容易性および合理化、さらに、工
費の節減、工期の短縮が得られるものである。As described above, according to the method of the present invention, the wall thickness required for the retaining wall is not affected by poor ground such as when the soft layer is thick. It is very reasonable and economical because it is designed according to the size of the gap and the distribution of lateral pressure distribution. Therefore, the same effect as when the entire site is improved can be expected, and the easiness and rationalization of construction, the reduction of construction cost, and the shortening of construction period can be obtained.
【図１】本発明の先行切ばり併用逆打ち工法の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 an embodiment of a reverse cutting method combined with preceding cutting of the present invention.
【図２】本発明の先行切ばり併用逆打ち工法の１実施形
態を示す平面図である。FIG. 2 is a plan view showing an embodiment of a reverse hitting method combined with preceding cutting according to the present invention.
【図３】本発明の先行切ばり併用逆打ち工法の他の実施
形態を示す平面図である。FIG. 3 is a plan view showing another embodiment of the reverse hitting method combined with preceding cutting of the present invention.
【図４】本発明の先行切ばり併用逆打ち工法で図３の実
施形態における全体の平面図である。FIG. 4 is an overall plan view of the embodiment shown in FIG. 3 in the reverse hitting method combined with preceding cutting of the present invention.
【図５】本発明の先行切ばり併用逆打ち工法の１実施形
態での第１工程を示す縦断側面図である。FIG. 5 is a vertical cross-sectional side view showing a first step in one embodiment of the reverse cutting method combined with advance cutting according to the present invention.
【図６】本発明の先行切ばり併用逆打ち工法の１実施形
態での第２工程を示す縦断側面図である。FIG. 6 is a vertical sectional side view showing a second step in the embodiment of the reverse hitting method combined with preceding cutting according to the present invention.
【図７】本発明の先行切ばり併用逆打ち工法の１実施形
態での第３工程を示す縦断側面図である。FIG. 7 is a vertical sectional side view showing a third step in the embodiment of the reverse hitting method combined with preceding cutting according to the present invention.
【図８】本発明の先行切ばり併用逆打ち工法の１実施形
態での第４工程を示す縦断側面図である。FIG. 8 is a vertical cross-sectional side view showing a fourth step in the embodiment of the reverse hitting method combined with advance cutting according to the present invention.
【図９】本発明の先行切ばり併用逆打ち工法の１実施形
態を示す要部の横断平面図である。FIG. 9 is a cross-sectional plan view of a main part showing an embodiment of a reverse cutting method combined with preceding cutting according to the present invention.
【図１０】本発明の先行切ばり併用逆打ち工法の１実施
形態を示す要部の正面図である。FIG. 10 is a front view of a main part showing one embodiment of a reverse hitting method combined with preceding cutting of the present invention.
【図１１】本発明の先行切ばり併用逆打ち工法で、１階
スラブ架設時の側圧分布・曲げモーメント分布を示す説
明図である。FIG. 11 is an explanatory diagram showing lateral pressure distribution and bending moment distribution when the first-floor slab is erected in the reverse striking method combined with preceding cutting of the present invention.
【図１２】本発明の先行切ばり併用逆打ち工法で、地下
１階スラブ架設時の側圧分布・曲げモーメント分布を示
す説明図である。FIG. 12 is an explanatory diagram showing a lateral pressure distribution and a bending moment distribution when a slab is erected on the first basement floor in the reverse hitting method combined with preceding cutting of the present invention.
【図１３】従来例を示す説明図である。FIG. 13 is an explanatory diagram showing a conventional example.
１…山留め壁 ２…１階スラブ ３…構真柱用場所打ちコンクリート杭 ４…山留め壁 ５…壁杭 ５ａ…係合部 ６…構真柱 ７…地中先行切
ばり ９…基礎梁スラブ 10…形鋼 10ａ…ウエブ 10ｂ…穴 11…ワイヤー 12…地下１階スラブ 13…本設地下外
壁DESCRIPTION OF SYMBOLS 1 ... Mountain retaining wall 2 ... 1st floor slab 3 ... Cast-in-place concrete pile for a trussed pillar 4 ... Mountain retaining wall 5 ... Wall stake 5a ... Engagement part 6 ... trussed pillar 7 ... Underground preceding cut 9 ... Foundation beam slab 10 ... Shape steel 10a ... Web 10b ... Hole 11 ... Wire 12 ... Basement 1st floor slab 13 ... Main basement outer wall
フロントページの続き (56)参考文献 特開 昭60−226917（ＪＰ，Ａ) 特開 平５−255944（ＪＰ，Ａ) 特開 平６−257169（ＪＰ，Ａ) 特開 平７−127064（ＪＰ，Ａ) 特開 平９−59984（ＪＰ，Ａ) 特開 昭53−616（ＪＰ，Ａ) 特開 昭54−62607（ＪＰ，Ａ) 特開 昭56−64028（ＪＰ，Ａ) 特開 昭64−14425（ＪＰ，Ａ) (58)調査した分野(Int.Cl.7，ＤＢ名) E02D 29/00 E02D 29/045 - 29/055 E02D 17/04 E02D 5/18 - 5/20 Continuation of the front page (56) References JP-A-60-226917 (JP, A) JP-A-5-255944 (JP, A) JP-A-6-257169 (JP, A) JP-A 7-127064 (JP) JP-A-9-59984 (JP, A) JP-A-53-616 (JP, A) JP-A-54-62607 (JP, A) JP-A-56-64028 (JP, A) 64-14425 (JP, A) (58) Fields investigated (Int. Cl. 7 , DB name) E02D 29/00 E02D 29/045-29/055 E02D 17/04 E02D 5/18-5/20
Claims (3)
本設地下外壁位置に根切りに必要な長さの山留め壁を構
築し、また、構真柱を構築し、壁杭の前面に対面の壁杭
にむけて鉛直板状の地中先行切ばりをソイルセメントで
改良された地盤をもって施工し、１階スラブをかけてか
ら、躯体を根切りの進行にあわせて打ち下げていく逆打
ちを行い、根切り完了後地中先行切ばり上に基礎梁スラ
ブを構築することを特徴とした先行切ばり併用逆打ち工
法。1. A wall pile that is also used as a permanent pillar is constructed at a pillar center position,
At the location of the main basement outer wall, construct a retaining wall of the length required for root cutting, construct a straight pillar, and place a vertical plate-shaped underground leading edge in front of the wall pile toward the facing wall pile. Is constructed with soil improved with soil cement, the first floor slab is applied, and then the frame is knocked down as the root cutting progresses. The reverse hitting method combined with preceding cutting, characterized by building a beam slab.
請求項１記載の先行切ばり併用逆打ち工法。2. The method according to claim 1, wherein the retaining wall is used as a permanent underground outer wall.
壁の係合部を突設し、山留め壁は根切り期間中は仮設で
あり、耐震壁に利用する本設地下外壁は壁杭の係合部を
利用して後打ち壁として施工する請求項１記載の先行切
ばり併用逆打ち工法。3. The wall pile is provided with an engagement portion of a retaining wall projecting right and left of a T-shape or a cross, the retaining wall is temporary during a root cutting period, and a main underground outer wall used for an earthquake-resistant wall is a wall pile. 2. The method of claim 1, wherein the joint is used as a trailing wall by utilizing the engaging portion.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP7233991A JP3012896B2 (en) | 1995-09-12 | 1995-09-12 | Reverse cutting method combined with advance cutting |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP7233991A JP3012896B2 (en) | 1995-09-12 | 1995-09-12 | Reverse cutting method combined with advance cutting |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0978614A JPH0978614A (en) | 1997-03-25 |
| JP3012896B2 true JP3012896B2 (en) | 2000-02-28 |
Family
ID=16963838
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP7233991A Expired - Fee Related JP3012896B2 (en) | 1995-09-12 | 1995-09-12 | Reverse cutting method combined with advance cutting |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3012896B2 (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007270461A (en) * | 2006-03-30 | 2007-10-18 | Takenaka Komuten Co Ltd | Earth retaining method |
| CN103015457B (en) * | 2012-12-03 | 2015-07-22 | 常州大学 | Method for building rural brick buried sewage treatment facility |
| CN113482021A (en) * | 2021-08-19 | 2021-10-08 | 中铁第六勘察设计院集团有限公司 | Half-pile supporting structure for excavating shallow foundation pit above underground structure floor and construction method |
-
1995
- 1995-09-12 JP JP7233991A patent/JP3012896B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0978614A (en) | 1997-03-25 |
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