JPH0377324B2 - - Google Patents
Info
- Publication number
- JPH0377324B2 JPH0377324B2 JP58190826A JP19082683A JPH0377324B2 JP H0377324 B2 JPH0377324 B2 JP H0377324B2 JP 58190826 A JP58190826 A JP 58190826A JP 19082683 A JP19082683 A JP 19082683A JP H0377324 B2 JPH0377324 B2 JP H0377324B2
- Authority
- JP
- Japan
- Prior art keywords
- wall
- underground continuous
- continuous wall
- ground
- temporary
- 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 - Lifetime
Links
- 230000000087 stabilizing effect Effects 0.000 claims description 15
- 238000010276 construction Methods 0.000 claims description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 14
- 239000007788 liquid Substances 0.000 claims description 13
- 238000000034 method Methods 0.000 claims description 13
- 238000009412 basement excavation Methods 0.000 claims description 4
- 239000003673 groundwater Substances 0.000 claims description 4
- 229910000278 bentonite Inorganic materials 0.000 description 2
- 239000000440 bentonite Substances 0.000 description 2
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 239000012530 fluid Substances 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 229920000642 polymer Polymers 0.000 description 1
- 230000009291 secondary effect Effects 0.000 description 1
- 239000010802 sludge Substances 0.000 description 1
- 239000003381 stabilizer Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Description
【発明の詳細な説明】
この発明は地中連続壁を構築するに先行ち、地
盤を改良する方法に関する。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a method of improving the ground prior to constructing a diaphragm wall.
地中連続壁工法はよく知られているように、安
定液を使用して掘削壁面の崩壊をおさえながら溝
を壁状に掘削し、この溝内に鉄筋籠を建込むとと
もにコンクリートを打設して単位壁とし、これを
順次繰り返して連接することにより地中に連続し
た壁を構築する。 As is well known, the underground wall construction method involves excavating a wall-shaped trench while using a stabilizing liquid to prevent the excavated wall from collapsing, and then constructing a reinforcing bar cage inside the trench and pouring concrete. By repeating these unit walls and connecting them in sequence, a continuous wall is constructed underground.
ところで、地下水位が高い地盤あるいは被圧水
のある地盤などにおいて、地中連続壁工法を実施
したのち、とくに根切り掘削を行う場合、地中連
続壁を構成する単位壁相互のジヨイント部から漏
水が発することが多く、それが多量であると工事
の安全に悪影響を及ぼす問題が生じるばかりでな
く、壁体を本体構造物として使用するにも問題が
生じる。 By the way, when root cutting excavation is performed after implementing the underground wall construction method in ground with a high groundwater level or under pressure water, water may leak from the joints between the unit walls that make up the underground wall. is often emitted, and if the amount is large, it not only poses a problem that adversely affects the safety of construction work, but also causes problems when using the wall as the main structure.
従来より、一般にこの漏水防止対策として地中
連続壁工法の施工前後に、漏水予想箇所あるいは
漏水箇所に地盤注入工法が実施されている。 Conventionally, as a measure to prevent water leakage, a ground injection method has been generally implemented at a predicted water leakage point or a water leakage point before and after construction of the underground continuous wall method.
しかしながら、地盤注入工法はよく知られてい
るように不均質性地盤に所定の領域を均質に浸透
固結し、かつ隣接する固結体相互の連続性を保持
することが困難であるので、漏水防止の効果に難
点があるのが実情である。 However, as is well known, with the ground injection method, it is difficult to homogeneously infiltrate and consolidate a predetermined area in heterogeneous ground and maintain continuity between adjacent consolidated bodies, so water leakage may occur. The reality is that there are drawbacks to the effectiveness of prevention.
この発明は上記問題をかんがみてなされたもの
で、その目的は地中連続壁の構築に先行して、地
中連続壁を構成する単位壁相互のジヨイント部か
らの漏水を確実にかつ経済的に防止できる地盤改
良方法を堤供することにある。 This invention was made in view of the above problems, and its purpose is to reliably and economically prevent water leakage from the joints between the unit walls that make up the underground continuous wall, prior to the construction of the underground continuous wall. The aim is to provide a ground improvement method that can prevent this.
すなわちこの発明による方法は、地下水位が高
い地盤や被圧水のある地盤中に地中連続壁を構築
する際に、前記地中連続壁の構築に先行して、前
記地中連続壁を構成する単位壁相互のジヨイント
部を中心にして、構築される前記地中連続壁の連
結方向に平行に延びる一対の仮溝を安定液を満た
しながら掘削し、その後に前記仮溝内の前記安定
液を硬化せしめることで、前記単位壁間に跨がる
位置に予め一対の地盤改良区域を形成し、しかる
後に前記地中連続壁の単位壁を構成する方法であ
つて、前記仮溝は前記単位壁の構築線を含む細幅
状に掘削されることを特徴とするもので、以下そ
の実施例を図面を参照しながら詳述する。 That is, in the method according to the present invention, when constructing an underground continuous wall in ground with a high groundwater level or ground with pressurized water, the method includes constructing the underground continuous wall before constructing the underground continuous wall. A pair of temporary trenches extending parallel to the connection direction of the underground continuous walls to be constructed are excavated centering on joints between unit walls, and filled with stabilizing liquid, and then the stabilizing liquid in the temporary trenches is excavated. A method of forming a pair of ground improvement areas in advance at positions spanning between the unit walls by hardening the unit walls, and then configuring the unit walls of the underground continuous wall, wherein the temporary trench is It is characterized by being excavated in a narrow width that includes the construction line of the wall, and examples thereof will be described in detail below with reference to the drawings.
まず、第１図において、地中連続壁工法による
地連続壁１の構築に先行して、前記地中連続壁１
を構成する単位壁２，２′相互のジヨイント部３
両側の側面外方部４，４′に相当する位置にそれ
ぞれ安定液を満たしながら、地中連続壁用掘削機
（図示せず）などで構築される地中連続壁１の連
結方向に平行に延びる一対の仮溝５，５′を所定
深度まで掘削する。この時、仮溝５，５′は、ジ
ヨイント部３を中心にして、地中連続壁１の単位
壁２，２′の構築線を含むようにして細幅状に形
成される。 First, in FIG. 1, prior to the construction of the underground continuous wall 1 by the underground continuous wall construction method, the underground continuous wall 1 is
The mutual joint part 3 of the unit walls 2, 2' constituting the
While filling the positions corresponding to the side outer parts 4 and 4' on both sides with the stabilizing liquid, parallel to the connection direction of the underground continuous wall 1 constructed with an underground continuous wall excavator (not shown), etc. A pair of extending temporary grooves 5, 5' are excavated to a predetermined depth. At this time, the temporary grooves 5, 5' are formed in a narrow shape so as to include the construction lines of the unit walls 2, 2' of the underground continuous wall 1, with the joint part 3 as the center.
前記安定液としてはベントナイト、セメント系
硬化材、水を主成分とし、必要に応じて地盤や施
工条件などによつて逸泥防止材や硬化調整剤を混
入するいわゆる自硬性安定液を使用すると好結果
が得られる。前記自硬性安定液はよく知られてい
るように経時的に硬化し、その硬化体は原地盤の
強度を示し、また不透水性の性状を示す。また、
１箇所の前記仮溝を掘削するに要する時間が相当
にかかる場合には、使用時の前記自硬性安定液の
硬化の影響を避けるため、安定液として通常のベ
ントナイト泥水、あるいはポリマー泥水を使用し
て仮溝を掘削したのち、これら安定液を原位置で
セメント系硬化材を混入させる方法、あるいは自
硬性安定液と置換する方法を採用することも可能
である。 As the stabilizing liquid, it is preferable to use a so-called self-hardening stabilizing liquid which contains bentonite, a cement-based hardening agent, and water as its main components, and if necessary, mixes a sludge prevention agent or hardening regulator depending on the ground and construction conditions. Get results. As is well known, the self-hardening stabilizer hardens over time, and its hardened product exhibits the strength of the original ground and exhibits water-impermeable properties. Also,
If it takes a considerable amount of time to excavate the temporary trench at one location, use ordinary bentonite mud or polymer mud as the stabilizing fluid to avoid the effect of hardening of the self-hardening stabilizing fluid during use. It is also possible to adopt a method in which a cement-based hardening material is mixed in with the stabilizing liquid in situ after a temporary trench is excavated, or a method in which the stabilizing liquid is replaced with a self-hardening stabilizing liquid.
かくして、前記仮溝５，５′内の安定液が硬化
して、原地盤の強度以上の強度を示し、また不透
水性の性状を示す壁状硬化体６，６′に変換して
地盤が改良される。 In this way, the stabilizing liquid in the temporary grooves 5, 5' hardens and converts into wall-shaped hardened bodies 6, 6' that have a strength greater than that of the original ground and are impermeable to water, and the ground is solidified. Improved.
しかるのちに、前記壁状硬化体６，６′間に、
前記地中連続壁１を構成する単位壁２，２′相互
のジヨイント部３を位置するように、通常の地中
連続壁工法によつて地中連続壁１が構築される。
そして、前記地中連続壁１をはさんで前記壁状硬
化体６と反対側Ａに根切り掘削すると地下水の流
出が前記壁状硬化体６によつて遮断されて根切り
掘削側Ａに漏水が発生することがない。なお、
７，７′は鉄筋籠、８はロツキングパイプ引抜き
孔跡である。 After that, between the wall-shaped hardened bodies 6 and 6',
The underground continuous wall 1 is constructed by a normal underground continuous wall construction method so that the joint portion 3 between the unit walls 2 and 2' constituting the underground continuous wall 1 is located.
Then, when root cutting is excavated on the side A opposite to the wall-shaped hardened body 6 across the underground continuous wall 1, the outflow of groundwater is blocked by the wall-shaped hardened body 6, and water leaks to the root cutting excavation side A. never occurs. In addition,
7 and 7' are reinforcing bar cages, and 8 is the remains of a locking pipe extraction hole.
なお、この実施例では地中連続壁を構成する単
位壁相互のジヨイント部の両側の側面外方部に相
当する位置にそれぞれ壁状硬化体を形成する場合
を示したが、本発明に係る他の実施例として図示
しないが、地中連続壁を構成する単位壁相互のジ
ヨイント部の片側の側面外方部に相当する位置の
みに、地盤を改良して壁状硬化体を形成すること
も可能である。この場合も同様に壁状硬化体と反
対側に根切り掘削しても漏水防止が確実に期待で
きる。 In addition, although this example shows the case where wall-shaped hardened bodies are formed at positions corresponding to the outer parts of the side surfaces on both sides of the joint parts between the unit walls constituting the underground continuous wall, other wall-shaped hardened bodies according to the present invention Although not shown as an example of this, it is also possible to improve the ground and form a wall-like hardened body only at a position corresponding to the outer side of one side of the joint between the unit walls that make up the underground continuous wall. It is. In this case as well, water leakage can be reliably expected to be prevented by cutting and excavating roots on the opposite side of the hardened wall.
以上、本発明によれば、地中連続壁を構成する
単位壁相互のジヨイント部の側面外方部に相当す
る位置に掘削仮溝内の安定液を硬化せしめた壁状
硬化体を形成して地盤を改良したから、根切り掘
削などに伴う漏水が確実にかつ経済的に防止され
る。さらに、副次的効果として地中連続壁工法に
おける打設コンクリートの廻り込みが確実に防止
される。 As described above, according to the present invention, a wall-like hardened body made by hardening the stabilizing liquid in the excavated temporary trench is formed at a position corresponding to the outer side surface of the joint part between the unit walls constituting the underground continuous wall. Because the ground has been improved, water leakage caused by root cutting and excavation can be reliably and economically prevented. Furthermore, as a secondary effect, it is possible to reliably prevent poured concrete from going around in the underground continuous wall construction method.
第１図は本発明方法に係る平面図である。
１……地中連続壁、２，２′……単位壁、３…
…ジヨイント部、４，４′……側面外方部、５，
５′……仮溝、６，６′……壁状硬化体。
FIG. 1 is a plan view of the method of the present invention. 1... underground continuous wall, 2, 2'... unit wall, 3...
...Joint part, 4, 4'...Side outer part, 5,
5'...temporary groove, 6,6'...wall-shaped hardened body.
Claims (1)
地中連続壁を構築する際に、前記地中連続壁の構
築に先行して、前記地中連続壁を構成する単位壁
相互のジヨイント部を中心にして、構築される前
記地中連続壁の連結方向に平行に延びる一対の仮
溝を安定液を満たしながら掘削し、その後に前記
仮溝内の前記安定液を硬化せしめることで、前記
単位壁間に跨がる位置に予め一対の地盤改良区域
を形成し、しかる後に前記地中連続壁の単位壁を
構築する方法であつて、前記仮溝は前記単位壁の
構築線を含む細幅状に掘削されることを特徴とす
る地中連続壁に先行する地盤改良方法。1. When constructing a diaphragm wall in ground with a high groundwater level or under pressure water, prior to construction of the diaphragm wall, joints between the unit walls constituting the diaphragm wall shall be determined. By excavating a pair of temporary trenches extending parallel to the connection direction of the underground continuous wall to be constructed, with the part as the center, and filling them with a stabilizing liquid, and then hardening the stabilizing liquid in the temporary trench, A method of forming a pair of ground improvement areas in advance at a position spanning between the unit walls, and then constructing the unit wall of the underground continuous wall, wherein the temporary trench includes the construction line of the unit wall. A ground improvement method that precedes an underground continuous wall, which is characterized by excavation in a narrow width.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP19082683A JPS6085117A (en) | 1983-10-14 | 1983-10-14 | Method of improving ground prior to construction of underground continuous wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP19082683A JPS6085117A (en) | 1983-10-14 | 1983-10-14 | Method of improving ground prior to construction of underground continuous wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6085117A JPS6085117A (en) | 1985-05-14 |
| JPH0377324B2 true JPH0377324B2 (en) | 1991-12-10 |
Family
ID=16264400
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP19082683A Granted JPS6085117A (en) | 1983-10-14 | 1983-10-14 | Method of improving ground prior to construction of underground continuous wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS6085117A (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP6378652B2 (en) * | 2015-07-29 | 2018-08-22 | 鹿島建設株式会社 | Underground continuous wall construction method |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS57169128A (en) * | 1980-12-30 | 1982-10-18 | Soletanche | Production of wall panel molded in underground |
-
1983
- 1983-10-14 JP JP19082683A patent/JPS6085117A/en active Granted
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS57169128A (en) * | 1980-12-30 | 1982-10-18 | Soletanche | Production of wall panel molded in underground |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6085117A (en) | 1985-05-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US4453366A (en) | Process of forming a continuous wall in the ground | |
| JPH0377324B2 (en) | ||
| JP2912500B2 (en) | How to build a continuous underground water barrier | |
| JP3253868B2 (en) | Forming method of water passage section in continuous underground wall | |
| JP3640198B2 (en) | Underground impermeable wall and its construction method | |
| JPS5936058B2 (en) | How to construct a structure using underground continuous walls | |
| JPH0223633Y2 (en) | ||
| CN217870574U (en) | Structure for applying locking steel sheet pile to water-stop curtain between piles | |
| JP2874906B2 (en) | Shaft construction method | |
| JP4576768B2 (en) | Composite type underground continuous wall and construction method of the same wall | |
| JPS6085116A (en) | Method of improving ground prior to construction of underground continuous wall | |
| JP6999483B2 (en) | Guide wall and how to build a guide wall | |
| JP2524579B2 (en) | Reinforcement method of existing retaining wall under water surface | |
| JPS6019369B2 (en) | How to build a diaphragm wall | |
| JPH0931972A (en) | Construction of underground continuous wall | |
| JPS5854124A (en) | Constructing method for preliminary underground wall preceding excavation of ditch for continuous underground wall | |
| JP3586744B2 (en) | Construction method of impermeable wall | |
| JPH0612012B2 (en) | Tsukishima construction method | |
| JP3023236B2 (en) | How to construct a suspended water wall | |
| CN110130372A (en) | A kind of construction method in prestress anchorage cable cofferdam | |
| JPH07207660A (en) | Cut-off wall and construction method thereof | |
| JP2829805B2 (en) | How to build a continuous underground water barrier | |
| JP4878686B2 (en) | How to build a structure | |
| JPH1025986A (en) | Construction of vertical pit | |
| JPS6294618A (en) | Embedding work |