JP2000144742A - Artesian countermeasure method in ground excavation work - Google Patents
Artesian countermeasure method in ground excavation workInfo
- Publication number
- JP2000144742A JP2000144742A JP10315963A JP31596398A JP2000144742A JP 2000144742 A JP2000144742 A JP 2000144742A JP 10315963 A JP10315963 A JP 10315963A JP 31596398 A JP31596398 A JP 31596398A JP 2000144742 A JP2000144742 A JP 2000144742A
- Authority
- JP
- Japan
- Prior art keywords
- guide pipe
- ground
- excavation work
- supporting
- bottom plate
- 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.)
- Pending
Links
Landscapes
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】この発明は、地盤掘削工事に
おける被圧対策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 method for countermeasures against pressure in ground excavation work.
【０００２】[0002]
【従来の技術】シールド掘進機の発進ないしは到達立坑
などを始めとして、地盤中に円形，多角形などの閉合さ
れた断面形状の土止め壁を構築し、内部の地盤を掘削す
る地盤掘削工事がある。2. Description of the Related Art Ground excavation work for constructing a closed wall such as a circular or polygonal cross section in the ground, such as starting or reaching a shaft of a shield excavator, and excavating the internal ground. is there.
【０００３】このような地盤掘削工事においては、地盤
を掘削すると被圧を受ける場合があって、盤膨れやボイ
リングなどの不都合が発生する。このような場合の被圧
対策工法として、従来、地下水位を低下させて、被圧自
体を小さくする地下水位低下工法、地盤改良を施し、改
良体の重量で上向きの圧力に対抗させる地盤改良工法、
底版の浮き上りを引張材で抑制する引張材による抑止工
法が知られている。[0003] In such ground excavation work, when the ground is excavated, the ground may be subjected to pressure, which causes inconveniences such as board swelling and boiling. Conventionally, as a countermeasure against pressure in such a case, a groundwater level lowering method that lowers the groundwater level to reduce the pressure itself, and a ground improvement method that performs ground improvement and counters upward pressure with the weight of the improved body ,
A restraining method using a tensile material that suppresses the lifting of the bottom plate with a tensile material is known.
【０００４】しかし、地下水位低下工法は、地盤条件や
構造物の規模にもよるが、一般的にコストが低いという
有利性があるものの、周辺地盤に変化を生じさせるなど
環境面で問題がある。[0004] However, although the method of lowering the groundwater level depends on the ground conditions and the size of the structure, it is generally advantageous in that the cost is low, but there is an environmental problem such as causing a change in the surrounding ground. .
【０００５】また、地盤改良工法は、コスト高になるこ
とが多く、改良体の信頼性にも不安が残る。一方、引張
材による抑止工法は、環境や信頼性の問題が少なく、コ
ストも比較的安いという有利性があるものの、以下に説
明する技術的な課題があった。[0005] In addition, the ground improvement method is often expensive, and the reliability of the improved body remains uneasy. On the other hand, the deterrent method using a tensile material has the advantages of less environmental and reliability problems and relatively low cost, but has the following technical problems.
【０００６】[0006]
【発明が解決しようとする課題】すなわち、引張材によ
る抑止工法は、例えば、その一例が特開平４−２７２３
８８号公報に開示されているのように、根切り掘削面以
深に下端が定着された引張材の上端側周面と、水中打設
するコンクリトーにより形成される底版とを一体化させ
て、底版の浮き上りを防止する。That is, for example, Japanese Patent Laid-Open No. 4-2723 discloses an example of a restraining method using a tensile material.
As disclosed in Japanese Patent Publication No. 88, the upper end side peripheral surface of the tensile material having the lower end fixed deeper than the root excavation surface and the bottom plate formed by the concrete poured into the water are integrated, Prevents the bottom plate from rising.
【０００７】ところが、この場合、底版と引張材との間
の一体性は、水中に打設されるコンクリートの付着力に
依存しているので、確実性に乏しく、底版に浮き上り力
が作用した際に、この作用力に対して、引張材を効果的
に抵抗させることが難しいという問題があった。However, in this case, since the integrity between the bottom plate and the tensile member depends on the adhesive force of concrete poured into water, the reliability is poor, and a floating force acts on the bottom plate. In this case, there is a problem that it is difficult to effectively resist the tensile member to the acting force.
【０００８】本発明は、このような従来の問題点に鑑み
てなされたものであって、その目的とするところは、引
張材と底版との間の一体性を確実に確保することができ
る地盤掘削工事における被圧対策工法を提供することに
ある。The present invention has been made in view of such conventional problems, and an object of the present invention is to provide a ground which can surely secure the integrity between a tension member and a bottom plate. An object of the present invention is to provide a method for countermeasures against pressure in excavation work.
【０００９】[0009]
【課題を解決するための手段】上記目的を達成するため
に、本発明は、地盤中に構築した土止め壁の内部を掘削
し、根切り掘削面以深に下端が定着された引張材を設置
した後に、前記土止め壁内に底版を形成して内部を排水
する地盤掘削工事において、前記引張材の上端側に一体
に設けられ、前記底版内に位置する支圧体を配置するよ
うにした。このように構成した地盤掘削工事における被
圧対策工法によれば、引張材の上端側に支圧体が一体に
設けられているので、底版と引張材との一体性が確実に
確保され、底版に浮き上り力が作用した際に、この作用
力に対して、引張材を効果的に抵抗させることができ
る。前記支圧体は、前記底版の厚み方向の中心よりも上
方に配置することが望ましく、この構成を採用すると、
底版の厚みを有効に活用して、より一層効果的に引張材
を作用力に対して抵抗させることができる。前記支圧体
は、前記引張材を設置する際に、前記土止め壁内の上下
方向に設置されるガイドパイプ内に収縮状態で収納され
ていて、前記ガイドパイプを上方移動させることによ
り、前記ガイドパイプから突出して、水平方向に延びる
ように拡開させることができる。この構成によれば、ガ
イドパイプの設置と上方移動とにより、簡単に支圧体を
底版の厚み方向の所定位置に設置することができる。前
記支圧体は、前記ガイドパイプ内に挿通される引張材の
上部側に固設された定着具と、この定着具の外周に拡縮
自在に枢着された複数の支圧プレートと、前記各支圧プ
レートを拡開方向に付勢するバネとで構成することがで
きる。In order to achieve the above object, the present invention excavates the inside of a retaining wall constructed in the ground, and installs a tensile member having a lower end fixed below the root excavation surface. After that, in the ground excavation work for forming the bottom plate in the retaining wall and draining the inside, a supporting body that is integrally provided on the upper end side of the tensile member and is located in the bottom plate is arranged. . According to the pressure-prevention countermeasure method in the ground excavation work configured as described above, since the supporting member is integrally provided on the upper end side of the tensile member, the integrity of the bottom plate and the tensile member is reliably ensured, and the bottom plate is secured. When a lifting force acts on the tension member, the tensile member can effectively resist the acting force. It is desirable that the supporting member is disposed above the center of the bottom plate in the thickness direction.
By effectively utilizing the thickness of the bottom plate, it is possible to more effectively resist the tensile member against the acting force. The supporting member is stored in a contracted state in a guide pipe installed vertically in the retaining wall when installing the tension member, and the guide pipe is moved upward by moving the guide pipe upward. It can be expanded so as to protrude from the guide pipe and extend in the horizontal direction. According to this configuration, the supporting member can be easily installed at a predetermined position in the thickness direction of the bottom slab by installing and moving the guide pipe upward. The support member includes a fixing device fixedly provided on an upper side of a tension member inserted into the guide pipe, a plurality of support plates pivotally attached to the outer periphery of the fixing device so as to be able to expand and contract, and And a spring for urging the bearing plate in the expanding direction.
【００１０】[0010]
【発明の実施の形態】以下、本発明の好適な実施の形態
について、添付図面を参照にして詳細に説明する。図１
から図６は、本発明にかかる地盤掘削工事における被圧
対策工法の一実施例を示している。Preferred embodiments of the present invention will be described below in detail with reference to the accompanying drawings. FIG.
Fig. 6 to Fig. 6 show an embodiment of a countermeasure against pressure in ground excavation work according to the present invention.
【００１１】同図に示した被圧対策工法では、まず、図
１に示すように、水平断面が閉合された筒状の土止め壁
１０が地盤中に構築される。この土止め壁１０は、例え
ば、地中連続壁工法やＳＭＷ工法，ＴＲＤ工法などによ
り地下水位（ＷＬ）以深まで形成される。In the countermeasure against pressure method shown in FIG. 1, first, as shown in FIG. 1, a cylindrical retaining wall 10 having a closed horizontal section is constructed in the ground. The retaining wall 10 is formed to a depth below the groundwater level (WL) by, for example, an underground continuous wall method, an SMW method, a TRD method, or the like.
【００１２】土止め壁１０が所定深度まで構築される
と、土止め壁１０の内部の水中掘削および排土が行わ
れ、この掘削が所定深度の根切り掘削面１２に到達する
と、内部の水中掘削を停止する。When the retaining wall 10 is constructed to a predetermined depth, underwater excavation and earth removal inside the retaining wall 10 are performed, and when the excavation reaches the root excavation surface 12 at the predetermined depth, the internal submerged water is excavated. Stop drilling.
【００１３】次に、図２に示すように、下端が根切り掘
削面１２に到達する両端が開口した中空円筒状のガイド
パイプ１４を設置する。このとき、各ガイドパイプ１４
の上端側は、地上に設置した係止部材１６により、ほぼ
鉛直になるように支持する。Next, as shown in FIG. 2, a hollow cylindrical guide pipe 14 whose both ends are open and whose lower end reaches the root excavation surface 12 is installed. At this time, each guide pipe 14
Is supported substantially vertically by a locking member 16 installed on the ground.
【００１４】そして、ガイドパイプ１４内に図示省略の
ボーリングロッドを挿入して、根切り掘削面１２以深の
地盤１８を削孔する。この削孔が所定深度まで行われる
と、ガイドパイプ１４内を挿通させてその下端が削孔の
先端に到達する引張材２０を、各ガイドパイプ１４内に
挿入する。Then, a boring rod (not shown) is inserted into the guide pipe 14 to bore the ground 18 deeper than the root excavation surface 12. When the drilling is performed to a predetermined depth, the tensile material 20 whose lower end reaches the tip of the drilling hole is inserted into each guide pipe 14 by passing through the guide pipe 14.
【００１５】本実施例の引張材２０は、例えば、ＰＣ鋼
棒，ＰＣ鋼線，Ｈ型鋼などで構成されたアンカー本体２
０ａと、このアンカー本体２０ａの下端に一体に設けら
れ、拡径された定着部２０ｂとを備えており、アンカー
本体２０ａは、ガイドパイプ１４内を挿通して上端に突
出する長さを有している。The tensile member 20 of this embodiment is, for example, an anchor body 2 made of a PC steel rod, a PC steel wire, an H-shaped steel, or the like.
0a and an anchoring portion 20b that is provided integrally with the lower end of the anchor main body 20a and has an enlarged diameter. The anchor main body 20a has a length that penetrates the guide pipe 14 and protrudes to the upper end. ing.
【００１６】また、この引張材２０には、図５，６にそ
の詳細を示す支圧体２２が取付けられている。同図に示
した支圧体２２は、定着具２２ａと、支圧プレート２２
ｂと、コイルバネ２２ｃとを備えている。A supporting member 22 whose details are shown in FIGS. 5 and 6 is attached to the tension member 20. The support member 22 shown in FIG.
b and a coil spring 22c.
【００１７】定着具２２ａは、軸方向にアンカー本体２
０ａの挿通孔２２ｄが貫通形成され、下端側の挿通孔２
２ｄの開口端の外周に略十字状に配置された４枚の支圧
プレート２２ｂが拡縮自在（揺動自在）に枢着されてい
る。なお、支圧ブレート２２ｂの数は、４に限ることは
なく、これ以上ないしは以下であってもよい。The fixing device 22a is disposed in the anchor body 2 in the axial direction.
0a is formed through the through hole 22d.
Four supporting plates 22b arranged in a substantially cross shape on the outer periphery of the opening end of the 2d are pivotally attached to be able to expand and contract (swing freely). The number of supporting plates 22b is not limited to four, but may be more or less.
【００１８】コイルバネ２２ｃは、拡縮自在に枢着され
た各支圧プレート２２ｂを拡開方向に付勢し、フリーな
状態では、各支圧プレート２２ｂは、図５，６に実線で
示すように、ほぼ水平方向を指向するように延設され
る。The coil spring 22c urges each of the supporting plates 22b, which are pivotally attached so as to be able to expand and contract, in the expanding direction. In a free state, each supporting plate 22b moves as shown by a solid line in FIGS. , Extending substantially horizontally.
【００１９】このように構成された支圧体２２は、その
定着具２２ａが、図３に示すように、底版２４の厚み方
向の中心から上方になる位置に固設される。As shown in FIG. 3, the supporting member 22 having the above-mentioned structure is fixed to a position above the center of the bottom plate 24 in the thickness direction of the bottom plate 24, as shown in FIG.
【００２０】そして、引張材２０をガイドパイプ１４内
に挿通する際には、図５に仮想線で示すように、各支圧
プレート２２ｂをバネ２２ｃの付勢力に抗して収縮させ
た状態で挿入する。When the tension member 20 is inserted into the guide pipe 14, as shown by phantom lines in FIG. 5, each supporting plate 22b is contracted against the urging force of the spring 22c. insert.
【００２１】支圧体２２を装着した引張材２０のセット
が終了すると、削孔内にグラウトを注入して硬化させる
ことにより、定着部２０ｂを地盤１８に固定定着させ
る。When the setting of the tension member 20 with the supporting member 22 is completed, grout is injected into the drilled hole and hardened to fix and fix the fixing portion 20b to the ground 18.
【００２２】この定着が終了すると、引張材２０には、
原則的には、緊張力を与えないが、施工条件，引張材２
０の材質，構造物の規模などを考慮して、緊張力を与え
る場合もある。When the fixing is completed, the tensile member 20
In principle, no tension is applied, however,
Tension may be applied in consideration of the zero material, the scale of the structure, and the like.
【００２３】引張材２０の下端側の定着が終了すると、
図３に示すように、ガイドパイプ１４を上方に所定距離
だけ引上げる。この引き上げ距離は、底版２４を形成す
る厚みに相当するものであって、ガイドパイプ１４を引
上げると、支圧体２２がガイドパイプ１４の下端から外
方に突出する。When the fixing of the lower end side of the tensile member 20 is completed,
As shown in FIG. 3, the guide pipe 14 is pulled upward by a predetermined distance. This lifting distance corresponds to the thickness forming the bottom plate 24. When the guide pipe 14 is pulled up, the supporting body 22 projects outward from the lower end of the guide pipe 14.
【００２４】支圧体２２がこのようにして突出すると、
各支圧プレート２２ｂがバネ２２ｃにより拡開方向に付
勢されているので、突出すると直ちに各支圧プレート２
２ｂは、開いてほぼ水平方向に延設する。When the support 22 protrudes in this manner,
Each supporting plate 22b is urged in the expanding direction by a spring 22c, so that each supporting plate 22b
2b is opened and extends substantially horizontally.
【００２５】支圧体２２の支圧プレート２２ｂが水平方
向を指向するように拡開すると、土止め壁１０内に水中
コンクリートを打設して、底版２４を形成する。水中コ
ンクリートが硬化すると、内部の水を排水した後に、ガ
イドパイプ１４を撤去し、底版２４の上方に延びている
引張材２０を切断撤去すると、図４に示すように、工事
が完了する。When the support plate 22b of the support body 22 is expanded so as to be directed in the horizontal direction, underwater concrete is poured into the retaining wall 10 to form the bottom slab 24. When the underwater concrete hardens, draining the internal water, removing the guide pipe 14 and cutting and removing the tension member 20 extending above the bottom slab 24 completes the construction as shown in FIG.
【００２６】さて、以上のように構成した被圧対策工法
によれば、引張材２０の上端側に水平方向に延びる支圧
体２２が一体に設けられているので、底版２４と引張材
２０との一体性が確実に確保され、底版２４に浮き上り
力が作用した際に、この作用力に対して、引張材２０を
効果的に抵抗させることができる。According to the pressure-resisting countermeasure method constructed as described above, the supporting member 22 extending in the horizontal direction is integrally provided on the upper end side of the tensile member 20, so that the bottom plate 24 and the tensile member 20 are connected to each other. When the floating force acts on the bottom plate 24, the tensile member 20 can effectively resist the acting force.
【００２７】また、本実施例の場合には、支圧体２２
は、底版２４の厚み方向の中心よりも上方、より具体的
には、底版２４の上端近傍に配置しているので、底版２
４の厚みを有効に活用して、より一層効果的に引張材２
０を作用力に対して抵抗させることができる。In the case of the present embodiment, the supporting member 22
Are arranged above the center of the bottom plate 24 in the thickness direction, more specifically, near the upper end of the bottom plate 24,
4 is effectively utilized, and the tensile member 2 is more effectively used.
0 can be made to resist the acting force.
【００２８】さらに、本実施例の場合には、支圧体２２
は、引張材２０を設置する際に、土止め壁１０内の上下
方向に設置されるガイドパイプ１４内に収縮状態で収納
されていて、ガイドパイプ１４を上方移動させることに
より、ガイドパイプ１４から突出して、水平方向に延び
るように拡開させる。Further, in the case of the present embodiment, the supporting member 22
When the tension member 20 is installed, it is housed in a contracted state in a guide pipe 14 installed vertically in the retaining wall 10, and is moved from the guide pipe 14 by moving the guide pipe 14 upward. It protrudes and expands so as to extend in the horizontal direction.
【００２９】このため、ガイドパイプ１４の設置と上方
移動とにより、簡単に支圧体２２を底版２４の厚み方向
の所定の位置に設置することができる。Therefore, the supporting member 22 can be easily installed at a predetermined position in the thickness direction of the bottom plate 24 by installing and moving the guide pipe 14 upward.
【００３０】図７は、この発明にかかる被圧対策工法で
用いることができる支圧体２２’の他の例を示してい
る。同図に示した支圧体２２’は、上記実施例のガイド
パイプ１４を、引張材２０の定着部２０ｂを地盤１８に
定着した後に、上方に移動させることだけでなく、完全
に撤去する場合に採用される構造であり、位置決め治具
２２ｄと、支圧効果用治具２２ｅと、クサビ治具２２ｆ
とを備えている。FIG. 7 shows another example of the supporting member 22 'which can be used in the pressure-receiving countermeasure method according to the present invention. The bearing member 22 ′ shown in FIG. 6 is used not only to move the guide pipe 14 of the above-described embodiment upward but also to completely remove the guide pipe 14 after fixing the fixing portion 20 b of the tensile member 20 to the ground 18. The positioning jig 22d, the bearing effect jig 22e, and the wedge jig 22f
And
【００３１】位置決め治具２２ｄは、ガイドパイプ１４
よりも小径のリング体であって、予め引張材２０のアン
カー本体２０ａの所定個所に固着される。The positioning jig 22d is connected to the guide pipe 14
The ring body has a smaller diameter than that of the ring member, and is fixed to a predetermined portion of the anchor body 20a of the tension member 20 in advance.
【００３２】支圧効果用治具２２ｅは、アンカー本体２
０ａが上下方向に挿通される筒部２２０ｅと、この筒部
２２０ｅの下端に突設され、水平方向に延びる円盤状の
フランジ部２２１ｅと、筒部２２０ｅの上端側開口端に
設けられたテーパ孔２２２ｅとを備えている。The supporting effect jig 22e is connected to the anchor body 2
0a is inserted vertically, a disk-shaped flange portion 221e protruding from the lower end of the cylindrical portion 220e and extending in the horizontal direction, and a tapered hole provided at the upper end opening end of the cylindrical portion 220e. 222e.
【００３３】この支圧効果用治具２２ｅは、ガイドパイ
プ１４を撤去した状態で、アンカー本体２０ａの上端側
から挿入され、下端が位置決め治具２２ｄに当接する位
置にセットされる。The bearing effect jig 22e is inserted from the upper end side of the anchor body 20a with the guide pipe 14 removed, and is set at a position where the lower end abuts on the positioning jig 22d.
【００３４】クサビ治具２２ｆは、中心軸上にアンカー
本体２０ａの挿通孔が貫通形成され、支圧効果用治具２
２ｅの上部側に装着されて、テーパ孔２２２ｅ内に嵌着
されることで、位置決め治具２２ｄとの間に支圧効果用
治具２２ｅを挟み込んで固定する。In the wedge jig 22f, an insertion hole of the anchor body 20a is formed through the center axis, and the bearing effect jig 2f is formed.
The jig 22e for supporting effect is sandwiched and fixed between the positioning jig 22d and the positioning jig 22d by being mounted on the upper side of 2e and fitted in the tapered hole 222e.
【００３５】この場合、支圧効果用治具２２ｅの固定位
置は、上記実施例と同様に、底版２４の厚み方向の中心
から上方に設定される。このように構成した支圧体２
２’を用いる場合には、その設置が上記実施例よりも若
干面倒になるが、支圧効果用治具２２ｅを備えているの
で、底版２４に浮き上り力が作用した際に、この作用力
に対して、引張材２０を効果的に抵抗させることができ
る。In this case, the fixing position of the bearing effect jig 22e is set upward from the center of the bottom plate 24 in the thickness direction, similarly to the above embodiment. Supporting body 2 configured in this manner
When 2 'is used, its installation is slightly more troublesome than in the above embodiment, but since it has the supporting effect jig 22e, when the floating force acts on the bottom plate 24, this acting force is used. , The tensile member 20 can be effectively resisted.
【００３６】[0036]
【発明の効果】以上、実施例で詳細に説明したように、
本発明にかかる地盤掘削工事における被圧対策工法によ
れば、引張材と底版との一体性は、支圧体を介在させる
ことにより確実に確保され、しかも、底版の浮き上りに
対して、引張材を効果的に対抗させることができる。As described above in detail in the embodiments,
According to the method for countermeasures against pressure in the ground excavation work according to the present invention, the integrity of the tension member and the bottom slab is reliably ensured by the interposition of the supporting member, and further, the lifting of the bottom slab is prevented by tension. The material can be effectively countered.
【図１】本発明にかかる地盤掘削工事における被圧対策
工法の最初の工程を示す施工状態の断面説明図である。FIG. 1 is a cross-sectional explanatory view of a construction state showing an initial step of a method for countermeasures against pressure in a ground excavation work according to the present invention.
【図２】図１の工程に引き続いて行われる工程の断面説
明図である。FIG. 2 is an explanatory cross-sectional view of a step performed subsequent to the step of FIG. 1;
【図３】図２の工程に引き続いて行われる工程の断面説
明図である。FIG. 3 is an explanatory cross-sectional view of a step performed subsequent to the step of FIG. 2;
【図４】図３の工程に引き続いて行われる工程の断面説
明図である。FIG. 4 is an explanatory cross-sectional view of a step performed subsequent to the step of FIG. 3;
【図５】図１に示した被圧対策工法に用いる支圧体の断
面図である。FIG. 5 is a cross-sectional view of a supporting body used in the pressure-reducing countermeasure method shown in FIG.
【図６】図５の下面図である。FIG. 6 is a bottom view of FIG.
【図７】図１に示した被圧対策工法に用いる支圧体の他
の例を示す断面図である。FIG. 7 is a cross-sectional view showing another example of a supporting member used in the pressure-reducing method shown in FIG.
１０ 土止め壁 １２ 根切り掘削面 １４ ガイドパイプ １６ 係止部材 １８ 地盤 ２０ 引張材 ２０ａ アンカー本体 ２０ｂ 定着部 ２２ 支圧体 ２２ａ 定着具 ２２ｂ 支圧プレート ２２ｃ バネ DESCRIPTION OF SYMBOLS 10 Retaining wall 12 Root excavation surface 14 Guide pipe 16 Locking member 18 Ground 20 Tensile material 20a Anchor main body 20b Fixing part 22 Supporting body 22a Fixing tool 22b Bearing support plate 22c Spring
Claims (4)
し、根切り掘削面以深に下端が定着された引張材を設置
した後に、 前記土止め壁内に底版を形成して内部を排水する地盤掘
削工事において、 前記引張材の上端側に一体に設けられ、前記底版内に位
置する支圧体を配置することを特徴とする地盤掘削工事
における被圧対策工法。Claims: 1. An inside of a retaining wall constructed in the ground is excavated, and a tension member having a lower end fixed to a depth below a root excavation surface is installed. In a ground excavation work for draining, a pressure-bearing countermeasure method in a ground excavation work, comprising arranging a supporting body integrally provided on an upper end side of the tensile member and located in the bottom slab.
心よりも上方に配置することを特徴とする地盤掘削工事
における被圧対策工法。2. The method of countermeasures against pressure in ground excavation work, wherein the bearing member is disposed above a center of the bottom plate in a thickness direction.
に、前記土止め壁内の上下方向に設置されるガイドパイ
プ内に収縮状態で収納されていて、前記ガイドパイプを
上方移動させることにより、前記ガイドパイプから突出
して、水平方向に延びるように拡開することを特徴とす
る請求項１または２記載の地盤掘削工事における被圧対
策工法。3. The support member is stored in a contracted state in a guide pipe installed vertically in the retaining wall when the tension member is installed, and the support member moves the guide pipe upward. 3. The method according to claim 1, wherein the projecting portion extends from the guide pipe so as to extend in a horizontal direction.
通される引張材の上部側に固設された定着具と、 この定着具の外周に拡縮自在に枢着された複数の支圧プ
レートと、 前記各支圧プレートを拡開方向に付勢するバネとからな
ることを特徴とする請求項３記載の地盤掘削工事におけ
る被圧対策工法。4. A fixing device fixed to an upper side of a tension member inserted into the guide pipe, and a plurality of supporting members pivotally attached to the outer periphery of the fixing device so as to be able to expand and contract. The method according to claim 3, comprising a plate and a spring for urging each of the supporting plates in the expanding direction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10315963A JP2000144742A (en) | 1998-11-06 | 1998-11-06 | Artesian countermeasure method in ground excavation work |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10315963A JP2000144742A (en) | 1998-11-06 | 1998-11-06 | Artesian countermeasure method in ground excavation work |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2000144742A true JP2000144742A (en) | 2000-05-26 |
Family
ID=18071704
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP10315963A Pending JP2000144742A (en) | 1998-11-06 | 1998-11-06 | Artesian countermeasure method in ground excavation work |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2000144742A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009084919A (en) * | 2007-10-01 | 2009-04-23 | Kajima Corp | Ground excavating method |
| JP2010242421A (en) * | 2009-04-08 | 2010-10-28 | Kajima Corp | Construction method for excavating ground |
| CN104196034A (en) * | 2014-09-18 | 2014-12-10 | 中建交通建设集团有限公司 | Foundation pit construction method employing steel sheet piles as support cofferdam |
| CN105239578A (en) * | 2015-08-28 | 2016-01-13 | 中交第二航务工程局有限公司 | Water-rich sand layer deep foundation pit underwater construction method |
| CN105862722A (en) * | 2016-04-07 | 2016-08-17 | 中建交通建设集团有限公司 | Three-dimensional treatment method of subway deep foundation pit in karst intense development region |
| JP2019199692A (en) * | 2018-05-14 | 2019-11-21 | 鹿島建設株式会社 | Ground improvement structure and excavating method |
-
1998
- 1998-11-06 JP JP10315963A patent/JP2000144742A/en active Pending
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009084919A (en) * | 2007-10-01 | 2009-04-23 | Kajima Corp | Ground excavating method |
| JP2010242421A (en) * | 2009-04-08 | 2010-10-28 | Kajima Corp | Construction method for excavating ground |
| CN104196034A (en) * | 2014-09-18 | 2014-12-10 | 中建交通建设集团有限公司 | Foundation pit construction method employing steel sheet piles as support cofferdam |
| CN105239578A (en) * | 2015-08-28 | 2016-01-13 | 中交第二航务工程局有限公司 | Water-rich sand layer deep foundation pit underwater construction method |
| CN105862722A (en) * | 2016-04-07 | 2016-08-17 | 中建交通建设集团有限公司 | Three-dimensional treatment method of subway deep foundation pit in karst intense development region |
| JP2019199692A (en) * | 2018-05-14 | 2019-11-21 | 鹿島建設株式会社 | Ground improvement structure and excavating method |
| JP7017980B2 (en) | 2018-05-14 | 2022-02-09 | 鹿島建設株式会社 | Ground improvement structure and excavation method |
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