JP5124334B2 - Ground reinforcement method, ground reinforcement structure - Google Patents
Ground reinforcement method, ground reinforcement structure Download PDFInfo
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- JP5124334B2 JP5124334B2 JP2008095352A JP2008095352A JP5124334B2 JP 5124334 B2 JP5124334 B2 JP 5124334B2 JP 2008095352 A JP2008095352 A JP 2008095352A JP 2008095352 A JP2008095352 A JP 2008095352A JP 5124334 B2 JP5124334 B2 JP 5124334B2
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- 238000000034 method Methods 0.000 title claims description 29
- 230000002787 reinforcement Effects 0.000 title claims description 20
- 238000002347 injection Methods 0.000 claims description 31
- 239000007924 injection Substances 0.000 claims description 31
- 230000003014 reinforcing effect Effects 0.000 claims description 22
- 239000000243 solution Substances 0.000 claims description 18
- 238000005553 drilling Methods 0.000 claims description 17
- 239000000945 filler Substances 0.000 claims description 11
- 239000007788 liquid Substances 0.000 claims description 9
- 230000000087 stabilizing effect Effects 0.000 claims description 8
- 229910000278 bentonite Inorganic materials 0.000 claims description 7
- 239000000440 bentonite Substances 0.000 claims description 7
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 4
- 239000011440 grout Substances 0.000 description 37
- 230000001681 protective effect Effects 0.000 description 11
- 238000010276 construction Methods 0.000 description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 7
- 230000002093 peripheral effect Effects 0.000 description 6
- 244000025254 Cannabis sativa Species 0.000 description 1
- 235000012766 Cannabis sativa ssp. sativa var. sativa Nutrition 0.000 description 1
- 235000012765 Cannabis sativa ssp. sativa var. spontanea Nutrition 0.000 description 1
- 229920000049 Carbon (fiber) Polymers 0.000 description 1
- 239000004760 aramid Substances 0.000 description 1
- 229920003235 aromatic polyamide Polymers 0.000 description 1
- 235000009120 camo Nutrition 0.000 description 1
- 239000004917 carbon fiber Substances 0.000 description 1
- 235000005607 chanvre indien Nutrition 0.000 description 1
- 239000011162 core material Substances 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 239000011487 hemp Substances 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 238000003754 machining Methods 0.000 description 1
- VNWKTOKETHGBQD-UHFFFAOYSA-N methane Chemical compound C VNWKTOKETHGBQD-UHFFFAOYSA-N 0.000 description 1
- 239000004745 nonwoven fabric Substances 0.000 description 1
- 239000012783 reinforcing fiber Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 239000003381 stabilizer Substances 0.000 description 1
- 239000012209 synthetic fiber Substances 0.000 description 1
- 229920002994 synthetic fiber Polymers 0.000 description 1
- 239000002759 woven fabric Substances 0.000 description 1
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Description
本発明は、地盤を削孔して孔を形成し、この孔内に袋体を挿入し、袋体内にグラウトを充填することにより地盤を補強する方法及びこの方法により構築された補強構造に関する。 The present invention relates to a method for reinforcing the ground by forming a hole by drilling the ground, inserting a bag into the hole, and filling the bag with grout, and a reinforcing structure constructed by this method.
従来より、地盤を補強する方法として、地盤を削孔して孔を形成し、この孔内に袋体を配置し、袋体内にグラウトを充填する方法が用いられている。このような方法では、地盤を削孔してから袋体内グラウトが充填されるまでの間、孔内に空隙が生じてしまうため、地盤が不安定な状態となってしまう。 Conventionally, as a method for reinforcing the ground, there has been used a method in which a hole is formed by drilling the ground, a bag body is disposed in the hole, and a grout is filled in the bag body. In such a method, since the gap is generated in the hole after the ground is drilled until the grout in the bag is filled, the ground becomes unstable.
そこで、例えば、特許文献１には、地盤を削孔して孔を形成するとともに形成された孔内に保護管を配置し、この保護管内に袋体を挿入し、この袋体内にグラウトを充填した後、保護管を除去する方法が記載されている。かかる方法によれば、保護管が孔内に配置されている間は、保護管により地盤が支持され、安定な状態が保たれる。
ところで、特許文献１記載の方法では、保護管が孔内に残った状態で袋体に完全にグラウトを充填してしまうと、地盤と袋体に挟まれて保護管を取り除くことが困難になってしまう。そこで、保護管内面と袋体とが密着しない程度にグラウトを充填し、保護管を取り除いた後、再度、袋体内にグラウトを充填している。このため、保護管を除去してから再度袋体内にグラウトを充填するまでの間、袋体と孔の内周面の間に空隙が形成されることとなり、この間、地盤が不安定になってしまう。 By the way, in the method described in Patent Document 1, if the bag body is completely filled with grout with the protective tube remaining in the hole, it is difficult to remove the protective tube between the ground and the bag body. End up. Therefore, the grout is filled to such an extent that the inner surface of the protective tube and the bag are not in close contact with each other, and after removing the protective tube, the grout is filled again. For this reason, a gap is formed between the bag body and the inner peripheral surface of the hole until the grout is filled again after removing the protective tube, and the ground becomes unstable during this period. End up.
本発明は、上記の問題に鑑みなされたものであり、その目的は、地盤に形成された孔内に挿入された袋体内に硬化性の充填材を充填することにより、地盤を補強する方法において、地盤が不安定な状態になることがないようにすることである。 The present invention has been made in view of the above problems, and an object of the present invention is to reinforce the ground by filling a bag body inserted into a hole formed in the ground with a curable filler. To prevent the ground from becoming unstable.
本発明の地盤補強方法は、地盤を補強する方法であって、前記地盤に孔を形成するとともに、前記形成した孔内に安定液を充填する削孔ステップと、前記孔内にその軸方向に延びるように袋体を配置する袋体配置ステップと、前記袋体内に硬化性の充填材を充填する充填ステップと、を備え、前記削孔ステップと、前記袋体配置ステップとを、並行して行うことを特徴とする。 The ground reinforcement method of the present invention is a method of reinforcing the ground, and forms a hole in the ground, and a drilling step for filling the formed hole with a stabilizing liquid, and an axial direction in the hole. A bag body arranging step for arranging the bag body to extend; and a filling step for filling the bag body with a curable filler; and the drilling step and the bag body arranging step are performed in parallel. It is characterized by performing .
上記の地盤補強方法において、前記削孔ステップは、小径の孔を削孔する第１ステップと、前記孔を拡径手段により拡径して孔を形成する第２ステップと、からなり、前記第２ステップと前記袋体配置ステップとを並行して行い、前記袋体配置ステップでは、前記第２ステップにおける前記拡径手段に前記袋体の端部を取り付けておくことで、前記孔内に袋体を配置してもよい。 In the above method of ground reinforcement, prior Symbol drilling step includes a first step of drilling a small diameter hole, and a second step of forming a hole by diameter by diameter means the hole made, the A second step and the bag body arranging step are performed in parallel, and in the bag body arranging step, an end portion of the bag body is attached to the diameter expanding means in the second step, so that the inside of the hole A bag may be arranged.
また、本発明は、地盤を補強する方法であって、前記地盤に孔を形成するとともに、前記形成した孔内に安定液を充填する削孔ステップと、前記孔内にその軸方向に延びるように袋体を配置する袋体配置ステップと、前記袋体内に硬化性の充填材を充填する充填ステップと、を備え、前記充填ステップは、前記袋体内に所定の圧力に加圧しながら充填材を充填する第１の充填ステップと、前記所定の圧力より高い圧力に加圧しながら充填材を充填する第２の充填ステップとからなることを特徴とする。この際、第１の充填ステップでは、端部が前記袋体の先端部まで到達し、前記袋体内に複数箇所において開口する注入パイプを用いて前記充填材を充填してもよく、第２の充填ステップでも、端部が前記袋体の先端部まで到達し、前記袋体内に複数箇所において開口する注入パイプを用いて前記充填材を充填してもよい。
また、前記安定液は、ベントナイト溶液又はセメント・ベントナイト溶液であってもよい。
また、本発明の地盤補強構造は、上記の地盤補強方法により構築されたことを特徴とする。
Further, the present invention is a method for reinforcing the ground, wherein a hole is formed in the ground, a drilling step for filling the formed hole with a stabilizing liquid, and an axial direction extending into the hole. And a filling step for filling the bag body with a curable filler, and the filling step pressurizes the filler while pressurizing the bag body at a predetermined pressure. It is characterized by comprising a first filling step for filling and a second filling step for filling the filler while pressurizing to a pressure higher than the predetermined pressure. At this time, in the first filling step, the filler may be filled using an injection pipe that reaches an end portion of the bag body and opens at a plurality of locations in the bag body. Also in the filling step, the filling material may be filled using injection pipes that reach the tip of the bag body and open at a plurality of locations in the bag body.
The stabilizer may be a bentonite solution or a cement / bentonite solution.
The ground reinforcing structure of the present invention is constructed by the above ground reinforcing method.
本発明によれば、地盤に孔を形成した後、袋体に充填材が充填されて膨張し、袋体が孔の内周面に密着するまで、孔内に安定液が充填されており、この安定液が孔の内壁を支持するため、地盤が不安定になることを防止できる。 According to the present invention, after forming the hole in the ground, the bag body is filled with the filler and expands, and the hole is filled with the stabilizing liquid until the bag body is in close contact with the inner peripheral surface of the hole. Since this stabilizing liquid supports the inner wall of the hole, the ground can be prevented from becoming unstable.
以下、本発明の地盤の補強方法を図面を参照しながら詳細に説明する。
図１は、本実施形態の地盤補強方法により構築された補強構造１０の一例を示す鉛直断面図である。同図の例では、地盤１００には盛土５０が施されており、盛土５０の上部に紙面に対して垂直方向に延びるように線路５１が敷設されている。地盤１００は例えば、軟弱地盤などの支持力が比較的に低い土砂からなる。また、地盤１００には線路５１の延びる方向に並んで複数の孔１２０が掘削されている。これら孔１２０の一端は地表面に開口しており、他端は線路５１に沿って設けられた溝１１０内に開口している。そして、地盤補強構造１０は、これら孔１２０内に袋体２０を挿入し、この袋体２０内にその表面が孔１２０の内面と密着するまでグラウト３０を充填し、充填したグラウト３０が硬化することによってなるものである。かかる地盤補強構造１０によれば、硬化したグラウト３０が地盤１００を支持することとなり、地盤１００の支持力を向上することができる。なお、グラウト３０内に適宜芯材などの補強部材を埋設する構成としてもよい。
Hereinafter, the ground reinforcing method of the present invention will be described in detail with reference to the drawings.
FIG. 1 is a vertical sectional view showing an example of a reinforcing structure 10 constructed by the ground reinforcing method of the present embodiment. In the example shown in the figure, the ground 100 is provided with a fill 50, and a track 51 is laid on the top of the fill 50 so as to extend in a direction perpendicular to the paper surface. The ground 100 is made of earth and sand having a relatively low supporting force such as soft ground. A plurality of holes 120 are excavated in the ground 100 side by side in the direction in which the track 51 extends. One end of each of the holes 120 opens to the ground surface, and the other end opens into a groove 110 provided along the line 51. Then, the ground reinforcing structure 10 inserts the bag body 20 into the holes 120, fills the bag body 20 with the grout 30 until the surface thereof is in close contact with the inner surface of the hole 120, and the filled grout 30 is cured. It is a thing. According to the ground reinforcing structure 10, the hardened grout 30 supports the ground 100, and the supporting force of the ground 100 can be improved. Note that a reinforcing member such as a core material may be appropriately embedded in the grout 30.
袋体１０は、一端が閉塞されるとともに他端が開口する筒状に形成された可撓性を有する部材であって、例えば、柔軟性及び耐磨耗性を有する麻や合成繊維等からなる織布又は不織布に、アラミド糸や炭素繊維等の引張強度の高い補強繊維を混入したものなどを用いることができる。また、袋体２０は、水分が染み出しにくいように水密加工が施されており、グラウト３０を低い注入圧（例えば、０．１〜０．３ＭＰａ）で充填する際には、外部に水分が染み出すことがなく、グラウト３０を高い注入圧（例えば、０．５ＭＰａ）で充填する際には、外部にグラウトに含まれる水分が染み出すような性質を有する。 The bag body 10 is a flexible member formed in a cylindrical shape with one end closed and the other end opened, and is made of hemp or synthetic fiber having flexibility and wear resistance, for example. A woven fabric or a nonwoven fabric in which reinforcing fibers having high tensile strength such as aramid yarn and carbon fiber are mixed can be used. Further, the bag body 20 is subjected to a watertight process so that moisture does not easily ooze out. When the grout 30 is filled with a low injection pressure (for example, 0.1 to 0.3 MPa), moisture is externally provided. When the grout 30 is filled at a high injection pressure (for example, 0.5 MPa) without oozing out, the water contained in the grout oozes out.
以下、上記の地盤補強構造１０の構築方法を説明する。
図２〜図８は、本実施形態の地盤補強構造１０の構築方法を説明するための鉛直方向断面図である。
まず、図２に示すように、盛土５０の脇に、盛土５０に沿って溝１１０を掘削する。
Hereinafter, the construction method of the ground reinforcement structure 10 will be described.
2 to 8 are vertical cross-sectional views for explaining a construction method of the ground reinforcing structure 10 of the present embodiment.
First, as shown in FIG. 2, a groove 110 is excavated along the embankment 50 on the side of the embankment 50.
次に、図３に示すように、ドリルパイプ２１０の先端に取り付けられた削孔ビット２００により地盤１００を削孔して小径の孔１２０を形成する。削孔作業は、盛土５０を挟んで溝１１０の反対側の地表から、削孔方向を盛土５０の下方に向けて地盤１００を掘り進み、盛土５０の下方まで到達した後、削孔方向を水平方向に変更し、孔１２０が溝１１０内に到達するまで掘り進むことにより行う。 Next, as shown in FIG. 3, the ground 100 is drilled with a drill bit 200 attached to the tip of the drill pipe 210 to form a small-diameter hole 120. In the drilling operation, the ground 100 is dug from the ground surface on the opposite side of the groove 110 across the embankment 50 with the drilling direction facing the lower side of the embankment 50, and after reaching the lower side of the embankment 50, the drilling direction is leveled. The direction is changed by digging until the hole 120 reaches the groove 110.
次に、孔１２０が溝１１０まで貫通したら、図４に示すように、ドリルパイプ２１０の先端に取り付けられた削孔ビット２００を取り外し、ドリルパイプ２１０の先端に拡径手段としてのリーマー２２０を取り付ける。そして、リーマー２２０の後部に袋体２０の先端部（閉塞側の端部）を接続する。なお、リーマー２２０にはドリルパイプ２１０を通して、セメント・ベントナイト溶液（以下、ＣＢ溶液という）が供給されており、この供給されたＣＢ溶液を孔内に排出することができる。 Next, when the hole 120 penetrates to the groove 110, the drill bit 200 attached to the tip of the drill pipe 210 is removed and a reamer 220 as a diameter expanding means is attached to the tip of the drill pipe 210 as shown in FIG. . And the front-end | tip part (end part by the side of obstruction | occlusion) of the bag body 20 is connected to the rear part of the reamer 220. The reamer 220 is supplied with a cement / bentonite solution (hereinafter referred to as a CB solution) through a drill pipe 210, and the supplied CB solution can be discharged into the holes.
次に、図５に示すように、リーマー２２０により孔１２０を拡径しながら、拡径した孔１２０内にリーマー２２０からＣＢ溶液６０を充填する。この際、孔１２０の溝１１０側の端部には、孔１２０を塞ぐような閉塞部材６１を取り付け、孔１２０内に充填したＣＢ溶液６０が溝１１０内に流出しないようにする。これにより、孔１２０内にＣＢ溶液６０が充填された状態が維持されるため、地盤１００が不安定になることを防止できる。 Next, as shown in FIG. 5, the diameter of the hole 120 is expanded by the reamer 220, and the CB solution 60 is filled from the reamer 220 into the expanded diameter of the hole 120. At this time, a closing member 61 that closes the hole 120 is attached to the end of the hole 120 on the groove 110 side so that the CB solution 60 filled in the hole 120 does not flow out into the groove 110. Thereby, since the state in which the CB solution 60 is filled in the hole 120 is maintained, the ground 100 can be prevented from becoming unstable.
そして、リーマー２２０が溝１１０と反対側の地表面まで到達し、孔１２０の拡径作業が完了したら、袋体２０をリーマー２２０から取り外し、リーマー２２０及びドリルパイプ２１０を撤去し、図６に示すように、袋体２０の突出部２０Ａにグラウト注入パイプ２３０を接続する。 Then, when the reamer 220 reaches the ground surface opposite to the groove 110 and the diameter expanding operation of the hole 120 is completed, the bag body 20 is removed from the reamer 220, and the reamer 220 and the drill pipe 210 are removed, as shown in FIG. As described above, the grout injection pipe 230 is connected to the protruding portion 20 </ b> A of the bag body 20.
次に、図７に示すように、グラウト注入パイプ２３０により突出部２０Ａに注入圧を袋体２０から水分が浸み出さない程度（例えば、０．１〜０．３ＭＰａ）として袋体２０内にグラウト３０を充填する（以下、一次充填という）。袋体２０にグラウト３０を充填することにより、袋体２０は膨張し、孔１２０の内周面と密着することとなる。また、袋体２０内にグラウト３０を充填することにより、ＣＢ溶液６０は、孔１２０の外部へと押し出される。ＣＢ溶液６０が孔１２０の外部へ排出されても、上記のように膨張した袋体２０が孔１２０の内周面と密着し、孔１２０の内周面を支持するため、地盤１００が安定な状態に保たれる。 Next, as shown in FIG. 7, the injection pressure is applied to the protruding portion 20 </ b> A by the grout injection pipe 230 so that moisture does not ooze out from the bag body 20 (for example, 0.1 to 0.3 MPa). The grout 30 is filled (hereinafter referred to as primary filling). By filling the bag body 20 with the grout 30, the bag body 20 expands and comes into close contact with the inner peripheral surface of the hole 120. Moreover, the CB solution 60 is pushed out of the hole 120 by filling the bag body 20 with the grout 30. Even when the CB solution 60 is discharged to the outside of the hole 120, the bag body 20 expanded as described above is in close contact with the inner peripheral surface of the hole 120 and supports the inner peripheral surface of the hole 120, so that the ground 100 is stable. Kept in a state.
次に、図８に示すように、グラウト注入パイプ２３０により袋体２０内に注入圧を袋体２０から水分が浸み出す程度（例えば、０．５ＭＰａ程度）として袋体２０内にグラウト３０を充填する（以下、二次充填という）。これにより、グラウト３０に含まれる水分が、袋体２０から外部に染み出すため、グラウト３０の強度が向上する。
そして、袋体２０内に充填したグラウト３０が硬化することで、地盤補強構造１０の構築が完了する。
Next, as shown in FIG. 8, the grout 30 is placed in the bag body 20 by setting the injection pressure into the bag body 20 by the grout injection pipe 230 so that moisture is oozed out of the bag body 20 (for example, about 0.5 MPa). Fill (hereinafter referred to as secondary filling). Thereby, since the water | moisture content contained in the grout 30 oozes out from the bag body 20, the intensity | strength of the grout 30 improves.
And the construction of the ground reinforcement structure 10 is completed when the grout 30 filled in the bag body 20 is cured.
本実施形態によれば、孔１２０を拡径した後、袋体２０にグラウト３０が充填されて膨張し、袋体２０が孔１２０の内周面に密着するまで、孔１２０内にＣＢ溶液６０が充填されており、このＣＢ溶液６０が孔１２０の内壁を支持するため、孔１２０が崩壊するのを防止することができる。 According to the present embodiment, after expanding the diameter of the hole 120, the bag body 20 is filled with the grout 30 and expands until the bag body 20 comes into close contact with the inner peripheral surface of the hole 120. Since the CB solution 60 supports the inner wall of the hole 120, the hole 120 can be prevented from collapsing.
また、孔１２０内にＣＢ溶液６０を充填することにより、袋体２０の表面に付着したＣＢ溶液６０が地盤１００と一体となって硬化するため、袋体２０と地盤１００との付着強度が向上される。 Moreover, since the CB solution 60 adhering to the surface of the bag body 20 is hardened integrally with the ground 100 by filling the CB solution 60 in the hole 120, the adhesion strength between the bag body 20 and the ground 100 is improved. Is done.
また、袋体２０として、グラウト３０を注入圧を低い圧力（例えば、０．１〜０．３ＭＰａ）として充填する際には、外部に水が染み出すことがなく、注入圧を高い圧力（例えば、０．５ＭＰａ）として充填する際には、外部に水が染み出すようなものを用いることで、二次充填の際にグラウト３０に含まれる水分が排出され、グラウト３０の硬度を向上することができる。なお、上記の実施形態では、袋体２０に水密加工を施すことに代えて、グラウト材に水分の分離を防ぐ混和剤を混入することにより、一次充填の際に外部に水が染み出すことがなく、二次充填の際に水分が排出されるようにしてもよい。 Further, when filling the grout 30 with a low injection pressure (for example, 0.1 to 0.3 MPa) as the bag body 20, water does not ooze out to the outside, and the injection pressure is set to a high pressure (for example, , 0.5 MPa), the water that exudes to the outside is used, so that the water contained in the grout 30 is discharged during the secondary filling, and the hardness of the grout 30 is improved. Can do. In addition, in said embodiment, it replaces with performing a watertight process to the bag body 20, and when the admixture which prevents isolation | separation of a water | moisture content is mixed in a grout material, water will bleed out to the exterior in the case of primary filling. Alternatively, moisture may be discharged during the secondary filling.
なお、本実施形態では、孔１２０内にＣＢ溶液６０を充填するものとしたが、これに限らず、孔１２０内にベントナイトなどの安定液を充填してもよい。 In the present embodiment, the CB solution 60 is filled in the holes 120. However, the present invention is not limited to this, and a stable liquid such as bentonite may be filled in the holes 120.
また、上記の実施形態では、一の注入パイプ２３０により一次充填及び二次充填を行うものとしたが、これに限らず、例えば、図９に示すように、保護管６０を孔１２０内に引き込む際に、袋体２０内に開口するように第１の注入パイプ２３０を設けるとともに、端部が袋体２０の先端部まで到達し、袋体２０内の複数箇所において開口するように第２の注入パイプ２４０を設けておき、二次充填を第２の注入パイプ２４０により行ってもよい。この場合、第２の注入パイプ２４０は袋体２０内の複数箇所において開口しているため、この第２の注入パイプ２４０を通してグラウト６０を充填することにより、袋体２０内に均等な圧力でグラウト６０を充填することができる。 In the above-described embodiment, the primary filling and the secondary filling are performed by the single injection pipe 230. However, the present invention is not limited to this. For example, as shown in FIG. At this time, the first injection pipe 230 is provided so as to open in the bag body 20, and the second portion is formed so that the end portion reaches the distal end portion of the bag body 20 and opens at a plurality of locations in the bag body 20. An injection pipe 240 may be provided, and the secondary filling may be performed by the second injection pipe 240. In this case, since the second injection pipe 240 is opened at a plurality of locations in the bag body 20, the grout 60 is filled through the second injection pipe 240, so that the bag body 20 is grouted at an equal pressure. 60 can be filled.
さらに、図９を参照して説明した実施形態では、一次充填は第１の注入パイプ２３０により行い、保護管６０を撤去した後、第２の注入パイプ２４０により二次充填を行うこととしたが、これに限らず、図１０に示めすように、第２の注入パイプ２４０により一次充填及び二次充填を行うこととしてもよい。すなわち、リーマー２２０により孔１２０を拡径しながら、孔１２０内に袋体２０を引き込む際に、この袋体２０内に先端まで延びるように第２の注入パイプ２４０を配置しておく。そして、この第２の注入パイプ２４０を通して袋体２０内にグラウト３０を充填する。第２の注入パイプ２４０内を通過する際に、グラウト３０は摩擦抵抗を受けるため、グラウト３０の充填圧は第２の注入パイプ２４０を挿入している側が大きく、先端に向かって徐々に小さくなる。このため、第２の注入パイプ２４０を挿入している側から袋体２０が膨張することとなり、ＣＢ溶液６０が孔１２０の外部へ排出されることとなる。 Furthermore, in the embodiment described with reference to FIG. 9, the primary filling is performed by the first injection pipe 230, and after the protective tube 60 is removed, the secondary filling is performed by the second injection pipe 240. Not limited to this, as shown in FIG. 10, primary filling and secondary filling may be performed by the second injection pipe 240. That is, when the bag body 20 is drawn into the hole 120 while the diameter of the hole 120 is expanded by the reamer 220, the second injection pipe 240 is disposed so as to extend to the tip of the bag body 20. Then, the grout 30 is filled into the bag body 20 through the second injection pipe 240. Since the grout 30 receives frictional resistance when passing through the second injection pipe 240, the filling pressure of the grout 30 is large on the side where the second injection pipe 240 is inserted, and gradually decreases toward the tip. . For this reason, the bag body 20 is expanded from the side where the second injection pipe 240 is inserted, and the CB solution 60 is discharged to the outside of the hole 120.
また、上記の実施形態では、削孔ロッド２００により小径の孔１２０を削孔した後、リーマー２２０により孔１２０を拡径し、大径の孔１２０を形成するものとしたが、必ずしも、小径の孔１２０を拡径する必要はなく、大径の孔１２０を削孔してもよい。なお、この場合には、削工ロッド２００により孔１２０を削孔しながら、孔１２０内に安定液を充填し、さらに、袋体２０を引き込む必要がある。 Further, in the above embodiment, the small diameter hole 120 is drilled by the drilling rod 200, and then the hole 120 is expanded by the reamer 220 to form the large diameter hole 120. It is not necessary to expand the diameter of the hole 120, and the large diameter hole 120 may be drilled. In this case, it is necessary to fill the hole 120 with the stabilizing liquid and to draw the bag body 20 while drilling the hole 120 with the machining rod 200.
また、上記の実施形態では、リーマー２２０に袋体２０の端部を接続しておくことで、リーマー２２０により孔１２０を拡径しながら、袋体２０を孔１２０内に引き込むものとしたが、これに限らず、リーマー２２０により孔１２０を拡径した後、別途袋体２０を孔１２０内に引き込むものとしてもよい。 In the above embodiment, the end of the bag body 20 is connected to the reamer 220 so that the bag body 20 is drawn into the hole 120 while the diameter of the hole 120 is expanded by the reamer 220. However, the bag body 20 may be separately pulled into the hole 120 after the diameter of the hole 120 is expanded by the reamer 220.
また、上記の実施形態では、一端が地表面に他端が溝１１０内に開口する孔１２０を形成し、この孔１２０内に補強構造１００を構築するものとしたが、これに限らず、両端が地表面に開口する孔や、両端が溝内に開口する孔内に補強構造を構築してもよい。 In the above embodiment, the hole 120 having one end formed on the ground surface and the other end opened in the groove 110 and the reinforcing structure 100 is built in the hole 120 is not limited thereto. A reinforcing structure may be constructed in a hole that opens to the ground surface or a hole that opens in the groove at both ends.
１０ 補強構造
２０ 袋体
３０ グラウト
５０ 盛土
５１ 線路
６０ セメント・ベントナイト溶液
１００ 地盤
１１０ 溝
１２０ 孔
２００ 削孔ビッド
２１０ ドリルパイプ
２２０ リーマー
２３０ （第１の）注入パイプ
２４０ （第２の）注入パイプ
DESCRIPTION OF SYMBOLS 10 Reinforcement structure 20 Bag body 30 Grout 50 Fill 51 Line 60 Cement / bentonite solution 100 Ground 110 Groove 120 Hole 200 Drilling bit 210 Drill pipe 220 Reamer 230 (First) Injection pipe 240 (Second) Injection pipe
Claims (7)
前記地盤に孔を形成するとともに、前記形成した孔内に安定液を充填する削孔ステップと、
前記孔内にその軸方向に延びるように袋体を配置する袋体配置ステップと、
前記袋体内に硬化性の充填材を充填する充填ステップと、
を備え、
前記削孔ステップと、前記袋体配置ステップとを、並行して行うことを特徴とする地盤補強方法。 A method of reinforcing the ground,
A hole forming step for forming a hole in the ground and filling a stabilizing liquid in the formed hole;
A bag body arranging step for arranging the bag body so as to extend in the axial direction in the hole;
A filling step of filling the bag with a curable filler;
Equipped with a,
The ground reinforcing method , wherein the drilling step and the bag arrangement step are performed in parallel .
小径の孔を削孔する第１ステップと、
前記孔を拡径手段により拡径して孔を形成する第２ステップと、からなり、
前記第２ステップと前記袋体配置ステップとを並行して行い、
前記袋体配置ステップでは、前記第２ステップにおける前記拡径手段に前記袋体の端部を取り付けておくことで、前記孔内に袋体を配置することを特徴とする請求項１記載の地盤の補強方法。 The drilling step includes
A first step of drilling a small diameter hole;
A second step of forming the hole by expanding the hole by a diameter expanding means,
Performing the second step and the bag arrangement step in parallel;
In the bag placement step, the second by leaving attaching the ends of the bag to the enlarged diameter section in step, the ground of claim 1, wherein placing the bag in said bore Reinforcement method.
前記地盤に孔を形成するとともに、前記形成した孔内に安定液を充填する削孔ステップと、
前記孔内にその軸方向に延びるように袋体を配置する袋体配置ステップと、
前記袋体内に硬化性の充填材を充填する充填ステップと、を備え、
前記充填ステップは、前記袋体内に所定の圧力に加圧しながら充填材を充填する第１の充填ステップと、前記所定の圧力より高い圧力に加圧しながら充填材を充填する第２の充填ステップとからなることを特徴とする地盤補強方法。 A method of reinforcing the ground,
A hole forming step for forming a hole in the ground and filling a stabilizing liquid in the formed hole;
A bag body arranging step for arranging the bag body so as to extend in the axial direction in the hole;
A filling step of filling the bag body with a curable filler, and
The filling step includes a first filling step of filling the bag with a filler while being pressurized to a predetermined pressure, and a second filling step of filling the filler with a pressure higher than the predetermined pressure. ground panel reinforcement how to characterized in that it consists of.
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