JP2020147910A - Ground improvement method, ground improvement device, and improved body - Google Patents
Ground improvement method, ground improvement device, and improved body Download PDFInfo
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- JP2020147910A JP2020147910A JP2019043696A JP2019043696A JP2020147910A JP 2020147910 A JP2020147910 A JP 2020147910A JP 2019043696 A JP2019043696 A JP 2019043696A JP 2019043696 A JP2019043696 A JP 2019043696A JP 2020147910 A JP2020147910 A JP 2020147910A
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- 238000000034 method Methods 0.000 title claims description 33
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 98
- 239000010959 steel Substances 0.000 claims abstract description 98
- 239000000463 material Substances 0.000 claims abstract description 72
- 230000035515 penetration Effects 0.000 claims abstract description 28
- 238000007599 discharging Methods 0.000 claims abstract description 16
- 230000000149 penetrating effect Effects 0.000 claims description 10
- 238000010276 construction Methods 0.000 abstract description 29
- 238000002156 mixing Methods 0.000 abstract description 18
- 238000003860 storage Methods 0.000 abstract description 13
- 238000011065 in-situ storage Methods 0.000 abstract description 5
- 238000012986 modification Methods 0.000 description 9
- 230000004048 modification Effects 0.000 description 9
- 230000002093 peripheral effect Effects 0.000 description 9
- 239000004576 sand Substances 0.000 description 8
- 238000010586 diagram Methods 0.000 description 4
- 238000000605 extraction Methods 0.000 description 3
- 230000005484 gravity Effects 0.000 description 3
- 238000007711 solidification Methods 0.000 description 3
- 230000008023 solidification Effects 0.000 description 3
- 238000013459 approach Methods 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 239000003638 chemical reducing agent Substances 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 239000002250 absorbent Substances 0.000 description 1
- 239000012615 aggregate Substances 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000010907 mechanical stirring Methods 0.000 description 1
- 229920000642 polymer Polymers 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
Description
本発明は、地盤改良方法、地盤改良装置、及び改良体に関する。 The present invention relates to a ground improvement method, a ground improvement device, and an improved body.
地盤改良工法の一つに、原位置の地盤材料に固化材を混合して固化させる原位置固化処理工法がある。原位置固化処理工法は、機械撹拌工法と高圧噴射撹拌工法の二つに大別される。これらの工法に共通することは、地盤材料と固化材とが混合され、固化した円柱状あるいは角柱状の固化処理土杭（以下、改良体という）が造成されることである。これらの原位置固化処理工法、すなわち、地盤の深層まで到達する地盤材料と固化材とを混合して固化させる従来の地盤改良工法を、深層混合処理工法という。 One of the ground improvement methods is an in-situ solidification treatment method in which a solidifying material is mixed with an in-situ ground material and solidified. The in-situ solidification method is roughly divided into a mechanical stirring method and a high-pressure injection stirring method. What is common to these construction methods is that the ground material and the solidifying material are mixed to form a solidified columnar or prismatic solidified soil pile (hereinafter referred to as an improved body). These in-situ solidification treatment methods, that is, the conventional ground improvement method of mixing and solidifying the ground material and the solidifying material that reach the deep layer of the ground, are called the deep layer mixing treatment method.
これらの工法はいずれも多くの専業者によって高度化が図られてきた。また、改良範囲についてもブロック式、壁式、格子状、杭式など、改良目的やコストに応じて効率的な形状が提案、実用化されている。 All of these construction methods have been upgraded by many specialists. Also, regarding the improvement range, efficient shapes such as block type, wall type, grid type, pile type, etc. have been proposed and put into practical use according to the purpose of improvement and cost.
特許文献１には、地盤中に仕上り径相当の大口径のケーシングパイプを貫入し、このケーシングパイプによって周囲の地盤の側方土圧を強制的に増大させたのち、このケーシングパイプの先端から中詰材を地盤中に排出すると共に、この中詰材にスラリー状の固化材を噴射しながらこのケーシングパイプを繰返しの打戻しを行うことなく引上げ、地盤中に固結した改良体を造成する地盤改良工法が記載されている。 In Patent Document 1, a casing pipe having a large diameter equivalent to the finished diameter is penetrated into the ground, and the lateral earth pressure of the surrounding ground is forcibly increased by the casing pipe, and then from the tip of the casing pipe to the inside. The ground that discharges the filling material into the ground and pulls up this casing pipe without repeatedly hitting back while injecting a slurry-like solidifying material into the filling material to create an improved body that is consolidated in the ground. The improved construction method is described.
特許文献２には、先端に硬化材供給用パイプの吐出口を備えた中空管を、地盤中の杭底深度まで打込んだ後、この中空管を所定長さだけ引抜き、且つ、この引抜きと前後して、この中空管を経て骨材を地盤中に排出し、この骨材の排出後で、且つ、中空管の所定長さの引抜き開始時以後に、排出された骨材中に、硬化材供給用パイプの吐出口からスラリー状硬化材を強制的に圧力供給し、以後中空管の所定長さの引抜き、骨材の排出、スラリー状硬化材の圧力供給、の工程を繰返して、軟弱地盤中に高強度パイルを造成する高強度コンパクシヨンパイル造成工法が記載されている。 In Patent Document 2, a hollow pipe having a discharge port for a pipe for supplying a hardening material at the tip is driven to the depth of the pile bottom in the ground, and then the hollow pipe is pulled out by a predetermined length and the hollow pipe is pulled out. Before and after the drawing, the aggregate is discharged into the ground through this hollow pipe, and the discharged aggregate is discharged after the ejection of the aggregate and after the start of drawing the hollow pipe of a predetermined length. The process of forcibly supplying pressure of the slurry-like hardened material from the discharge port of the hardened material supply pipe, and then drawing out the hollow tube to a predetermined length, discharging the aggregate, and supplying the pressure of the slurry-like hardened material. A high-strength compaction pile construction method for creating a high-strength pile in soft ground by repeating the above steps is described.
しかし、特許文献１、２に記載の技術では、地盤中に排出するために中詰材や骨材をケーシングパイプの先端まで押し込まなければならず、そのための動力が必要となる。また、特許文献１、２に記載の技術は、中詰材や骨材に固化材や硬化材を混ぜ合わせるために、固化材を噴射し、又は硬化材を圧力供給しなければならない。 However, in the techniques described in Patent Documents 1 and 2, the filling material or aggregate must be pushed to the tip of the casing pipe in order to discharge the material into the ground, and power for that purpose is required. Further, in the techniques described in Patent Documents 1 and 2, in order to mix the solidifying material and the hardening material with the filling material and the aggregate, the solidifying material must be injected or the hardened material must be pressure-supplied.
本願の発明の目的の一つは、原位置の地盤材料との混合を必要とせず、同じ改良率で生成された柱状の改良体に比べて強度のある改良体を地盤中に生成させることにある。 One of the objects of the invention of the present application is to generate an improved body in the ground which is stronger than the columnar improved body produced at the same improvement rate without requiring mixing with the ground material in the original position. is there.
本発明の請求項１に係る地盤改良方法は、鋼管を地盤に貫入するステップと、前記鋼管を前記地盤から引抜きながら該鋼管の下端部から固化材を吐出し、該鋼管が地盤中に占めていた筒状の空間に固化材を充填するステップと、前記空間に充填された固化材を固化させて筒状の改良体を生成するステップと、を有する地盤改良方法である。 In the ground improvement method according to claim 1 of the present invention, a step of penetrating a steel pipe into the ground and a solidifying material being discharged from the lower end of the steel pipe while pulling out the steel pipe from the ground, and the steel pipe occupies the ground. This is a ground improvement method including a step of filling a tubular space with a solidifying material and a step of solidifying the solidifying material filled in the space to generate a tubular improved body.
本発明の請求項２に係る地盤改良装置は、請求項１に記載の地盤改良方法に用いる装置であって、鋼管と、前記鋼管を地盤に貫入させる貫入手段と、前記鋼管を前記地盤から引抜く引抜手段と、前記鋼管の下端部に吐出口を有する固化材の供給管と、固化材を前記吐出口から吐出させる吐出手段と、を有する地盤改良装置である。 The ground improvement device according to claim 2 of the present invention is the device used for the ground improvement method according to claim 1, wherein the steel pipe, the penetration means for penetrating the steel pipe into the ground, and the steel pipe are pulled from the ground. It is a ground improvement device having a drawing means for pulling out, a supply pipe for a solidifying material having a discharge port at the lower end of the steel pipe, and a discharging means for discharging the solidifying material from the discharging port.
本発明の請求項３に係る改良体は、請求項１に記載の地盤改良方法によって地盤中に生成される筒状の改良体である。 The improved body according to claim 3 of the present invention is a tubular improved body generated in the ground by the ground improving method according to claim 1.
本願に係る発明によれば、原位置の地盤材料との混合を必要とせず、同じ改良率で生成された柱状の改良体に比べて強度のある改良体を地盤中に生成させることができる。 According to the invention according to the present application, it is possible to generate an improved body in the ground which is stronger than the columnar improved body produced at the same improvement rate without the need for mixing with the ground material in the original position.
＜実施形態＞
＜地盤改良装置の構成＞
図１は、本願に係る地盤改良装置９の構成を示す図である。図２は、地盤改良装置９が有する鋼管１に設けられる供給管４を示す図である。地盤改良装置９は、鋼管１と、貫入手段２と、引抜手段３と、供給管４と、吐出手段５と、を有する。また、この地盤改良装置９は、施工装置６を有する。貫入手段２及び引抜手段３は、施工装置６に搭載される。
<Embodiment>
<Structure of ground improvement equipment>
FIG. 1 is a diagram showing a configuration of a ground improvement device 9 according to the present application. FIG. 2 is a diagram showing a supply pipe 4 provided in the steel pipe 1 included in the ground improvement device 9. The ground improvement device 9 includes a steel pipe 1, a penetration means 2, a drawing means 3, a supply pipe 4, and a discharge means 5. In addition, this ground improvement device 9 has a construction device 6. The penetration means 2 and the pull-out means 3 are mounted on the construction device 6.
施工装置６は、例えば履帯等で移動する車両６１と、鋼管１を吊り下げるワイヤ６０と、ワイヤ６０を空中で支持するクレーン６２と、これらを制御する制御装置６３と、を有する。車両６１は、改良の対象である地盤Ｇの上を、運転手の操作や制御装置６３の制御に基づいて移動する。また、車両６１は、運転手の操作や制御装置６３の制御に基づいて、クレーン６２、貫入手段２、及び引抜手段３をそれぞれ稼働する。 The construction device 6 includes, for example, a vehicle 61 that moves on a track or the like, a wire 60 that suspends the steel pipe 1, a crane 62 that supports the wire 60 in the air, and a control device 63 that controls these. The vehicle 61 moves on the ground G, which is the object of improvement, based on the operation of the driver and the control of the control device 63. Further, the vehicle 61 operates the crane 62, the penetration means 2, and the pull-out means 3, respectively, based on the operation of the driver and the control of the control device 63.
吐出手段５は、固化材を吐出する手段であり、ポンプ５１、ホース５２、及びタンク５３を有する。タンク５３は、固化材を収容する容器である。タンク５３に収容された固化材は、例えばセメント、水、及び骨材を混合したセメントスラリー等である。ポンプ５１は、タンク５３から固化材を吸引して出口から排出する。ホース５２は、例えば、ポンプ５１により加圧された固化材に耐え得る耐圧ホースである。ホース５２は、ポンプ５１の出口に取り付けられ、ポンプ５１から排出された固化材を供給管４に供給する。 The discharge means 5 is a means for discharging the solidifying material, and has a pump 51, a hose 52, and a tank 53. The tank 53 is a container for accommodating the solidifying material. The solidifying material contained in the tank 53 is, for example, a cement slurry in which cement, water, and aggregate are mixed. The pump 51 sucks the solidifying material from the tank 53 and discharges it from the outlet. The hose 52 is, for example, a pressure-resistant hose that can withstand the solidifying material pressurized by the pump 51. The hose 52 is attached to the outlet of the pump 51 and supplies the solidifying material discharged from the pump 51 to the supply pipe 4.
図２（ａ）には、供給管４の斜視図が示されている。図２（ｂ）には、供給管４の端部を軸方向に沿って見た図が示されている。図２（ａ）及び図２（ｂ）に示す通り、供給管４は、鋼管１の上端部１０から下端部１３まで伸びており、鋼管１の内周面１１に溶接等によって固定されている。供給管４は、鋼管１の上端部１０の近傍に入口４０を、鋼管１の下端部１３の近傍に吐出口４１をそれぞれ有する。 FIG. 2A shows a perspective view of the supply pipe 4. FIG. 2B shows a view of the end of the supply pipe 4 along the axial direction. As shown in FIGS. 2A and 2B, the supply pipe 4 extends from the upper end 10 to the lower end 13 of the steel pipe 1 and is fixed to the inner peripheral surface 11 of the steel pipe 1 by welding or the like. .. The supply pipe 4 has an inlet 40 near the upper end 10 of the steel pipe 1 and a discharge port 41 near the lower end 13 of the steel pipe 1.
供給管４の入口４０は、図２において図示しないホース５２と接続しており、このホース５２を介してポンプ５１から固化材が供給される。吐出口４１は、供給管４の内部を通過した固化材を、鋼管１の下端部１３の近傍に吐出する。つまり、この供給管４は、鋼管の下端部に吐出口を有する固化材の供給管の一例である。また、この吐出手段５は、固化材を吐出口から吐出させる吐出手段の一例である。 The inlet 40 of the supply pipe 4 is connected to a hose 52 (not shown in FIG. 2), and the solidifying material is supplied from the pump 51 via the hose 52. The discharge port 41 discharges the solidifying material that has passed through the inside of the supply pipe 4 to the vicinity of the lower end portion 13 of the steel pipe 1. That is, the supply pipe 4 is an example of a solidifying material supply pipe having a discharge port at the lower end of the steel pipe. Further, the discharge means 5 is an example of a discharge means for discharging the solidified material from the discharge port.
貫入手段２は、例えば油圧式や電動式のバイブロハンマであり、ワイヤ６０によって吊り下げられた鋼管１を振動させて地盤Ｇに貫入させる。つまり、この貫入手段２は、鋼管を地盤に貫入させる貫入手段の一例である。 The penetration means 2 is, for example, a hydraulic or electric vibro hammer, and the steel pipe 1 suspended by the wire 60 is vibrated to penetrate the ground G. That is, the penetration means 2 is an example of a penetration means for penetrating a steel pipe into the ground.
引抜手段３は、例えば、クレーン６２により空中に張り渡されて、鋼管１を吊り下げているワイヤ６０を巻き取るウインチである。この引抜手段３は、ワイヤ６０を巻き取ることにより、貫入手段２によって地盤Ｇに貫入させられた鋼管１をこの地盤Ｇから引抜く。つまり、この引抜手段３は、鋼管を地盤から引抜く引抜手段の一例である。 The drawing means 3 is, for example, a winch that is stretched in the air by a crane 62 and winds up a wire 60 that suspends the steel pipe 1. The drawing means 3 pulls out the steel pipe 1 that has been penetrated into the ground G by the penetration means 2 by winding the wire 60 from the ground G. That is, the pulling means 3 is an example of a pulling means for pulling the steel pipe from the ground.
＜地盤改良装置の動作＞
図３は、地盤改良装置９の動作により変化する鋼管１の状態を説明するための図である。図４は、地盤改良装置９の動作の一例を示すフロー図である。
<Operation of ground improvement equipment>
FIG. 3 is a diagram for explaining a state of the steel pipe 1 that changes depending on the operation of the ground improvement device 9. FIG. 4 is a flow chart showing an example of the operation of the ground improvement device 9.
地盤改良装置９が有する施工装置６は、例えば、地盤改良工事の施工に関する情報に基づいて施工装置６、及び地盤改良装置９の他の構成等を制御するコンピュータを有する。このコンピュータは、制御装置６３に組み込まれていることが好ましい。このコンピュータは、ＣＰＵ（Central Processing Unit）やＲＡＭ（Random Access Memory）を備えており、ハードディスクドライブ等の記憶部に記憶されているプログラムを実行する。また、この施工装置６は、全地球航法衛星システム（ＧＮＳＳ：Global Navigation Satellite System）を用いて自装置の位置を測定する測位装置を有する。上述したコンピュータは、測位装置により測定された施工装置６の位置を示す位置情報を取得して、この位置情報を施工装置６の制御に用いる。測位装置は、ＧＮＳＳに加えて、又はＧＮＳＳに代えて、自装置の位置や対象間の距離等を測定する光波距離計を有していてもよい。 The construction device 6 included in the ground improvement device 9 includes, for example, a computer that controls the construction device 6 and other configurations of the ground improvement device 9 based on information on the construction of the ground improvement work. This computer is preferably incorporated in the control device 63. This computer is equipped with a CPU (Central Processing Unit) and a RAM (Random Access Memory), and executes a program stored in a storage unit such as a hard disk drive. In addition, the construction device 6 has a positioning device that measures the position of its own device using a Global Navigation Satellite System (GNSS). The computer described above acquires position information indicating the position of the construction device 6 measured by the positioning device, and uses this position information for controlling the construction device 6. The positioning device may have a light wave range finder that measures the position of the own device, the distance between objects, and the like in addition to or in place of the GNSS.
図４に示す通り、上述したコンピュータは、記憶部から、鋼管１を貫入する座標を示す情報（貫入座標情報という）を取得し（ステップＳ１０１）、この貫入座標情報に基づいて、施工装置６を移動させる。貫入座標情報は、例えば緯度及び経度の組により表される。上述したコンピュータは、測位装置により測定された施工装置６の位置を貫入座標情報に応じた位置に近づけるように施工装置６を移動させる。これにより、施工装置６は、貫入座標情報で示される座標に鋼管１を貫入させるための位置に配置される（ステップＳ１０２）。 As shown in FIG. 4, the computer described above acquires information (referred to as penetration coordinate information) indicating the coordinates for penetrating the steel pipe 1 from the storage unit (step S101), and based on the penetration coordinate information, the construction device 6 is installed. Move. The penetration coordinate information is represented by, for example, a set of latitude and longitude. The computer described above moves the construction device 6 so that the position of the construction device 6 measured by the positioning device approaches the position corresponding to the penetration coordinate information. As a result, the construction device 6 is arranged at a position for penetrating the steel pipe 1 into the coordinates indicated by the penetration coordinate information (step S102).
コンピュータは、記憶部から、鋼管１を地盤Ｇに貫入させる深さを示す情報（貫入深さ情報という）を取得し（ステップＳ１０３）、この貫入深さ情報に基づいて、鋼管１を貫入させる（ステップＳ１０４）。このステップＳ１０４は、鋼管を地盤に貫入するステップの一例である。 The computer acquires information (referred to as penetration depth information) indicating the depth at which the steel pipe 1 penetrates into the ground G from the storage unit (step S103), and penetrates the steel pipe 1 based on this penetration depth information (step S103). Step S104). This step S104 is an example of a step of penetrating a steel pipe into the ground.
コンピュータは、引抜手段３により巻き取られたワイヤ６０の長さによって、鋼管１が地盤Ｇに貫入した深さを特定する。そしてコンピュータは、特定したこの深さが、取得した貫入深さ情報により示される深さに近づくように貫入手段２を制御する。これにより鋼管１は、図３（ａ）に示す通り、例えば重力方向である矢印Ｄ１に沿って進み、図３（ｂ）に示す通り、貫入深さ情報により示される深さまで地盤Ｇに貫入させられる。
なお、コンピュータは、施工装置６に設けられた深度計を用いて、上述した深さを特定（計測）してもよい。また、記憶部は、例えば、地盤Ｇに貫入させる鋼管１の傾きを示す情報（傾斜角度情報という）を予め記憶していてもよい。この場合、施工装置６は、地盤Ｇに貫入していく鋼管１の傾きを計測する傾斜計を有していてもよい。コンピュータは、記憶部から傾斜角度情報を取得し、この傾斜角度情報が示す傾斜角度と、傾斜計が計測した傾きと、を比較して、鋼管１が決められた傾斜角度で貫入しているか否か（鉛直性ともいう）を確認してもよい。
The computer identifies the depth at which the steel pipe 1 has penetrated into the ground G by the length of the wire 60 wound by the drawing means 3. Then, the computer controls the penetration means 2 so that the specified depth approaches the depth indicated by the acquired penetration depth information. As a result, the steel pipe 1 advances along the arrow D1 in the direction of gravity as shown in FIG. 3A, and penetrates into the ground G to the depth indicated by the penetration depth information as shown in FIG. 3B. Be done.
The computer may specify (measure) the above-mentioned depth by using the depth gauge provided in the construction device 6. Further, for example, the storage unit may store in advance information (referred to as inclination angle information) indicating the inclination of the steel pipe 1 to be penetrated into the ground G. In this case, the construction device 6 may have an inclinometer for measuring the inclination of the steel pipe 1 penetrating into the ground G. The computer acquires tilt angle information from the storage unit, compares the tilt angle indicated by the tilt angle information with the tilt measured by the inclinometer, and determines whether or not the steel pipe 1 penetrates at a determined tilt angle. (Also called verticality) may be confirmed.
なお、地盤改良装置９は、供給管４に接続された図示しないブロアーを有しており、鋼管１が地盤Ｇに貫入させられる際に、このブロアーから吐出した空気を供給管４に供給する。これにより、吐出口４１から空気が吐出するため、吐出口４１は、地盤Ｇを構成する土砂が流れ込んで閉塞し難くなる。なお、地盤改良装置９は、ブロアーから空気を吐出させる代わりに、ポンプから水を吐出して、鋼管１を貫入させてもよい。 The ground improvement device 9 has a blower (not shown) connected to the supply pipe 4, and when the steel pipe 1 is penetrated into the ground G, the air discharged from the blower is supplied to the supply pipe 4. As a result, air is discharged from the discharge port 41, so that the earth and sand constituting the ground G flow into the discharge port 41 and it becomes difficult to block the air. In addition, the ground improvement device 9 may discharge water from a pump to penetrate the steel pipe 1 instead of discharging air from the blower.
貫入深さ情報に示された所定の深さにまで鋼管１を貫入した後、コンピュータは、記憶部から、鋼管１を引抜く速度の情報（引抜速度情報）と、固化材を吐出する速度の情報（吐出速度情報という）と、を取得する（ステップＳ１０５）。そして、このコンピュータは、供給管４に設置された流量計により計測される固化材の吐出量、及び、ワイヤ６０の残り長さ等によって計測される鋼管１の貫入深さを取得し、これらの計測値と、記憶部から取得した引抜速度情報及び吐出速度情報と、に基づいて、引抜手段３及び吐出手段５を制御する。これにより、地盤改良装置９は、図３（ｃ）に示す通り、鋼管１を矢印Ｄ２に沿って引抜くとともに、鋼管１に設けられた供給管４（図３において図示せず）の中に固化材を供給する。鋼管１の引抜きと、固化材の供給とは、同時に、且つ、連続して行われる。 After the steel pipe 1 has been penetrated to a predetermined depth indicated in the penetration depth information, the computer has information on the speed at which the steel pipe 1 is pulled out from the storage unit (pulling speed information) and the speed at which the solidifying material is discharged. Information (referred to as discharge speed information) and is acquired (step S105). Then, this computer acquires the discharge amount of the solidifying material measured by the flow meter installed in the supply pipe 4, the penetration depth of the steel pipe 1 measured by the remaining length of the wire 60, and the like. The extraction means 3 and the discharge means 5 are controlled based on the measured value and the extraction speed information and the discharge speed information acquired from the storage unit. As a result, as shown in FIG. 3C, the ground improvement device 9 pulls out the steel pipe 1 along the arrow D2 and into the supply pipe 4 (not shown in FIG. 3) provided in the steel pipe 1. Supply solidifying material. The drawing of the steel pipe 1 and the supply of the solidifying material are performed simultaneously and continuously.
そして、供給された固化材は、供給管４の中を矢印Ｄ３に沿って移動し、引抜かれた鋼管１が地盤Ｇの中に占めていた筒状の空間に向けて、吐出口４１（図３において図示せず）から吐出される（ステップＳ１０６）。これにより、鋼管１が地盤Ｇの中に占めていた筒状の空間には、吐出手段５から供給管４を通じて供給された固化材が充填される。このステップＳ１０６は、鋼管を地盤から引抜きながら鋼管の下端部から固化材を吐出し、鋼管が地盤中に占めていた筒状の空間に固化材を充填するステップの一例である。 Then, the supplied solidifying material moves in the supply pipe 4 along the arrow D3, and toward the tubular space occupied by the drawn steel pipe 1 in the ground G, the discharge port 41 (FIG. (Not shown in 3) is discharged (step S106). As a result, the tubular space occupied by the steel pipe 1 in the ground G is filled with the solidifying material supplied from the discharge means 5 through the supply pipe 4. This step S106 is an example of a step in which the solidifying material is discharged from the lower end of the steel pipe while pulling out the steel pipe from the ground, and the solidifying material is filled in the tubular space occupied by the steel pipe in the ground.
なお、「鋼管１が地盤Ｇの中に占めていた筒状の空間」とは、鋼管１の部材そのものが地盤Ｇの中に占めていた空間であり、鋼管１の中空、すなわち、管の内側の空間が地盤Ｇの中に占めていた空間を含まない。鋼管１を貫入すると、鋼管１の中空には原地盤が入り込むからである。
また、記憶部は、施工のための計画値として、予め、上述した貫入座標情報、貫入深さ情報、傾斜角度情報、引抜速度情報、及び吐出速度情報を記憶していたが、これらの計画値は、施工中に計測された計測値に対応するように調整されてもよい。例えば、上述した測定装置、深度計、傾斜計、流量計等の計測機器によって計測される計測値が、予め設定された範囲外である場合、コンピュータは、記憶部に記憶している上述した各種の計画値を、計測値に応じて書き換えてもよい。これにより、各種の計測機器で計測された計測値は、計画値に基づいて設定される範囲内に入る。コンピュータは、計測値が予め設定された範囲内に入ったことを確認した後、次工程へ進めばよい。
The "cylindrical space occupied by the steel pipe 1 in the ground G" is a space occupied by the member itself of the steel pipe 1 in the ground G, and is hollow in the steel pipe 1, that is, inside the pipe. Does not include the space occupied by the ground G. This is because when the steel pipe 1 is penetrated, the original ground enters the hollow of the steel pipe 1.
In addition, the storage unit previously stored the above-mentioned intrusion coordinate information, intrusion depth information, inclination angle information, pull-out speed information, and discharge speed information as planned values for construction, but these planned values May be adjusted to correspond to the measured values measured during construction. For example, when the measured value measured by the measuring device such as the measuring device, the depth meter, the inclinometer, the flow meter, etc. described above is out of the preset range, the computer stores the various types described above in the storage unit. The planned value of may be rewritten according to the measured value. As a result, the measured values measured by various measuring devices fall within the range set based on the planned values. The computer may proceed to the next process after confirming that the measured value is within the preset range.
鋼管１を地盤Ｇから完全に引抜き、貫入していた鋼管１が地盤Ｇの中に占めていた筒状の空間が固化材に置換されると、地盤改良装置９は、この固化材を固化させる（ステップＳ１０７）。固化材は、いわゆる養生をされて地盤Ｇの中で固化して、図３（ｄ）に示す通り改良体Ｃになる。この改良体Ｃは、本願に係る地盤改良方法によって地盤中に生成される筒状の改良体の一例である。 When the steel pipe 1 is completely pulled out from the ground G and the tubular space occupied by the penetrating steel pipe 1 in the ground G is replaced with the solidifying material, the ground improvement device 9 solidifies the solidifying material. (Step S107). The solidifying material is so-called cured and solidified in the ground G to become an improved body C as shown in FIG. 3 (d). This improved body C is an example of a tubular improved body generated in the ground by the ground improvement method according to the present application.
図５は、改良された地盤Ｇの例を示す図である。図５には、改良された地盤Ｇを上から見た概略図が示されている。図５に示す通り、地盤Ｇには、上から見て円環形状の改良体Ｃが生成されている。改良体Ｃは、地盤Ｇの中を重力方向に向かって伸びているので、その形状は筒状である。すなわち、上述したステップＳ１０７は、鋼管が地盤中に占めていた筒状の空間に充填された固化材を固化させて筒状の改良体を生成するステップの一例である。 FIG. 5 is a diagram showing an example of the improved ground G. FIG. 5 shows a schematic view of the improved ground G as viewed from above. As shown in FIG. 5, an improved ring-shaped body C is formed on the ground G when viewed from above. Since the improved body C extends in the ground G in the direction of gravity, its shape is tubular. That is, the above-mentioned step S107 is an example of a step of solidifying the solidifying material filled in the tubular space occupied by the steel pipe in the ground to generate a tubular improved body.
地盤Ｇの改良対象面積に対する改良体Ｃの面積の比率を改良率という。改良率は、改良体Ｃに用いられた固化材の量に比例し、固化材の量は生成コストに比例する。 The ratio of the area of the improved body C to the area to be improved of the ground G is called the improvement rate. The improvement rate is proportional to the amount of the solidifying material used in the improved body C, and the amount of the solidifying material is proportional to the production cost.
従来の深層混合処理工法は、円柱状や角柱状等の中実な改良体を造成する。一方、本願に係る地盤改良装置９は、中空である筒状の改良体Ｃを生成するので、同じ改良率で比較すると、その水平断面における外径は、従来の深層混合処理工法で生成される中実な改良体と比較して大きい。そして、同じ改良率における従来の改良体に比べて、改良体Ｃの外径は大きくなるため、地盤Ｇとの接触面積が増加し、改良体Ｃの軸方向の抵抗力が増加する。また、本願に係る改良体Ｃは、断面二次モーメントも大きくなるため、改良体の曲げ剛性が増大する。 In the conventional deep mixing treatment method, a solid improved body such as a columnar or prismatic body is created. On the other hand, since the ground improvement device 9 according to the present application produces a hollow tubular improved body C, the outer diameter in the horizontal cross section thereof is generated by the conventional deep mixing treatment method when compared at the same improvement rate. Larger than a solid improvement. Then, since the outer diameter of the improved body C is larger than that of the conventional improved body at the same improvement rate, the contact area with the ground G is increased, and the axial resistance of the improved body C is increased. Further, the improved body C according to the present application also has a large moment of inertia of area, so that the bending rigidity of the improved body is increased.
例えば、本願に係る地盤改良装置９で、厚みが５０ミリメートルで外径が１メートルの鋼管１を用いた場合、改良体Ｃの厚み及び外径も同じく５０ミリメートル及び１メートルとなる。この改良体Ｃの水平断面における面積は、約０．１４９平方メートルである。また、改良体Ｃの水平断面における外周の長さが約３．１４２メートルであり、内周の長さが約２．８２７メートルであるので、それらを合計した周長は、約５．９６９メートルである。 For example, in the ground improvement device 9 according to the present application, when a steel pipe 1 having a thickness of 50 mm and an outer diameter of 1 meter is used, the thickness and outer diameter of the improved body C are also 50 mm and 1 meter. The area of the improved body C in the horizontal cross section is about 0.149 square meters. Further, since the outer circumference length of the improved body C in the horizontal cross section is about 3.142 meters and the inner circumference length is about 2.827 meters, the total circumference length is about 5.969 meters. Is.
同じ改良率になるように、つまり、水平断面における面積が約０．１４９平方メートルとなるように、従来の深層混合処理工法により円柱状の改良体を造成すると、その改良体の外径は約０．４３６メートルである。そのため、この改良体の水平断面における周長は、約１．３６９メートルである。つまり、従来の深層混合処理工法により造成された円柱状の改良体よりも、本願に係る地盤改良装置９で生成された改良体Ｃの方が、同じ改良率、同じ垂直方向の長さであれば、地盤Ｇと接触する面積が大きい。 When a columnar improved body is created by the conventional deep mixing treatment method so that the improvement rate is the same, that is, the area in the horizontal cross section is about 0.149 square meters, the outer diameter of the improved body is about 0. It is .436 meters. Therefore, the circumference of this improved body in the horizontal cross section is about 1.369 meters. That is, the improved body C produced by the ground improvement device 9 according to the present application has the same improvement rate and the same vertical length as the columnar improved body created by the conventional deep mixing treatment method. For example, the area in contact with the ground G is large.
また、これらの形状から断面二次モーメントを算出すると、従来の深層混合処理工法により造成された円柱状の改良体の断面二次モーメントは０．００２［ｍ4］であるのに対し、本願に係る地盤改良装置９で生成された改良体Ｃの断面二次モーメントは０．０１７［ｍ4］である。したがって、本願に係る地盤改良装置９は、従来の深層混合処理工法よりも堅牢で、外力に対して安定な改良体Ｃを生成することができる。 Further, when the geometrical moment of inertia is calculated from these shapes, the geometrical moment of inertia of the columnar improved body created by the conventional deep mixing treatment method is 0.002 [m 4 ], whereas in the present application. The moment of inertia of area of the improved body C generated by the ground improving device 9 is 0.017 [m 4 ]. Therefore, the ground improvement device 9 according to the present application can generate the improved body C which is more robust than the conventional deep mixing treatment method and is stable to an external force.
なお、図５に示す改良体Ｃは、地盤Ｇの中で互いに接触し、又は重なり合っている。このように、改良体Ｃは互いに接触し、又は重なり合っていてもよいため、相互に作用することで、全体として様々な形で地盤Ｇを改良することができる。改良体Ｃが互いに重なり合う場合、後から生成する改良体Ｃの空間を確保するために用いる鋼管１は、先に生成済みの改良体Ｃが固化する前に地盤Ｇに貫入されることが望ましい。 The improved bodies C shown in FIG. 5 are in contact with each other or overlap each other in the ground G. As described above, since the improved bodies C may be in contact with each other or overlap each other, the ground G can be improved in various forms as a whole by interacting with each other. When the improved bodies C overlap each other, it is desirable that the steel pipe 1 used to secure the space of the improved body C to be generated later penetrates into the ground G before the previously generated improved body C solidifies.
また、本願に係る地盤改良装置９は、鋼管１の内側に改良体を生成するのではないため、サンドコンパクションパイル工法のように、鋼管１の内部に砂等の骨材を供給する必要がなく、これを締め固める必要もない。 Further, since the ground improvement device 9 according to the present application does not generate an improved body inside the steel pipe 1, it is not necessary to supply aggregate such as sand to the inside of the steel pipe 1 as in the sand compaction pile method. There is no need to compact this.
また、本願に係る地盤改良装置９は、引抜いた鋼管１が地盤Ｇの中に占めていた空間に固化材を充填するので、深層混合処理工法のように、撹拌装置又は高圧噴射装置が不要である。 Further, in the ground improvement device 9 according to the present application, since the space occupied by the drawn steel pipe 1 in the ground G is filled with the solidifying material, a stirring device or a high-pressure injection device is not required as in the deep mixing treatment method. is there.
また、本願に係る地盤改良装置９は、深層混合処理工法のように原位置の地盤と固化材とを混合させるための混合時間も必要ないため、深層混合処理工法より短期で施工できる。そして、本願に係る地盤改良装置９により、原地盤と混合することなく生成された改良体の品質は、原地盤の特性のばらつきによる影響を受けないので、原地盤との混合により生成された改良体と比べて、同一性が高い。 Further, the ground improvement device 9 according to the present application does not require a mixing time for mixing the ground in the original position and the solidifying material unlike the deep layer mixing treatment method, and therefore can be constructed in a shorter time than the deep layer mixing treatment method. Then, since the quality of the improved body produced by the ground improvement device 9 according to the present application without mixing with the original ground is not affected by the variation in the characteristics of the original ground, the improvement generated by mixing with the original ground Higher identity than the body.
また、本願に係る地盤改良装置９は、特別な管を必要とせず、一般に市販されている鋼管１を用いてもよいため、安価に施工することができる。 Further, the ground improvement device 9 according to the present application does not require a special pipe, and a generally commercially available steel pipe 1 may be used, so that it can be constructed at low cost.
＜変形例＞
以上が実施形態の説明であるが、この実施形態の内容は以下のように変形し得る。また、以下の変形例を組合せてもよい。
<Modification example>
The above is the description of the embodiment, but the content of this embodiment can be modified as follows. Moreover, the following modification examples may be combined.
＜変形例１＞
上述した実施形態において、供給管４は、図２（ｂ）に示す通り、鋼管１の内周面１１に固定されていたが、図２（ｃ）に示す通り、鋼管１の外周面１２に固定されていてもよい。
<Modification example 1>
In the above-described embodiment, the supply pipe 4 is fixed to the inner peripheral surface 11 of the steel pipe 1 as shown in FIG. 2 (b), but is fixed to the outer peripheral surface 12 of the steel pipe 1 as shown in FIG. 2 (c). It may be fixed.
＜変形例２＞
上述した実施形態において、貫入手段２は、バイブロハンマであったが、鋼管１は、自重によって地盤Ｇに貫入されてもよい。この場合、例えば鋼管１はワイヤ６０により所定の高さまで吊り上げられ、軸方向に沿って落下させられることにより地盤Ｇに貫入される。この場合、ワイヤ６０と鋼管１そのものは、鋼管１を地盤Ｇに貫入させる貫入手段である。なお、貫入手段２には、例えば、ドレーン打設機等を用いてもよい。
<Modification 2>
In the above-described embodiment, the penetration means 2 is a vibro hammer, but the steel pipe 1 may be penetrated into the ground G by its own weight. In this case, for example, the steel pipe 1 is lifted to a predetermined height by a wire 60 and dropped along the axial direction to penetrate the ground G. In this case, the wire 60 and the steel pipe 1 itself are penetration means for penetrating the steel pipe 1 into the ground G. As the penetration means 2, for example, a drain driving machine or the like may be used.
＜変形例３＞
上述した実施形態において、施工装置６はコンピュータにより制御されていたが、運転手の操作によりその一部または全部が制御されてもよい。この場合、制御装置６３は、図１に示す車両６１内に配置された運転手に対して、制御に必要な情報を提供したり、各種の計測機器で計測された計測値が予め設定した範囲を外れると警報を発したり、してもよい。さらに、制御装置６３は、車両６１外にいる技術者に上述した情報を提供し、この技術者が随時、運転手に対して操作等の指示をできるようにしてもよい。
<Modification example 3>
In the above-described embodiment, the construction device 6 is controlled by a computer, but a part or all of the construction device 6 may be controlled by the operation of the driver. In this case, the control device 63 provides the driver arranged in the vehicle 61 shown in FIG. 1 with information necessary for control, or a range in which the measured values measured by various measuring devices are preset. If it is out of the range, an alarm may be issued. Further, the control device 63 may provide the above-mentioned information to a technician outside the vehicle 61 so that the technician can instruct the driver at any time such as an operation.
＜変形例４＞
上述した実施形態において、コンピュータは、地盤改良工事の施工に関する情報を記憶部から取得していたが、例えば、無線により外部装置と接続する通信部を用いて、上述した情報を外部装置から取得してもよい。
<Modification example 4>
In the above-described embodiment, the computer acquires the information related to the construction of the ground improvement work from the storage unit, but for example, the computer acquires the above-mentioned information from the external device by using the communication unit that wirelessly connects to the external device. You may.
＜変形例５＞
上述した実施形態において、地盤改良装置９は、鋼管１が地盤Ｇに貫入させられる際に、ブロアーから吐出した空気を供給管４に供給することで、供給管４の吐出口４１が閉塞しないようにしていたが、他の方法で、吐出口４１が閉塞しないようにしてもよい。
<Modification 5>
In the above-described embodiment, the ground improvement device 9 supplies the air discharged from the blower to the supply pipe 4 when the steel pipe 1 is penetrated into the ground G so that the discharge port 41 of the supply pipe 4 is not blocked. However, other methods may be used to prevent the discharge port 41 from being blocked.
例えば、地盤改良装置９は、供給管４の吐出口４１に使い捨てのキャップを装着してもよい。このキャップは、鋼管１が重力方向に沿って地盤Ｇに貫入させられる際には、吐出口４１から外れないため、吐出口４１を塞ぎ、地盤Ｇの土砂が供給管４の中に入り込むことを阻止する。 For example, the ground improvement device 9 may attach a disposable cap to the discharge port 41 of the supply pipe 4. This cap does not come off from the discharge port 41 when the steel pipe 1 is penetrated into the ground G along the direction of gravity, so that the discharge port 41 is closed and the earth and sand of the ground G enters the supply pipe 4. Stop.
一方、吐出手段５が固化材を供給管４に供給すると、このキャップは固化材の圧力によって吐出口４１から外れるため、供給管４を通って吐出口４１から吐出する固化材は、鋼管１の下方に生じた筒状の空間に充填される。 On the other hand, when the discharge means 5 supplies the solidifying material to the supply pipe 4, the cap is removed from the discharge port 41 by the pressure of the solidifying material. Therefore, the solidifying material discharged from the discharge port 41 through the supply pipe 4 is the steel pipe 1. The tubular space created below is filled.
また、例えば、地盤改良装置９は、供給管４の吐出口４１に逆止弁を装着してもよい。この逆止弁は、鋼管１の貫入時に、地盤Ｇからの圧力によって閉じるため、地盤Ｇの土砂が供給管４の中に入り込むことを阻止する。そして、この逆止弁は、鋼管１の引抜時、すなわち、固化材の吐出時に、固化材の圧力によって開くため、吐出させた固化材は上述した筒状の空間に充填される。 Further, for example, the ground improvement device 9 may be equipped with a check valve at the discharge port 41 of the supply pipe 4. Since this check valve closes due to the pressure from the ground G when the steel pipe 1 penetrates, it prevents the earth and sand of the ground G from entering the supply pipe 4. Since this check valve opens due to the pressure of the solidifying material when the steel pipe 1 is pulled out, that is, when the solidifying material is discharged, the discharged solidifying material is filled in the above-mentioned tubular space.
＜変形例６＞
上述した実施形態において、地盤改良装置９は、引抜手段３及び吐出手段５を制御することにより、鋼管１を地盤Ｇから引抜くとともに、鋼管１が地盤Ｇの中に占めていた筒状の空間に固化材を充填していたが、さらに貫入手段２を稼働させてもよい。
<Modification 6>
In the above-described embodiment, the ground improvement device 9 pulls out the steel pipe 1 from the ground G by controlling the pulling means 3 and the discharging means 5, and at the same time, the steel pipe 1 occupies a tubular space in the ground G. Was filled with a solidifying material, but the penetration means 2 may be further operated.
例えば、鋼管１の内周面１１の摩擦により、引抜かれる鋼管１の内部で地盤Ｇの土砂が共に上昇することがある。この場合、地盤改良装置９は、貫入手段２であるバイブロハンマにより引抜かれる鋼管１を振動させて内周面１１に密着した土砂を落下させてもよい。また、鋼管１の内周面１１は、例えば、吸水性のポリマー等を含んだ摩擦低減剤が予め塗布されていてもよい。この内周面１１は、鋼管１が地盤Ｇから引抜かれる際に、摩擦低減剤により土砂が密着し難くなる。 For example, due to the friction of the inner peripheral surface 11 of the steel pipe 1, the earth and sand of the ground G may rise together inside the steel pipe 1 to be pulled out. In this case, the ground improvement device 9 may vibrate the steel pipe 1 pulled out by the vibro hammer, which is the penetration means 2, to drop the earth and sand in close contact with the inner peripheral surface 11. Further, the inner peripheral surface 11 of the steel pipe 1 may be previously coated with a friction reducing agent containing, for example, a water-absorbent polymer. When the steel pipe 1 is pulled out from the ground G, the inner peripheral surface 11 becomes difficult for earth and sand to adhere to the inner peripheral surface 11 due to the friction reducing agent.
＜変形例７＞
上述した実施形態において、地盤改良装置９の施工装置６が有するコンピュータは、記憶部から取得した引抜速度情報及び吐出速度情報に基づいて、引抜手段３及び吐出手段５を制御し、鋼管１の引抜きと、固化材の供給とを、同時に、且つ、連続して行っていた。しかし、地盤改良装置９は、鋼管１を引抜くことで生じる、その鋼管１が地盤Ｇの中に占めていた筒状の空間の孔壁が自立するか否かによって、制御を変化させてもよい。この場合、地盤改良装置９は、上述した筒状の空間の孔壁が自立するか否かを検知する検知手段を有してもよい。そして、この検知の結果、孔壁が自立すると判断する場合、地盤改良装置９は、固化材の供給を遅らせてもよい。また、この検知の結果、孔壁が自立しないと判断する場合、地盤改良装置９は、孔壁の状態に応じて、鋼管１の引抜きの速度と、固化材の供給の速度を調整してもよい。
<Modification 7>
In the above-described embodiment, the computer included in the construction device 6 of the ground improvement device 9 controls the drawing means 3 and the discharging means 5 based on the pulling speed information and the discharging speed information acquired from the storage unit, and pulls out the steel pipe 1. And the supply of the solidifying material were carried out simultaneously and continuously. However, the ground improvement device 9 may change the control depending on whether or not the hole wall of the tubular space occupied by the steel pipe 1 in the ground G, which is generated by pulling out the steel pipe 1, becomes independent. Good. In this case, the ground improvement device 9 may have a detecting means for detecting whether or not the hole wall of the above-mentioned tubular space is self-supporting. Then, when it is determined that the hole wall becomes independent as a result of this detection, the ground improvement device 9 may delay the supply of the solidifying material. Further, when it is determined that the hole wall does not stand on its own as a result of this detection, the ground improvement device 9 may adjust the pulling speed of the steel pipe 1 and the supply speed of the solidifying material according to the state of the hole wall. Good.
１…鋼管、１０…上端部、１１…内周面、１２…外周面、１３…下端部、２…貫入手段、３…引抜手段、４…供給管、４０…入口、４１…吐出口、５…吐出手段、５１…ポンプ、５２…ホース、５３…タンク、６…施工装置、６０…ワイヤ、６１…車両、６２…クレーン、６３…制御装置、９…地盤改良装置、Ｃ…改良体、Ｄ１…矢印、Ｄ２…矢印、Ｄ３…矢印。 1 ... Steel pipe, 10 ... Upper end, 11 ... Inner peripheral surface, 12 ... Outer surface, 13 ... Lower end, 2 ... Penetration means, 3 ... Extraction means, 4 ... Supply pipe, 40 ... Inlet, 41 ... Discharge port, 5 ... Discharge means, 51 ... Pump, 52 ... Hose, 53 ... Tank, 6 ... Construction equipment, 60 ... Wire, 61 ... Vehicle, 62 ... Crane, 63 ... Control device, 9 ... Ground improvement device, C ... Improved body, D1 ... arrow, D2 ... arrow, D3 ... arrow.
Claims (3)
前記鋼管を前記地盤から引抜きながら該鋼管の下端部から固化材を吐出し、該鋼管が地盤中に占めていた筒状の空間に固化材を充填するステップと、
前記空間に充填された固化材を固化させて筒状の改良体を生成するステップと、
を有する地盤改良方法。 Steps to penetrate the steel pipe into the ground,
A step of discharging the solidifying material from the lower end of the steel pipe while pulling out the steel pipe from the ground, and filling the tubular space occupied by the steel pipe in the ground with the solidifying material.
A step of solidifying the solidifying material filled in the space to form a tubular improved body, and
Ground improvement method having.
鋼管と、
前記鋼管を地盤に貫入させる貫入手段と、
前記鋼管を前記地盤から引抜く引抜手段と、
前記鋼管の下端部に吐出口を有する固化材の供給管と、
固化材を前記吐出口から吐出させる吐出手段と、
を有する地盤改良装置。 An apparatus used in the ground improvement method according to claim 1.
With steel pipe
Penetration means for penetrating the steel pipe into the ground and
Withdrawing means for pulling out the steel pipe from the ground,
A solidifying material supply pipe having a discharge port at the lower end of the steel pipe,
Discharging means for discharging the solidifying material from the discharge port and
Ground improvement equipment with.
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|---|---|---|---|---|
| JPS50144223A (en) * | 1974-05-13 | 1975-11-20 | ||
| JPS5415308A (en) * | 1977-07-05 | 1979-02-05 | Tooru Toyoshima | Method of forming casing pipe and its device |
| JPH06346433A (en) * | 1993-06-04 | 1994-12-20 | Japan Found Eng Co Ltd | Land improvement method of soft ground |
| JPH08209687A (en) * | 1995-02-01 | 1996-08-13 | Kajima Corp | Partial casing pile construction method |
| JP2018193845A (en) * | 2017-05-15 | 2018-12-06 | 鹿島建設株式会社 | Method for creating soil improvement body and casing pipe |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS50144223A (en) * | 1974-05-13 | 1975-11-20 | ||
| JPS5415308A (en) * | 1977-07-05 | 1979-02-05 | Tooru Toyoshima | Method of forming casing pipe and its device |
| JPH06346433A (en) * | 1993-06-04 | 1994-12-20 | Japan Found Eng Co Ltd | Land improvement method of soft ground |
| JPH08209687A (en) * | 1995-02-01 | 1996-08-13 | Kajima Corp | Partial casing pile construction method |
| JP2018193845A (en) * | 2017-05-15 | 2018-12-06 | 鹿島建設株式会社 | Method for creating soil improvement body and casing pipe |
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