JP4884276B2 - Rotating press pile construction method and slope construction equipment - Google Patents

Rotating press pile construction method and slope construction equipment Download PDF

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JP4884276B2
JP4884276B2 JP2007087882A JP2007087882A JP4884276B2 JP 4884276 B2 JP4884276 B2 JP 4884276B2 JP 2007087882 A JP2007087882 A JP 2007087882A JP 2007087882 A JP2007087882 A JP 2007087882A JP 4884276 B2 JP4884276 B2 JP 4884276B2
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武 井上
健人 加藤
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株式会社ケー・エフ・シー
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Description

本発明は斜面の地盤補強を目的とした回転圧入杭の施工方法および斜面施工装置にかかわり、特に、回転圧入杭を回転させながら斜面の地盤に打設し、回転圧入杭の鋼管本体内にグラウト材を加圧注入して鋼管抗本体の周壁に形成したグラウト材吐出孔より該グラウト材を排出して地盤改良体(グラウト柱体)を形成して斜面の安定化を可能とする回転圧入杭の施工方法および斜面施工装置に関する。   The present invention relates to a rotary press-in pile construction method and slope construction equipment for the purpose of reinforcing the ground surface of a slope, and in particular, the rotary press-in pile is placed on the ground of a slope while rotating the rotary press-in pile, and the grout is placed in the steel pipe body of the rotary press-in pile. Rotary press-fit pile that stabilizes the slope by forming the ground improvement body (grout column) by discharging the grout material from the grout material discharge hole formed in the peripheral wall of the steel pipe anti-body by pressurizing the material It is related with the construction method and slope construction apparatus.

斜面安定工法には、地すべりや大規模切土・盛土法面を抑止する抑止工と、比較的小規模斜面(法高10.0m程度・すべり深度5m〜8m程度以下・必要抑止力500kN/m以下程度)の安定工がある。一般に盛土法面とは図15に示すように元の斜面2の表層付近の腐植質土等、盛土構造に際して不適な土質を排除して後、盛土に適する土質を使用し、盛土したときの斜面1であり、切土法面とは元の斜面2を切土して新たに形成される斜面3である。この法面において、法面表層部の活動しようとする部分(滑ろうとする部分)を移動層、移動層以深を不動層と定義する。すなわち、斜面は図16に示すように地盤の弱い移動層4と地盤が強固な不動層5とで構成され、移動層4は地震その他の要因で点線で示す部分に沿って滑落あるいは崩落する可能性が高い。このため、上記の抑止工あるいは安定工がなされる。
大規模斜面の安定には、抑止杭やグラウンドアンカーによる抑止工が一般的であり、小規模斜面の安定にはロックボルト工やフリーフレーム工などの抑止工がある。かかる斜面安定工に使用する場合のグラウンドアンカーとロックボルト工およびその構造的及び機能的な相違点について以下に説明する。尚、以降では、斜面安定の対象は人工的に形成された斜面及び周辺の自然斜面であり、切土法面・盛土法面・自然斜面であるものとする。
Slope stabilization methods include deterrents that suppress landslides, large-scale cut and fill slopes, and relatively small-scale slopes (slope height of about 10.0 m, slip depth of about 5 m to 8 m or less, and required deterrent of 500 kN / m or less. Degree). In general, the embankment slope is a slope when embankment is performed using soil suitable for embankment after removing unsuitable soil such as humic soil near the surface of the original slope 2 as shown in Fig. 15. The cut slope is a slope 3 newly formed by cutting the original slope 2. In this slope, the portion of the slope surface layer that is to be active (the portion that is to be slid) is defined as a moving layer, and the depth deeper than the moving layer is defined as a non-moving layer. That is, as shown in FIG. 16, the slope is composed of a moving layer 4 having a weak ground and a non-moving layer 5 having a strong ground, and the moving layer 4 can slide or collapse along a portion indicated by a dotted line due to an earthquake or other factors. High nature. For this reason, the above-described deterrence work or stabilization work is performed.
Deterrence work using deterrent piles and ground anchors is generally used to stabilize large-scale slopes, and deterrence works such as rock bolt works and free frame works are used to stabilize small-scale slopes. The ground anchor, the rock bolt work and the structural and functional differences when used for such slope stabilization work will be described below. In the following, slope stabilization targets are artificially formed slopes and surrounding natural slopes, which are cut slopes, embankment slopes, and natural slopes.

・グラウンドアンカー
グラウンドアンカー6は図17に示すように3箇所の構造部分、すなわちアンカー頭部6a、アンカー自由長部6b、 アンカー定着長部6cに大別できる。アンカー頭部6aはアンカー力を法面表層部に伝達する部分であり、アンカー自由長部6bは移動層を貫く部分でアンカー頭部にプレストレス力を与えるための伝達部分であり、アンカー定着長部6cは不動層に構築されたアンカー力を発揮する部分である。
グラウンドアンカー6は抑止機能として、定着長部6cにより不動層から得たアンカー力を自由長部6bを利用して法面表層に配置されたアンカー頭部6aに伝達し、該アンカー頭部6aを構成する受圧構造物(プレキャスト受圧板・法枠・擁壁等)を介して法面表層部より移動層4にプレストレスを与え、滑り面(移動層・不動層の境界部分)の粘着力や摩擦力を増大させ強制的に移動層を抑止するものである。
Ground Anchor The ground anchor 6 can be roughly divided into three structural parts, that is, an anchor head 6a, an anchor free length 6b, and an anchor anchoring length 6c as shown in FIG. The anchor head 6a is a portion that transmits the anchor force to the slope surface layer portion, and the anchor free length portion 6b is a portion that passes through the moving layer and is a transmission portion that applies a prestress force to the anchor head, The part 6c is a part that exerts an anchoring force constructed in the non-moving layer.
As a deterrent function, the ground anchor 6 transmits the anchor force obtained from the immovable layer by the fixing length 6c to the anchor head 6a disposed on the slope surface layer using the free length 6b, and the anchor head 6a is transmitted to the anchor head 6a. Prestress is applied to the moving layer 4 from the slope surface layer through the pressure receiving structure (precast pressure receiving plate, frame, retaining wall, etc.), and the adhesive force of the sliding surface (the boundary between the moving layer and the immobile layer) The frictional force is increased and the moving layer is forcibly suppressed.

・ロックボルト工
ロックボルトは、図18に示すように移動層から不動層を貫通する定着部7a及びロックボルト頭部7bから形成されている。抑止機能としては、グラウンドアンカーとは異なり、ロックボルト定着部7aの内、移動層部分は移動層の地盤改良効果を期待して、定着材による該移動層の拘束効果により安定させるもので、不動層に配置されたロックボルト定着長部は、滑り力に対するせん段効果及び不動層での摩擦力による引き抜き効果を利用した抑止工となる。また、ロックボルト頭部7bは法面表層の風化等による剥落防止程度の目的とした法枠または吹付コンクリート工等の固定を行うものである。よって、ロックボルトによる斜面安定は移動層を安定・拘束・一体化させ、この移動層を貫通した不動層に杭工の様な定着部を設けることにより斜面全体の安定をはかるものであり、ネーリング工法とも呼ばれる。
以上から、斜面安定に於いてグラウンドアンカーとロックボルトでは類似するような工法と思われがちであるが、その構造・機能は異質なものである。
-Rock bolt work As shown in FIG. 18, the lock bolt is formed of a fixing portion 7a and a lock bolt head portion 7b penetrating from the moving layer to the non-moving layer. As a deterrent function, unlike the ground anchor, the moving layer portion of the rock bolt fixing portion 7a is stabilized by the restraining effect of the moving layer by the fixing material in anticipation of the ground improvement effect of the moving layer. The lock bolt fixing length portion arranged in the layer serves as a deterrent using the step effect on the sliding force and the pulling out effect due to the frictional force in the non-moving layer. The lock bolt head 7b is used to fix a method frame or a shotcrete for the purpose of preventing peeling due to weathering of the slope surface. Therefore, slope stability by rock bolts stabilizes, constrains and integrates the moving layer, and by providing a fixed part like a pile in the immovable layer that penetrates this moving layer, the entire slope is stabilized. Also called construction method.
From the above, it seems that the ground anchor and the rock bolt are similar in slope stability, but the structure and function are different.

グラウンドアンカーは、図17で説明したように、不動層5にまで到達するようにある程度深く(一般的には全長が最低7m以上)打ち込んで移動層4の緩い地盤を締め付けなければならず、通常はケーシング管の中にアンカー材を入れて二重管堀りして後、そのケーシング管を抜きながら深い位置にまでグラウトを施さねばならず、さらに引張力を作用させることができるように頭部処理も施す必要があるため、構造、施工が大がかりなものとなる問題がある。
一方、ロックボルト工は図18に示すように地盤の不安定な部位に3〜5m程度のロックボルトを打設してこれを定着材で地山に全面(全長)定着し、地盤変形を抑止せんとするもので、構造、施工が簡単である。ところで、従来のロックボルト工は、比較的小型の削岩機(人力作業可能)等を用いてΦ40〜50mm程度の削孔径で削孔を行い、グラウト材を注入し鉄筋等にネジ加工を施したロックボルト材を挿入して、グラウト材により地山にロックボルト材を定着させるものである。
しかし、削孔は削岩機の回転力・打撃力・押付け力をΦ25mm程度のロッドにより先端ビットに伝達させ地山を砕きスライムをエアーにより排出して削孔を行うもので、地山の自立性(削孔孔壁の自立)が悪く削孔完了後に削孔が崩れてしまう様な地盤の場合は施工不可能となる問題がある。既存のロックボルト工法では、この様な場合、二種類の施工方法を主に採用して施工を行っている。
As explained in FIG. 17, the ground anchor has to be driven to a certain depth (generally, the total length is at least 7 m) to reach the immovable layer 5 and tighten the loose ground of the moving layer 4. After inserting the anchor material into the casing tube and digging up the double tube, it is necessary to grout to a deep position while pulling out the casing tube, so that the tensile force can be applied further Since it is also necessary to perform processing, there is a problem that the structure and construction become large.
On the other hand, as shown in Fig. 18, the rock bolter places a 3-5m lock bolt on an unstable part of the ground and fixes it to the ground (full length) with a fixing material to suppress ground deformation. The structure and construction are simple. By the way, the conventional rock bolting works with a relatively small rock drill (capable of manual work), etc., with a diameter of about 40 to 50 mm, injecting grout material, and threading the rebar etc. The rock bolt material is inserted, and the rock bolt material is fixed to the natural ground by the grout material.
However, a drilling hole is a drilling machine that transmits the rotational force, striking force, and pressing force of a rock drill to the tip bit with a rod of about Φ25 mm, crushes the ground, and discharges slime with air. There is a problem that it becomes impossible to construct in the case of ground where drilling is broken after completion of drilling due to poor performance (independence of the drilled hole wall). In such a case, the existing rock bolt construction method mainly employs two types of construction methods.

第1の施工方法は図19に示す自穿孔ロックボルトを使用する方法であり、自穿孔ロックボルト8で削孔完了後に削孔ロット及び先端ビット8aを残置して削孔で使用したエアー貫通用中空部分8bを利用して、グラウト材をロックボルト先端から噴射し、ロックボルト周囲をグラウトで充填する方法である。しかし、この方法では、崩壊性の高い地山に対して、ロックボルト先端から噴出したグラウト材がロックボルト周辺に確実に充填されている保障がなく、斜面が補強されている保証がない。   The first construction method is a method using the self-drilling lock bolt shown in FIG. 19, and after the completion of drilling with the self-drilling lock bolt 8, the drilling lot and the tip bit 8a are left and used for drilling. In this method, the hollow portion 8b is used to spray the grout material from the tip of the lock bolt and fill the periphery of the lock bolt with grout. However, in this method, there is no guarantee that the grout material ejected from the tip of the lock bolt is reliably filled around the lock bolt and that the slope is reinforced in a highly collapsible ground.

第2の施工方法はグラウンドアンカーと同様の削孔機によるケーシング削孔である。比較的大型の削孔機(全油圧型ロータリーパーカッションドリル等)を使用し、図20(A)に示すようにケーシング削孔を行い削孔完了後に、先端ビット9aを回収、ケーシング管9bを残置した状態で、図20(B)に示すようにケーシング管9b内にアンカー材(ロックボルト)9cを挿入し、ケーシング管9bを引き抜きながらアンカーグラウト材をロックボルト先端より吐き出し、ロックボルト周辺の地山を充填定着して造成を行う。なお、9dはグラウト材逆流防止用のパッカーである。この方法であれば、確実なロックボルトの造成が可能であるが、ケーシング削孔の削孔有効径としては、削孔機械能力・削孔径の関係より必要径より大きな径(Φ90mm〜Φ135mm程度)が採用されることとなり、通常補強材鉄筋径Φ19mm〜Φ25mmに比較すると不経済となってしまう。また、構造、施工が大がかりなものとなる問題がある。
そこで、小さな押込力で地盤に押込むことができ、任意の長さの長尺とすることができるように、外周にスパイラル状リブを設けた鋼管からなる回転圧入式のアースアンカーが提案されている(特許文献1)。
特開平2−266021号公報
The second construction method is casing drilling by a drilling machine similar to a ground anchor. Use a relatively large drilling machine (such as an all-hydraulic rotary percussion drill) to drill the casing as shown in FIG. 20A. After the drilling is completed, collect the tip bit 9a and leave the casing tube 9b remaining. 20B, the anchor material (lock bolt) 9c is inserted into the casing tube 9b as shown in FIG. 20B, and the anchor grout material is discharged from the tip of the lock bolt while pulling out the casing tube 9b. The mountain is filled and fixed. In addition, 9d is a packer for preventing grout material backflow. With this method, it is possible to create a reliable rock bolt, but the effective diameter of casing drilling is larger than the required diameter (about Φ90mm to Φ135mm) due to the relationship between drilling machine capability and hole diameter. Will be adopted, and it will be uneconomical compared to the reinforcing steel bar diameter Φ19mm to Φ25mm. In addition, there is a problem that the structure and construction become large.
Therefore, there has been proposed a rotary press-fit type earth anchor composed of a steel pipe having a spiral rib on the outer periphery so that it can be pushed into the ground with a small pushing force and can be made to have an arbitrary length. (Patent Document 1).
Japanese Patent Laid-Open No. 2-266021

しかし、このアンカー工法では、スパイラルリブによってアンカー外周の地盤の攪乱を最小限に留め、かつこれにモルタルを注入せんとするために、アンカー外周地盤にモルタルがはいっていきにくい。従って、アンカー外周のごく限られた部分、或いは偏った領域にしかモルタルが入らず、意図した通りの地盤変形抑止力が得られない可能性がある。
以上から本発明の目的は、在来の小規模斜面の地盤補強を経済的に、かつ確実に行えるようにすることである。
本発明の別の目的は、盛土部を繰り返し形成する際の地盤補強を確実に行えるようにすることである。
However, in this anchor construction method, since the disturbance of the ground around the anchor is minimized by the spiral rib and the mortar is poured into the ground, it is difficult to insert the mortar into the ground around the anchor. Therefore, the mortar enters only a very limited portion of the outer periphery of the anchor or a biased region, and there is a possibility that the intended ground deformation inhibiting force cannot be obtained.
From the above, an object of the present invention is to make it possible to economically and reliably perform ground reinforcement of a conventional small-scale slope.
Another object of the present invention is to reliably perform ground reinforcement when repeatedly forming the embankment.

本発明の第1は、回転させながら地盤に圧入される回転圧入杭の施工方法であり、回転圧入杭の鋼管抗本体の外周に全長にわたってグラウト材吐出孔を長さ方向に所定のピッチで複数個形成され、かつ、前記鋼管抗本体の外周に長さ方向に全長にわたって所定のピッチで複数の節突起を形成され、更に、該鋼管抗本体の先端に、該鋼管抗自体の先端を加工することにより先端羽根部が形成された回転圧入杭を、先端羽根部により鋼管抗本体周囲の地盤を所定の外径だけ均一にかき乱しながら斜面に対して回転圧入して該斜面の地盤に打設するステップ、該回転圧入杭の鋼管本体内にグラウト材を加圧注入するステップ、前記一旦掻き乱された地盤に、前記グラウト材吐出孔よりグラウト材を排出して地盤改良体を形成するステップを有している。The first of the present invention is a method of constructing a rotary press-fit pile that is press-fitted into the ground while rotating, and a plurality of grout material discharge holes are provided at a predetermined pitch in the length direction on the outer periphery of the steel pipe anti-main body of the rotary press-fit pile. A plurality of node protrusions are formed on the outer circumference of the steel pipe anti-main body at a predetermined pitch along the entire length, and the tip of the steel pipe anti-body is further processed at the tip of the steel pipe anti-main body. The rotary press-fitted pile with the tip blades formed in this way is rotationally press-fitted to the slope while the ground around the steel pipe anti-main body is uniformly disturbed by a predetermined outer diameter by the tip blades, and is placed on the ground of the slope. A step of pressurizing and injecting a grout material into the steel pipe body of the rotary press-fit pile, and a step of discharging the grout material to the ground once disturbed to form a ground improvement body by discharging the grout material from the grout material discharge hole. Have .
上記回転圧入杭の施工方法は、斜面を安定化するために、斜面を段階的に形成する毎に、該斜面の各段斜面より地盤に前記回転圧入杭を打設し、該回転圧入杭の鋼管本体内にグラウト材を加圧注入し、前記グラウト材吐出孔よりグラウト材を排出して地盤改良体を形成する。In order to stabilize the slope, the above-mentioned method for constructing the rotary press-in pile is to place the rotary press-in pile on the ground from each step slope of the slope every time the slope is formed. A grout material is pressurized and injected into the steel pipe body, and the grout material is discharged from the grout material discharge hole to form a ground improvement body.
本発明の第2は回転させながら地盤に回転圧入杭を圧入して地盤改良体を形成する斜面施工装置であり、鋼管抗本体を融資、該鋼管抗本体の外周に全長にわたってグラウト材吐出孔を長さ方向に所定のピッチで複数個形成され、かつ、前記鋼管抗本体の外周に長さ方向に全長にわたって所定のピッチで複数の節突起を形成され、更に、該鋼管抗本体の先端に、該鋼管抗自体の先端を加工することにより先端羽根部が形成された回転圧入杭、先端羽根部により鋼管抗本体周囲の地盤を所定の外径だけ均一にかき乱しながら斜面に対して該回転圧入杭を回転圧入して斜面の地盤に打設するボーリングマシン、打設された回転圧入杭の鋼管本体内にグラウト材を加圧注入し、前記グラウト材吐出孔よりグラウト材を前記一旦掻き乱された地盤に排出して地盤改良体を形成するグラウト注入装置を備えている。The second aspect of the present invention is a slope construction device for forming a ground improvement body by press-fitting a rotary press-fitting pile into the ground while rotating it, financing a steel pipe anti-main body, and providing a grout material discharge hole over the entire length of the steel pipe anti-main body. A plurality of node protrusions are formed at a predetermined pitch in the length direction, and a plurality of node protrusions are formed at a predetermined pitch over the entire length in the length direction on the outer periphery of the steel pipe anti-main body. A rotary press-fit pile with a tip blade formed by machining the tip of the steel pipe itself, and the rotary press-fit pile against the slope while uniformly disturbing the ground around the pipe main body by a tip blade with a predetermined outer diameter. A boring machine that rotatively press-fits into the ground of a slope, a grout material is injected under pressure into the steel pipe body of the laid-in rotary press-fit pile, and the grouting material is once disturbed from the grout material discharge hole. Discharged to the ground And a grout injection apparatus for forming a ground improvement body Te.

本発明によれば、先端に螺旋状の羽根を設けた鋼管抗本体の周壁にグラウト材吐出孔を該鋼管抗本体の長さ方向に複数個散在して有し、かつ、前記鋼管抗本体の長さ方向に複数の節突起を有する回転圧入杭を、斜面に対して、所定の角度をなす形で回転圧入して斜面の地盤に打設し、該回転圧入杭の鋼管本体内にグラウト材を加圧注入し、前記グラウト材吐出孔よりグラウト材を排出して地盤改良体を形成することにより、在来の小規模斜面の地盤補強を経済的に、かつ確実に行なうことができる。特に、本発明によれば、ロックボルトのボルト本体(鉄筋や中空ボルト)に対応する補強材として小口径鋼管(Φ60〜Φ80mm以下程度)を採用でき、小口径鋼管を自穿孔ボルトと同様に直接打設することにより、在来の小規模斜面の安定を経済的に行うことができる。
また、本発明によれば、斜面が段階的に形成される毎に、該斜面の各段斜面より地盤に前記回転圧入杭を打設し、該回転圧入杭の鋼管本体内にグラウト材を加圧注入し、前記グラウト材吐出孔よりグラウト材を排出して地盤改良体を形成するようにしたから、繰り返し形成される斜面の地盤補強を確実に行なうことができる。
According to the present invention, a plurality of grout material discharge holes are dispersed in the length direction of the steel pipe anti-main body on the peripheral wall of the steel pipe anti-main body provided with a spiral blade at the tip, and A rotary press-fitted pile having a plurality of node projections in the length direction is rotationally press-fitted at a predetermined angle with respect to the slope and placed on the ground of the slope, and the grout material is placed in the steel pipe body of the rotary press-fit pile. Can be economically and reliably performed for ground reinforcement of a conventional small slope by discharging the grout material through the grout material discharge hole and forming a ground improvement body. In particular, according to the present invention, a small-diameter steel pipe (Φ60 to Φ80 mm or less) can be employed as a reinforcing material corresponding to the bolt body (rebar or hollow bolt) of the lock bolt, and the small-diameter steel pipe can be directly By placing it, it is possible to economically stabilize a conventional small slope.
According to the present invention, each time a slope is formed stepwise, the rotary press-fit pile is placed on the ground from each step slope of the slope, and a grout material is added into the steel pipe body of the rotary press-fit pile. Since the ground improvement body is formed by injecting the pressure and discharging the grout material from the grout material discharge hole, the ground reinforcement of the repeatedly formed slope can be reliably performed.

(A)本発明の斜面施工方法に用いる回転圧入杭の構成
図1は本発明の斜面施工方法に用いる回転圧入杭の斜視図である。回転圧入杭10は、所定の長さ(3000〜6000mm)、小口径(Φ60〜Φ80mm程度)および厚さ(7.1mm程度)を有する中空の鋼管杭であり、図2(a)〜(d)に示すように、定着長部11と1以上の継足し用鋼管12と鋼管機械式ネジ継ぎ手(カップラー式ネジ継ぎ手)13に分離できるようになっている。定着長部11は所定の長さを備え、その先端には螺旋状の羽根部11aが形成され、定着長部11の外周には第1のピッチで円形の節突起11bが形成され、かつ、定着長部11の周壁には第2のピッチで逆止弁機構付きグラウト材吐出孔11cが形成され、定着長部11の他端部には継足し用鋼管12と接続するためのネジ構成の継ぎ手11d(図2(b)参照)が形成されている。
継足し用鋼管12は所定の長さを備え、その両端部には定着長部11あるいは別の継足し用鋼管と接続するためのネジ構成の継ぎ手12a,12a(図2(d)参照)が形成されている。また、継足し用鋼管12の外周には、定着長部11と同様に円形の節突起12bが形成され、かつ、周壁には第2のピッチで逆止弁機構付きグラウト材吐出孔12cが形成されている。カップラー式ネジ継ぎ手(継ぎ手部という)13は図2(c)に示すように、定着長部11と継足し用鋼管12間、あるいは継足し用鋼管12同士を接続するものである。
(A) Configuration of rotary press-fitting pile used in the slope construction method of the present invention FIG. 1 is a perspective view of a rotary press-fitting pile used in the slope construction method of the present invention. The rotary press-fit pile 10 is a hollow steel pipe pile having a predetermined length (3000 to 6000 mm), a small diameter (Φ60 to Φ80 mm), and a thickness (approximately 7.1 mm), as shown in FIGS. As shown, the fixing length 11, one or more additional steel pipes 12, and a steel pipe mechanical screw joint (coupler type screw joint) 13 can be separated. The fixing length portion 11 has a predetermined length, a spiral blade portion 11a is formed at the tip thereof, a circular node protrusion 11b is formed on the outer periphery of the fixing length portion 11 at a first pitch, and A grout material discharge hole 11c with a check valve mechanism is formed in the peripheral wall of the fixing length portion 11 at a second pitch, and the other end portion of the fixing length portion 11 has a screw structure for connecting to the extension steel pipe 12. A joint 11d (see FIG. 2B) is formed.
The extension steel pipe 12 has a predetermined length, and both ends thereof have joints 12a and 12a (see FIG. 2 (d)) having screw structures for connecting to the fixing length 11 or another extension steel pipe. Is formed. Further, a circular node protrusion 12b is formed on the outer periphery of the extension steel pipe 12 in the same manner as the fixing length portion 11, and a grout material discharge hole 12c with a check valve mechanism is formed on the peripheral wall at a second pitch. Has been. As shown in FIG. 2C, the coupler type screw joint (referred to as a joint portion) 13 connects the fixing length portion 11 and the extension steel pipe 12 or between the extension steel pipes 12.

図3(A)は先端羽根部11a(図1のA部分)の拡大図、図3(B)は図1のB矢視図である。先端羽根部11aは図3(A)に示すように鋼管杭の先端を外側に張り出すようにして塑性加工し、その張り出し部に切り込みを入れて螺旋状に曲げ加工を施して形成されている(特開2005-68987号公報参照)。先端羽根部11aの直径は図3(B)より鋼管本体11eの直径の2倍程度の大きさとなっている。
図4は節突起11b周辺(図1のC部分)における鋼管杭の長手方向の一部破断図である。節突起11bはビード溶接加工により形成されている。継足し用鋼管12の節突起12bも節突起11bと同一の構成を備えている。
3A is an enlarged view of the tip blade portion 11a (A portion in FIG. 1), and FIG. 3B is a view as viewed in the direction of arrow B in FIG. As shown in FIG. 3 (A), the tip blade portion 11a is formed by plastic working so that the tip of the steel pipe pile projects outward, and a cut is made in the projecting portion to be bent in a spiral shape. (See JP-A-2005-68987). The diameter of the tip blade portion 11a is about twice as large as the diameter of the steel pipe body 11e as shown in FIG.
FIG. 4 is a partially cutaway view in the longitudinal direction of the steel pipe pile around the node protrusion 11b (C portion in FIG. 1). The node protrusion 11b is formed by bead welding. The node protrusion 12b of the extension steel pipe 12 has the same configuration as the node protrusion 11b.

図5は逆止弁機構付きグラウト材吐出孔11c周辺(図1のD部分)における鋼管杭の長手方向の一部破断図である。逆止弁機構付きグラウト材吐出孔11cはバルブ加工により形成され、吐出孔11c‐1、逆止弁11c‐2で構成され、グラウトの加圧注入時に逆止弁11c‐2が開いてグラウトが吐き出されるようになっている。継足し用鋼管12の逆止弁機構付きグラウト材吐出孔12cも図5に示す構成を備えている。
鋼管杭本体(回転圧入杭)10は図示例では標準的に防錆処理されたものを用いる。防錆処理された鋼管自体はグラウト材との付着が小さいが、節突起11bによって地盤と杭の荷重伝達性能が大幅に向上する。なお、図示例においては、鋼管杭の先端を外側に張り出すように塑性加工して先端羽根部11aとしたが、螺旋状の羽根は、別途製造したものを鋼管杭に溶接一体化しても構わず、また、羽根を先端のみならず、鋼管杭の長さ方向複数箇所に設けて地盤の圧密効果を高めても構わない。
FIG. 5 is a partial cutaway view in the longitudinal direction of the steel pipe pile around the grout material discharge hole 11c with check valve mechanism (D portion in FIG. 1). The grout material discharge hole 11c with a check valve mechanism is formed by valve processing, and is composed of a discharge hole 11c-1 and a check valve 11c-2. When the grout is pressurized and injected, the check valve 11c-2 opens and the grout It is supposed to be exhaled. The grout material discharge hole 12c with a check valve mechanism of the extension steel pipe 12 also has the configuration shown in FIG.
As the steel pipe pile main body (rotary press-fitting pile) 10, a standard rust-proof one is used in the illustrated example. The steel pipe itself subjected to the rust prevention treatment has a small adhesion to the grout material, but the load transmission performance of the ground and the pile is greatly improved by the node protrusion 11b. In the illustrated example, the tip blade portion 11a is plastically processed so as to project the tip of the steel pipe pile outward. However, a spiral blade may be separately integrated with the steel pipe pile by welding. Furthermore, the blade may be provided not only at the tip but also at a plurality of locations in the length direction of the steel pipe pile to enhance the consolidation effect of the ground.

(B)施工状態
図6は回転圧入杭10を斜面の地盤に施工した状態を示す説明図であり、回転圧入杭10、その定着長部11及び継足し用鋼管12等の鋼管部分が斜面に対して所定の角度をなす形で地盤に打設されており、回転圧入杭10の全長に亘って均一なグラウト柱体31が形成されて定着長領域(地盤改良体)となっている。
回転圧入杭10を斜面の地盤に回転圧入後、グラウト材を加圧注入すると、羽根11aが緩ませた地盤にグラウト材が複数のグラウト材吐出孔11c、12cより排出し、均一なグラウト柱体31が形成され、これによって確実な支持力が得られる。すなわち、杭圧入によって、杭周囲の地盤を均一に攪拌した状態で、グラウトを行い、その均一なグラウトとの付着によって大きな荷重伝達性能を得ることが可能となる。この際、グラウトの不測部位への逸失等が起こらない。
また、回転圧入杭10を打設する際、杭の先端から鋼管内に土砂が入り込むが、グラウト材は杭先端からではなく鋼管杭本体の周壁に設けた逆止弁機構付きグラウト材吐出孔11c、12cから行なうので、鋼管先端部の閉塞に影響されずに注入することができる。すなわち、回転圧入杭10は、鋼管杭周辺地質全体をグラウトすることによって、周面摩擦力を増大させて引き抜き抵抗力をアップするもので、これによって斜面地盤の安定性に対し比較的短い杭でも引き抜き抵抗力をアップすることができる。つまり、施工性(杭の貫入性)は従来型の回転圧入杭と遜色ないまま、引き抜きや押し込みに対する大きな引き抜抵抗力を発揮できる。
(B) Construction state FIG. 6 is an explanatory view showing a state in which the rotary press-fit pile 10 is constructed on the ground of a slope, and the steel pipe portions such as the rotary press-fit pile 10, its fixing length 11 and the extension steel pipe 12 are on the slope. In contrast, the ground is formed at a predetermined angle with respect to the ground, and a uniform grout column 31 is formed over the entire length of the rotary press-fit pile 10 to form a fixing length region (ground improvement body).
When the grout material is pressurized and injected after the rotary press-fitting pile 10 is rotationally press-fitted into the ground of the slope, the grout material is discharged from the plurality of grout material discharge holes 11c, 12c into the ground loosened by the blades 11a, and a uniform grout column 31 is formed, so that a reliable supporting force can be obtained. That is, it is possible to grout with the pile press-fitting in a state where the ground around the pile is uniformly agitated, and to obtain a large load transmission performance by adhering to the uniform grout. At this time, loss of grout to unforeseen parts does not occur.
Further, when the rotary press-fit pile 10 is placed, earth and sand enter the steel pipe from the tip of the pile, but the grout material is not from the tip of the pile, but the grout material discharge hole 11c with a check valve mechanism provided in the peripheral wall of the steel pipe pile body. 12c, the injection can be performed without being affected by the blockage of the steel pipe tip. In other words, the rotary press-in pile 10 increases the pulling resistance by increasing the frictional force of the peripheral surface by grouting the entire geology around the steel pipe pile. Pull-out resistance can be increased. In other words, the workability (pile penetration) is not inferior to conventional rotary press-fit piles, and can exert a great resistance to pulling out and pushing.

(C)施工方法
図7は本発明の施工方法説明図であり、ロータリーヘッド部RHDを搭載したバックホー改造型ボーリングマシン(ロータリー式ボーリングマシン)101を用いて図1の回転圧入杭10を斜面に施工する施工方法の説明図であり、回転圧入杭10は図2で説明したように、定着長部11と継足し用鋼管12と継ぎ手部13を組み立てて構成される。
図7(A)に示すように、ロータリー式ボーリングマシン(回転式削孔機械)101のロータリーヘッド部RHDに定着長部11を把持させて斜面の地盤に所定ストロークづつ回転・貫入する。定着長部11の圧入が終了すれば、鋼管継ぎ足し足場102において、ロータリーヘッド部RHDから定着長部11の把持を解除する。ついで、図7(B)に示すように、継ぎ手部13を定着長部11に接続し、しかる後、ロータリー式ボーリングマシン101のロータリーヘッド部RHDに継足し用鋼管12を把持させ、該把持された継足し用鋼管12を継ぎ手部13により定着長部11に接続する。接続完了後、ロータリー式ボーリングマシン101により回転圧入杭10を所定ストロークづつ回転圧入する。そして、回転圧入杭10の圧入が終了すれば、図8(A)に示すように継足し用鋼管12の口元をバルブ103等で塞ぎ、図8(B)に示すようにグラウト用ミキサー105から供給されるグラウトをグラウト注入装置104より回転圧入杭10に加圧注入する。この加圧注入により、先端羽根11aが緩ませた斜面の地盤にグラウト材が定着長部11および継足し用鋼管12に形成した複数のグラウト材吐出孔より排出し、均一なグラウト柱体31が形成され、これによって確実な支持力が得られる。
(C) Construction Method FIG. 7 is an explanatory diagram of the construction method of the present invention, and the rotary press-fitting pile 10 of FIG. 1 is used as a slope using a backhoe modified boring machine (rotary boring machine) 101 equipped with a rotary head RHD. It is explanatory drawing of the construction method to construct, and the rotary press-fit pile 10 is comprised by assembling the fixing | fixed length part 11, the steel pipe 12 for extension, and the joint part 13 as demonstrated in FIG.
As shown in FIG. 7A, the rotary head portion RHD of the rotary boring machine (rotary drilling machine) 101 holds the fixing length portion 11 and rotates and penetrates into the ground of the slope by a predetermined stroke. When the press-fitting of the fixing length portion 11 is completed, the fixing of the fixing length portion 11 is released from the rotary head portion RHD in the steel pipe addition scaffold 102. Next, as shown in FIG. 7 (B), the joint portion 13 is connected to the fixing length portion 11, and then the additional steel pipe 12 is gripped by the rotary head portion RHD of the rotary boring machine 101, and the gripping steel pipe 12 is gripped. The connecting steel pipe 12 is connected to the fixing length portion 11 by the joint portion 13. After the connection is completed, the rotary press pile 10 is rotary press-fitted by a predetermined stroke by the rotary boring machine 101. When the press-fitting of the rotary press-fitting pile 10 is completed, the mouth of the additional steel pipe 12 is closed with a valve 103 or the like as shown in FIG. 8 (A), and the grout mixer 105 is used as shown in FIG. 8 (B). The supplied grout is pressurized and injected from the grout injection device 104 into the rotary press-fit pile 10. By this pressure injection, the grout material is discharged from the plurality of grout material discharge holes formed in the fixing length portion 11 and the extension steel pipe 12 on the ground surface of the slope where the tip blade 11a is loosened, and the uniform grout column 31 is formed. Formed, which provides a reliable support.

図7(A)では回転圧入杭10を所定ストロークづつ回転・貫入した例を説明したが、図9に示すように、回転・貫入と引き抜き動作による上下繰り返し削孔を行って地盤をかき乱せば、グラウトの加圧注入時にグラウト材が緩んだ斜面の地盤に排出してより均一なグラウト柱体31を形成することができる。
また、グラウト材の加圧注入は図10に示すように回転圧入杭の鋼管本体内に注入用ホース107を挿入し、グラウト用ポンプ106より該ホース介して鋼管本体内にグラウト材を注入し、前記グラウト材吐出孔よりグラウト材を排出してグラウト柱体31を形成することができる。
また、グラウト材の加圧注入は図11に示すようにパッカー201を設置して行うことができる。すなわち、回転圧入杭10の鋼管本体内にパッカー201を設けると共に、該パッカーを貫通して注入管202を設け、更に、パッカーを膨らませる膨張媒体送入管203を設ける。適所にでパッカー201を配置し、膨張媒体送入管203より水、エアーなどを該パッカー201に送入して膨らませ、かかる状態でグラウト注入管202よりグラウト材を鋼管本体内に注入し、グラウト材吐出孔よりグラウト材を排出してグラウト柱体31を形成する。
Although FIG. 7A illustrates an example in which the rotary press-in pile 10 is rotated and penetrated by a predetermined stroke, as shown in FIG. 9, the ground is disturbed by repeatedly drilling up and down by rotating and penetrating and pulling out operations. For example, when the grout is injected under pressure, the grout material can be discharged to the ground having a slanted surface to form a more uniform grout column 31.
In addition, the pressure injection of the grout material is performed by inserting the injection hose 107 into the steel pipe body of the rotary press-fit pile as shown in FIG. 10 and injecting the grout material into the steel pipe body from the grout pump 106 via the hose. The grout column 31 can be formed by discharging the grout from the grout discharge hole.
Further, the pressure injection of the grout material can be performed by installing a packer 201 as shown in FIG. That is, the packer 201 is provided in the steel pipe body of the rotary press-fit pile 10, the injection pipe 202 is provided through the packer, and the expansion medium feeding pipe 203 for inflating the packer is further provided. The packer 201 is arranged at an appropriate position, and water, air, etc. are sent into the packer 201 through the expansion medium feeding pipe 203 and inflated. In this state, grout material is injected into the steel pipe body from the grout injection pipe 202, The grout material is discharged from the material discharge hole to form the grout column 31.

(D)斜面部の施工方法
図12〜図14は斜面を段階的に形成する毎に、各段斜面より地盤に回転圧入杭を打設する例として、盛土の各段斜面を形成する毎に斜面より地盤に回転圧入杭を打設する実施例の説明図である。図12(A)ではすでに斜面51に回転圧入杭10が打設され、グラウト材の加圧注入によりグラウト柱体31が形成されている。以後、この斜面の上に盛土部52,53,54が順次形成される。今回の盛土部52が形成されると、図12(B)に示すようにロータリー式ボーリングマシン110のロータリーヘッド部111に定着長部11を把持させて盛土部52の斜面より地盤に所定ストロークづつ回転・貫入する。定着長部11の圧入が終了すれば、ロータリーヘッド部111から定着長部11の把持を解除する。ついで、図13に示すように、継ぎ手部13を定着長部11に接続し、しかる後、ロータリー式ボーリングマシン110のロータリーヘッド部111に継足し用鋼管12を把持させ、該把持された継足し用鋼管12を継ぎ手部13により定着長部11に接続する。接続完了後、ロータリー式ボーリングマシン110により回転圧入杭10を所定ストロークづつ回転圧入する。そして、回転圧入杭10の圧入が終了すれば、図14に示すように継足し用鋼管12の口元をバルブ103で塞ぐか、或いは鋼管内部の位置にパッカーをセットして、グラウト用ミキサー105から供給されるグラウトをグラウト注入装置104より回転圧入杭10に加圧注入する。この加圧注入により、予め螺旋状の先端羽根11aが攪拌して緩ませた斜面の鋼管周辺の地盤にグラウト材が定着長部11および継足し用鋼管12に形成した複数のグラウト材吐出孔より排出し、均一なグラウト柱体31が斜面に対して所定の角度をなす形で形成され、これによって確実な支持力が得られる。以後、盛土部53,54が形成される毎に各盛土部の斜面より地盤に回転圧入杭を打設し、しかる後、グラウトを回転圧入杭に加圧注入して均一なグラウト柱体31を形成する。
なお、切土斜面を段階的に形成する際には上記した盛土と同様に、但し、斜面全体の上から下に段階的に、鋼管打設及びグラウト柱体の形成と切土斜面の形成を繰り返す。
(D) Construction Method of Slope Part FIGS. 12 to 14 show an example of placing a rotary press pile on the ground from each step slope every time the slope is formed step by step, each time each step slope of the embankment is formed. It is explanatory drawing of the Example which drives a rotary press-fit pile to a ground from a slope. In FIG. 12A, the rotary press-fit pile 10 has already been driven on the slope 51, and the grout column 31 has been formed by pressure injection of the grout material. Thereafter, embankments 52, 53, and 54 are sequentially formed on the slope. When the current embankment portion 52 is formed, as shown in FIG. 12 (B), the fixing head 11 is gripped by the rotary head portion 111 of the rotary boring machine 110, and a predetermined stroke is applied from the slope of the embankment portion 52 to the ground. Rotate and penetrate. When the press-fitting of the fixing length portion 11 is completed, the gripping of the fixing length portion 11 from the rotary head portion 111 is released. Next, as shown in FIG. 13, the joint portion 13 is connected to the fixing length portion 11, and thereafter, the additional steel pipe 12 is gripped by the rotary head portion 111 of the rotary boring machine 110, and the gripped extension is performed. The steel pipe 12 is connected to the fixing length portion 11 by the joint portion 13. After the connection is completed, the rotary press pile 10 is rotary press-fitted by a predetermined stroke by the rotary boring machine 110. When the press-fitting of the rotary press-fitting pile 10 is completed, the mouth of the additional steel pipe 12 is closed with a valve 103 as shown in FIG. 14, or a packer is set at a position inside the steel pipe, and the grout mixer 105 is used. The supplied grout is pressurized and injected from the grout injection device 104 into the rotary press-fit pile 10. By this pressure injection, the grout material is fixed to the ground around the steel pipe on the slope where the spiral tip blade 11a is agitated and loosened in advance, from the fixing length 11 and the plurality of grout material discharge holes formed in the extension steel pipe 12. As a result, the uniform grout column 31 is formed at a predetermined angle with respect to the inclined surface, whereby a reliable supporting force is obtained. Thereafter, each time the embankments 53 and 54 are formed, a rotary press pile is placed on the ground from the slope of each embankment, and then the grout is pressurized and injected into the rotary press pile to form a uniform grout column 31. Form.
In addition, when the cut slope is formed in stages, it is the same as the above-mentioned embankment, except that the steel pipe is cast and the grout pillars are formed and the cut slope is formed in stages from the top to the bottom of the slope. repeat.

本発明によれば、以下の効果が得られる。
・回転圧入によって地盤に押し込み方向の力を作用させることができる。
・先端羽根が鋼管材周囲の地盤を所定の外径だけ均一に掻き乱しながら圧入され、その一旦掻き乱された地盤に定着材をグラウトする形となるため、確実且つ均一なグラウトができる。これは、ロックボルトのように単に材を定着させるだけでなく、鋼管材の周囲の地山に改良体を形成するこが可能であり、しかも、羽根で乱した部分に逆止バルブ加工吐出孔から加圧グラウト材を噴出でするためである。通常のロックボルト工ではボアホールに定着材を充填して地山にロックボルトを定着させるだけなので鉄筋材の軸力でしか山の動きを支えられない。
・内外にグラウトされた鋼管は曲げ及びせん断応力に強く、曲げ及びせん断を考慮した設計に対応できる。
・先端羽根がアンカーとなるため先端支持力をとることができ、さらに、鋼管材は引張方向の力も負担し、小規模斜面の地盤補強を経済的に、かつ確実に行なうことができる。
以上により、本発明によれば、在来の小規模斜面の地盤補強を経済的に、かつ確実に行なうことができる。
また、本発明によれば、斜面を段階的に形成する毎に、該斜面の各段斜面より地盤に前記回転圧入杭を打設し、該回転圧入杭の鋼管本体内にグラウト材を加圧注入し、前記グラウト材吐出孔よりグラウト材を排出して地盤改良体(グラウト柱体)を形成するようにしたから、繰り返し形成される盛土部の地盤補強を確実に行なうことができる。
また、本発明によれば、鋼管内部の所定深さ位置にパッカーをセットして、段階的にグラウト注入したり、それより奥側だけ限定注入することができる。
According to the present invention, the following effects can be obtained.
・ Pressing force can be applied to the ground by rotary press-fitting.
-The tip blade is pressed into the ground around the steel pipe material evenly with a predetermined outer diameter, and the fixing material is grouted to the ground once disturbed, so that a reliable and uniform grout can be made. This is not only to fix the material like a rock bolt, but it is also possible to form an improved body on the ground around the steel pipe material, and in addition to the check valve processing discharge hole in the part disturbed by the blade This is because the pressurized grout material is ejected from. In normal rock bolt construction, the fixing of the bore hole and the fixing of the lock bolt to the natural ground is only possible, so the movement of the mountain can only be supported by the axial force of the reinforcing bars.
-The steel pipe grouted inside and outside is strong against bending and shear stress, and can be designed for bending and shearing.
・ Because the tip blade is an anchor, the tip support force can be obtained, and the steel pipe material bears a force in the tensile direction, and the ground reinforcement of a small-scale slope can be economically and reliably performed.
As described above, according to the present invention, it is possible to economically and reliably perform ground reinforcement of a conventional small-scale slope.
Further, according to the present invention, each time the slope is formed stepwise, the rotary press pile is placed on the ground from each step slope of the slope, and the grout material is pressed into the steel pipe body of the rotary press pile. Injecting and discharging the grouting material from the grouting material discharge hole to form the ground improvement body (grouting column), the ground reinforcement of the repeatedly formed embankment portion can be reliably performed.
Moreover, according to this invention, a packer can be set in the predetermined depth position inside a steel pipe, and grout injection can be carried out in steps, or limited injection can be carried out only in the back side.

本発明の斜面施工方法に用いる回転圧入杭の正面図である。It is a front view of the rotation press fit pile used for the slope construction method of the present invention. 回転圧入杭の分解図である。It is an exploded view of a rotary press-fit pile. 先端羽根部である。It is a tip blade part. 節突起周辺における鋼管杭の長手方向の一部破断図である。It is a partially broken figure of the longitudinal direction of the steel pipe pile in the node projection periphery. 逆止弁機構付きグラウト材吐出孔周辺における鋼管杭の長手方向の一部破断図である。It is a partially broken figure of the longitudinal direction of the steel pipe pile in the periphery of the grout material discharge hole with a check valve mechanism. 回転圧入杭を斜面の地盤に施工した状態を示す説明図である。It is explanatory drawing which shows the state which constructed the rotary press-fit pile on the ground of a slope. 本発明の施工方法説明図である。It is construction method explanatory drawing of this invention. グラウトの加圧注入説明図である。It is pressure injection explanatory drawing of a grout. 回転圧入杭の回転・貫入の別の説明図である。It is another explanatory drawing of rotation and penetration of a rotation press pile. グラウトを注入用ホースを用いて鋼管本体内に加圧注入する説明図である。It is explanatory drawing which pressurizes and injects a grout in a steel pipe main body using an injection hose. パッカーを用いたグラウトの加圧注入説明図である。It is pressure injection explanatory drawing of the grout using a packer. 盛土部が形成される毎に、該盛土部の斜面より地盤に回転圧入杭を打設する実施例の第1の説明図である。It is the 1st explanatory view of an example which drives a rotary press-fit pile to the ground from the slope of this embankment part every time a embankment part is formed. 盛土部が形成される毎に、該盛土部の斜面より地盤に回転圧入杭を打設する実施例の第2の説明図である。It is the 2nd explanatory view of an example which lays a rotation press pile in the ground from the slope of this embankment part every time a embankment part is formed. 盛土部にグラウトを加圧注入する説明図である。It is explanatory drawing which inject | pours grout into a banking part under pressure. 盛土法面、切土法面の説明図である。It is explanatory drawing of a banking slope and a cutting slope. 斜面における地盤の弱い移動層と地盤が強固な不動層の説明図である。It is explanatory drawing of the immovable layer with a weak ground moving ground and the ground strong in a slope. グラウンドアンカーによる抑止工説明図である。It is explanatory drawing of the suppression work by a ground anchor. ロックボルト工説明図である。It is rock bolt construction explanatory drawing. ロックボルト工法の第1の施工方法の説明図である。It is explanatory drawing of the 1st construction method of a rock bolt construction method. ロックボルト工法の第2の施工方法の説明図である。It is explanatory drawing of the 2nd construction method of a rock bolt construction method.

符号の説明Explanation of symbols

10 回転圧入杭
11 定着長部
11a 先端羽根部
11b、12b 円形の節突起
11c、12c 逆止弁機構付きグラウト材吐出孔
11d,12a 継ぎ手
12 継足し用鋼管
13 継ぎ手部
DESCRIPTION OF SYMBOLS 10 Rotation press-fit pile 11 Fixing long part 11a Tip blade | wing part 11b, 12b Circular node protrusion 11c, 12c Grout material discharge hole 11d, 12a with a non-return valve mechanism Joint 12 Steel pipe 13 for addition 13 Joint part

Claims (3)

回転させながら地盤に圧入される回転圧入杭の斜面施工方法において、
回転圧入杭の鋼管抗本体の外周にグラウト材吐出孔を長さ方向に全長にわたって所定のピッチで複数個形成され、かつ、前記鋼管抗本体の外周に長さ方向に全長にわたって所定のピッチで複数の円形の節突起を形成され、更に、該鋼管抗本体の先端に、該鋼管抗自体の先端を加工することにより先端羽根部が形成された回転圧入杭を、前記先端羽根部により鋼管抗本体周囲の地盤を所定の外径だけ均一に掻き乱しながら斜面に対して回転圧入して該斜面の地盤に打設し、
該回転圧入杭の鋼管本体内にグラウト材を加圧注入し、
前記一旦掻き乱された地盤に、前記グラウト材吐出孔よりグラウト材を排出して地盤改良体を形成する、
ことを特徴とする回転圧入杭の斜面施工方法。
In the slope construction method of rotary press-fit piles that are press-fitted into the ground while rotating,
A plurality of grout material discharge holes are formed at a predetermined pitch over the entire length in the length direction on the outer periphery of the steel pipe anti-main body of the rotary press-fit pile , and a plurality of pitch holes are formed at a predetermined pitch over the entire length in the length direction on the outer periphery of the steel pipe anti-main body. A circular press-fitting pile having a tip blade portion formed by processing the tip of the steel pipe anti-body at the tip of the steel pipe anti-body, and the steel pipe anti-body by the tip blade portion. While the surrounding ground is uniformly disturbed by a predetermined outer diameter, it is rotationally pressed into the slope and placed on the ground of the slope .
Injecting grout material into the steel pipe body of the rotary press-fit pile,
The ground improvement body is formed by discharging the grout material from the grout material discharge hole to the ground once disturbed .
A slope construction method for rotary press-fit piles.
斜面を段階的に形成する毎に、該斜面の各段斜面より地盤に前記回転圧入杭を打設し、
該回転圧入杭の鋼管本体内にグラウト材を加圧注入し、
前記グラウト材吐出孔よりグラウト材を排出して地盤改良体を形成する、
ことを特徴とする請求項1記載の回転圧入杭の斜面施工方法。
Each time the slope is formed step by step, the rotary press-fit pile is driven into the ground from each step slope of the slope,
Injecting grout material into the steel pipe body of the rotary press-fit pile,
Discharging the grout material from the grout material discharge hole to form a ground improvement body,
The slope construction method for rotary press-fit piles according to claim 1.
回転させながら地盤に回転圧入杭を圧入して地盤改良体を形成する斜面施工装置において、
鋼管抗本体を有し、該鋼管抗本体の外周にグラウト材吐出孔を長さ方向に全長にわたって所定のピッチで複数個形成され、かつ、前記鋼管抗本体の外周に長さ方向に全長にわたって所定のピッチで複数の円形の節突起を形成され、更に、該鋼管抗本体の先端に、該鋼管抗自体の先端を加工することにより先端羽根部が形成された回転圧入杭、
前記先端羽根部により鋼管抗本体周囲の地盤を所定の外径だけ均一に掻き乱しながら、斜面に対して前記回転圧入杭を回転圧入して斜面の地盤に打設するボーリングマシン、
打設された回転圧入杭の鋼管本体内にグラウト材を加圧注入し、前記グラウト材吐出孔よりグラウト材を前記一旦掻き乱された地盤に排出して地盤改良体を形成するグラウト注入装置、
を備えたことを特徴とする斜面施工装置。
In slope construction equipment that forms a ground improvement body by pressing a rotary press-fit pile into the ground while rotating,
Has a steel anti-body, are formed in plural at a predetermined pitch over the entire length of the grout discharge hole in the longitudinal direction on the outer periphery of the steel pipe anti body, and, given over the entire length in the longitudinal direction on the outer circumference of the steel pipe anti body A plurality of circular node protrusions formed at a pitch of , and further, a rotary press-fitting pile in which a tip blade portion is formed by processing the tip of the steel pipe anti-body at the tip of the steel pipe anti-body ,
A boring machine that places the rotary press-fitting pile against the slope and places it on the ground of the slope while uniformly disturbing the ground around the steel pipe anti-main body by the tip blade portion with a predetermined outer diameter .
A grout injection device for pressurizing and injecting a grout material into a steel pipe body of a rotary press-fit pile placed, and discharging the grout material from the grout material discharge hole to the ground once disturbed , thereby forming a ground improvement body,
A slope construction device characterized by comprising:
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