JP2020169455A - Construction method of soil cement continuous wall - Google Patents
Construction method of soil cement continuous wall Download PDFInfo
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- JP2020169455A JP2020169455A JP2019070462A JP2019070462A JP2020169455A JP 2020169455 A JP2020169455 A JP 2020169455A JP 2019070462 A JP2019070462 A JP 2019070462A JP 2019070462 A JP2019070462 A JP 2019070462A JP 2020169455 A JP2020169455 A JP 2020169455A
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- 239000002689 soil Substances 0.000 title claims abstract description 48
- 239000004568 cement Substances 0.000 title claims abstract description 45
- 238000010276 construction Methods 0.000 title abstract description 14
- 238000009412 basement excavation Methods 0.000 claims abstract description 71
- 238000005553 drilling Methods 0.000 claims description 20
- 238000000034 method Methods 0.000 claims description 15
- 239000011435 rock Substances 0.000 claims description 4
- 230000007704 transition Effects 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 2
- 239000008267 milk Substances 0.000 description 8
- 210000004080 milk Anatomy 0.000 description 8
- 235000013336 milk Nutrition 0.000 description 8
- 239000011230 binding agent Substances 0.000 description 4
- 239000004570 mortar (masonry) Substances 0.000 description 4
- 239000010802 sludge Substances 0.000 description 4
- 239000007787 solid Substances 0.000 description 4
- 239000007788 liquid Substances 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000003756 stirring Methods 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 229910000278 bentonite Inorganic materials 0.000 description 2
- 239000000440 bentonite Substances 0.000 description 2
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 2
- 239000011162 core material Substances 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 238000004898 kneading Methods 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 239000003638 chemical reducing agent Substances 0.000 description 1
- 210000000078 claw Anatomy 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 230000001771 impaired effect Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
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- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
Description
本発明は、ソイルセメント連続壁の施工法に関するものである。 The present invention relates to a method for constructing a continuous wall of soil cement.
柱列杭形式の地中連続壁を施工する方法として、従来、多軸オーガ掘削機を使用するものが知られており、多軸オーガ掘削機は、図７に示すように、油圧モータおよび減速機からなる駆動機構４は複数本の駆動軸を突出して、この駆動軸にオーガ軸５をそれぞれ複数本（図示の例では３本）並列させた状態で下方に向けて連結したもので、該オーガ軸５は先端にオーガヘッド５ａを設け、途中にスクリュー羽根５ｂや攪拌翼５ｃを設けた。 Conventionally, a method using a multi-axis auger excavator has been known as a method for constructing a column-row pile type underground continuous wall, and the multi-axis auger excavator has a hydraulic motor and a reduction gear as shown in FIG. The drive mechanism 4 composed of a machine is formed by projecting a plurality of drive shafts and connecting a plurality of auger shafts 5 (three in the illustrated example) in parallel to the drive shafts downward. The auger shaft 5 is provided with an auger head 5a at the tip, and a screw blade 5b and a stirring blade 5c are provided in the middle.
このオーガ軸５は、図示は省略するが、中空軸で内部にセメントミルク等の固結合材を流通させ、これをオーガヘッド５ａの吐出口より注出するように構成してある。 Although not shown, the auger shaft 5 is configured such that a solid binder such as cement milk is circulated inside the auger shaft 5 and is discharged from the discharge port of the auger head 5a.
前記駆動機構４はオーガ軸５を連結した状態で、クローラ等のベースマシン１に起立するリーダーマスト２のトップシーブ３からワイヤー１０で吊支されるとともに、背面に設けた湾曲ブラケット６がリーダーマスト２に沿設したリーダー７に係合される。図中８はリーダーマスト２の下端に設けた首かせ状の振れ止めで、オーガ軸５が上下に貫通する。 The drive mechanism 4 is suspended by a wire 10 from the top sheave 3 of the leader mast 2 standing on a base machine 1 such as a crawler with the auger shaft 5 connected, and the curved bracket 6 provided on the back surface is the leader mast. Engage with the leader 7 alongside 2. In the figure, reference numeral 8 denotes a neck shackle-shaped steady rest provided at the lower end of the leader mast 2, through which the auger shaft 5 penetrates vertically.
かかる多軸オーガ掘削機を使用して掘削孔を掘削するには、駆動機構４によりオーガ軸５を回転駆動してオーガヘッド５ａで錐揉み状に掘削するが、かかる掘削時にオーガヘッド５ａよりセメントミルク等の固結合材を吐出させて、土中において原位置土と混合して１エレメントのソイルモルタル１１による壁体を造成する。 In order to excavate an excavation hole using such a multi-axis auger excavator, the auger shaft 5 is rotationally driven by the drive mechanism 4 and excavated in a conical shape with the auger head 5a. A solid binder such as milk is discharged and mixed with in-situ soil in the soil to create a wall body made of one-element soil mortar 11.
そして、柱列杭形式の地中連続壁を施工するには、従来、図８に示すように前記のようにして多軸オーガ掘削機で横長のソイルモルタル１１による１エレメントを形成するが、第１のエレメント９ａと第２のエレメント９ｂとの間を間隔を存して施工し、その後、これら第１のエレメント９ａと第２のエレメント９ｂとの間を同じ多軸オーガ掘削機で掘削して第３のエレメント９ｃを施工する。 Then, in order to construct a columnar pile type underground continuous wall, conventionally, as shown in FIG. 8, one element is formed by a horizontally long soil mortar 11 with a multi-axis auger excavator as described above. Construction is performed with a gap between the first element 9a and the second element 9b, and then the same multi-axis auger excavator is used to excavate between the first element 9a and the second element 9b. The third element 9c is installed.
この第３のエレメント９ｃの施工は、多軸オーガ掘削機の両端のオーガ軸５を、先行する第１のエレメント９ａと第２のエレメント９ｂのそれぞれの孔壁端部にラップ（重合）させ、この両端のオーガ軸５オーガイドとして第１のエレメント９ａと第２のエレメント９ｂの間に掘削する。 In the construction of the third element 9c, the auger shafts 5 at both ends of the multi-axis auger excavator are wrapped (polymerized) with the respective hole wall ends of the preceding first element 9a and the second element 9b, and both ends thereof. Excavates between the first element 9a and the second element 9b as the auger shaft 5 auger guide.
このように第３のエレメント９ｃを第１のエレメント９ａと第２のエレメント９ｂとの間に施工するのは、多軸オーガ掘削機の場合、第１のエレメント９ａ、第２のエレメント９ｂ、第３のエレメント９ｃと順次並べて施工するには、その軸心を一直線に揃えるのが困難であり、曲がりを生じやすいためである。曲がりを生じると地中連続壁の連続性がなくなり、止水機能も損なわれる。 In the case of a multi-axis auger excavator, the third element 9c is installed between the first element 9a and the second element 9b in this way, the first element 9a, the second element 9b, and the second element 9b. This is because it is difficult to align the axes of the elements 9c in order with the elements 9c of No. 3 in a straight line, and bending is likely to occur. When bending occurs, the continuity of the underground continuous wall is lost, and the water blocking function is also impaired.
そこで下記特許文献のように、二軸同軸式単軸ケーシングオーガ機で原地盤を削孔し、その先端よりセメントミルクを吐出して削孔混練を行いソイルセメントの柱状体である先行杭を間隔を存して先行掘削で造り、この先行掘削による柱状体相互に重なるように間にソイルセメントの柱状体である後行杭を後行掘削で造り、ソイルセメントの柱状壁体とするソイルセメント連続壁の施工法において、後行掘削での後行杭の造成は、先行掘削での先行杭のソイルセメントの柱状体の硬化を待って、この先行掘削でのソイルセメントの柱状体オーガイドとして掘削で造ることを出願人は提案した。
先に使用するオーガ機を図４、図５に示すと、二軸同軸式単軸ケーシングオーガ機で、アースオーガ１５はクローラ等のベースマシン１に起立するリーダーマスト２のトップシーブ３からワイヤーで吊支される。図中４はアースオーガ１５の駆動機構で、オーガ軸であるスクリュー１９とその外側に套嵌するケーシング１６を同時にかつ反対方向に回転させる二軸同軸式のものである。 The auger machine used first is shown in FIGS. 4 and 5. It is a biaxial coaxial single-axis casing auger machine, and the earth auger 15 is a wire from the top sheave 3 of the leader mast 2 standing on the base machine 1 such as a crawler. Suspended. In the figure, 4 is a drive mechanism of the earth auger 15, which is a biaxial coaxial type that simultaneously rotates the screw 19 which is the auger shaft and the casing 16 which is fitted on the outside thereof in opposite directions.
図中１７は振止装置であり、ケーシング１６は先端にケーシングヘッド１８を有し、スクリュー１９は先端にスクリューヘッド２０を有する。 In the figure, 17 is a vibration damping device, the casing 16 has a casing head 18 at the tip, and the screw 19 has a screw head 20 at the tip.
ケーシングヘッド１８はその先端周囲に掘削刃（図示せず）を有するものであることが望ましい。 It is desirable that the casing head 18 has an excavation blade (not shown) around its tip.
二軸同軸式単軸ケーシングオーガ機で原地盤を削孔し、スクリュー１９の先端よりセメントミルクを吐出して削孔混練を行いソイルセメントの柱状体を間隔を存して先行掘削で先行杭１２を造る。 The original ground is drilled with a biaxial coaxial single-axis casing auger, cement milk is discharged from the tip of the screw 19 to perform drilling kneading, and the columnar bodies of soil cement are drilled in advance with a gap. To build.
この先行掘削による先行杭１２の柱状体の端部に端部が重なるように先行杭１２の柱状体同士の間にソイルセメントの柱状体である後行杭１３を後行掘削で造り、ソイルセメントの柱状壁体とする。 A trailing pile 13 which is a columnar body of soil cement is formed between the columnar bodies of the leading pile 12 so that the end overlaps with the end of the columnar body of the leading pile 12 by the preceding excavation, and the soil cement is formed. The columnar wall body of.
かかる後行掘削でのソイルセメントの柱状体である後行杭の造成は、先行掘削でのソイルセメントの柱状体の先行杭１２の硬化を待って、この先行掘削でのソイルセメントの柱状体オーガイドとして掘削で造る。 In the construction of the trailing pile, which is the columnar body of soil cement in the trailing excavation, the columnar body of soil cement in the preceding drilling waits for the leading pile 12 of the columnar body of soil cement to harden in the preceding drilling. Build by excavation as a guide.
今までは、造壁径と同等の掘削径で先導削孔を行っていたので、φ1100mmでソイルセメント柱列壁を造成する場合、その重量で杭打ち機の安定度が確保出来ない事から」ストロークでは、最大でも１８ｍ程度しか出来なかった。（図６参照） Until now, leading drilling was performed with an excavation diameter equivalent to the wall diameter, so when constructing a soil cement colonnade wall with a diameter of 1100 mm, the stability of the pile driver cannot be ensured due to its weight. " The maximum stroke was about 18m. (See Fig. 6)
前記のように多軸機にてソイルセメント柱列壁を大口径・大深度で造成する際、硬質地盤や岩盤を掘削する為に、先行削孔を行うが、通常 先行削孔は単軸スクリューで行う為、ジョイント部のガタつきやロッド部の剛性が、玉石や岩盤の傾きに当たった時に受ける「横に逃げようとする力」を受けた時、その力に負ける為掘削深度が４０ｍを越える様な事案では、鉛直精度が低下し、ラップが外れる恐れがある。 When constructing a soil cement column wall with a large diameter and a large depth with a multi-axis machine as described above, advance drilling is performed to excavate hard ground or rock, but usually advance drilling is a single-screw screw. When the rattling of the joint part and the rigidity of the rod part receive the "force to escape sideways" received when hitting the inclination of the boulder or rock, the excavation depth is 40 m because it loses the force. In cases where it exceeds, the vertical accuracy will decrease and the lap may come off.
その精度低下を克服する為、単軸スクリューよりはるかに剛性が高く、ロックピン方式のブレ無い継ぎ手を採用した、同径程度のケーシング＋スクリュー（前記二軸同軸式単軸ケーシングオーガ機）にて、精度が低下しやすい上部の第一節や、玉石層・岩盤への層代わり以深まで掘り進み、地盤を精度良く緩め、それ以深を再び従来の単軸スクリューで掘り進み、先行削孔としていた。 In order to overcome the decrease in accuracy, a casing + screw (the biaxial coaxial single-axis casing auger machine) of the same diameter, which has much higher rigidity than the single-axis screw and uses a lock pin type shake-free joint, is used. , The first section of the upper part where the accuracy tends to decrease and the deeper than the layer substitute for the boulder layer / bedrock were dug, the ground was loosened with high accuracy, and the deeper part was dug again with the conventional single shaft screw to make the advance drilling. ..
しかし、この方法では、大口径のケーシング・スクリューが非常に重たい事から、杭打ち機の安定度が低下してしまい、継ぎ作業無しで行える１ストロークの掘削深度が、最大でも１５〜１８ｍ前後となり、それ以深を掘削する場合は、当然継ぎ作業が発生し、さらに先導削孔範囲は、同径で二度堀するので、崩壊防止の為に注入する掘削液や、その為に発生する発生汚泥が増大し、手間・材料・汚泥処分費が増大する。 However, with this method, the large-diameter casing screw is very heavy, which reduces the stability of the pile driver, and the excavation depth of one stroke that can be performed without joint work is about 15 to 18 m at the maximum. When excavating deeper than that, naturally joint work will occur, and since the leading drilling area will be excavated twice with the same diameter, the excavation liquid to be injected to prevent collapse and the sludge generated due to that will occur. Will increase, and labor, materials, and sludge disposal costs will increase.
芯ズレが起きやすい、玉石層や傾いた岩盤層が１８ｍ以浅に有り対応・処理出来る場合は良いが、それより深い場合は、継ぎ作業が発生し、継ぎ作業は止めボルトの多さや重量から、継ぎ１回当たり往復で、４０分前後の時間を要し、歩掛を大きく低下させる作業となっており、その区間は先行削孔と合わせて２度掘りとなる事から、使用材料や発生汚泥も増大する結果となっていた。 It is good if the boulder layer and the inclined rock layer that are prone to misalignment are shallower than 18 m and can be handled and processed, but if it is deeper than that, splicing work will occur, and the splicing work will be done due to the large number and weight of the fixing bolts. It takes about 40 minutes to make a round trip for each joint, and it is a work that greatly reduces the step, and since that section is dug twice together with the preceding drilling, the materials used and the sludge generated Was also increasing.
本発明の目的は前記従来例の不都合を解消し、ソイルセメントの柱状体を間隔を存して先行掘削で造り、この先行掘削による柱状体相互に重なるように間にソイルセメントの柱状体を後行掘削で造ってソイルセメントの柱状壁体とするソイルセメント連続壁の施工法において、より深い掘削長に対応することができるソイルセメント連続壁の施工法を提供することにある。 An object of the present invention is to solve the inconvenience of the above-mentioned conventional example, to make columnar bodies of soil cement by pre-excavation at intervals, and to post the columnar bodies of soil cement in between so that the columnar bodies by this prior excavation overlap each other. It is an object of the present invention to provide a method for constructing a continuous wall of soil cement capable of corresponding to a deeper excavation length in a method of constructing a continuous wall of soil cement which is made by row excavation to form a columnar wall body of soil cement.
本発明は前記目的を達成するため、先導掘削として、単軸スクリューよりはるかに剛性高い、口径（φ600〜680mm）のケーシング＋スクリューを使用した二軸同軸式アースオーガにて、掘削精度が低下しやすい礫・玉石層や岩盤層の変わり目以深まで掘り進み、先行掘削として先導掘削の後に二段掘削ヘッドを装着した、大口径（850〜1100mm）のスクリューを使用して先導削孔で精度良く緩められた穴を広げて行き、後行掘削として多軸オーガ掘削機で先行掘削による柱状体相互に重なるように間にソイルセメントの柱状壁体である後行杭を造ることを要旨とするものである。 In order to achieve the above object, the excavation accuracy is lowered by a biaxial coaxial earth auger using a casing + screw having a diameter (φ600 to 680 mm), which is much more rigid than the single shaft screw, as the leading excavation. Digging deeper than the transition of the easy gravel / ball stone layer and bedrock layer, and using a large-diameter (850 to 1100 mm) screw equipped with a two-stage excavation head after the leading excavation as the preceding excavation, loosen it accurately with the leading drilling hole. The gist is to expand the drilled holes and build a trailing pile, which is a columnar wall of soil cement, between the pillars of the soil cement so that the pillars of the preceding drilling are overlapped with each other by the multi-axis auger excavator as the trailing excavation. is there.
請求項１記載の本発明によれば、先導削孔の削孔径を小さくする事により、機材の重量が軽減され、杭打ち機の安定度が向上する事から、１ストローク当たりの掘削長が、最大２６ｍ程度と約３０％以上向上し、より深い掘削長に対応する。 According to the first aspect of the present invention, by reducing the drilling diameter of the leading drilling hole, the weight of the equipment is reduced and the stability of the pile driver is improved. Therefore, the excavation length per stroke is increased. The maximum is about 26m, which is improved by about 30% or more, and corresponds to a deeper excavation length.
１ストロークが長くなるので、継ぎ回数も減る可能性が有り、小さくなるので、継ぎ手間も軽減され、断面積が減るので掘削対象土も少なくなり、注入材・発生汚泥も低減出来る。 Since one stroke is long, the number of joints may be reduced, and since it is small, the joint labor is also reduced, the cross-sectional area is reduced, the amount of soil to be excavated is reduced, and the injection material and sludge generated can be reduced.
以上述べたように本発明のソイルセメント連続壁の施工法は、ソイルセメントの柱状体を間隔を存して先行掘削で造り、この先行掘削による柱状体相互に重なるように間にソイルセメントの柱状体を後行掘削で造ってソイルセメントの柱状壁体とするソイルセメント連続壁の施工法において、より深い掘削長に対応することができるものである。 As described above, in the construction method of the continuous wall of soil cement of the present invention, the columnar bodies of soil cement are formed by prior excavation with intervals, and the columnar bodies of soil cement are overlapped with each other by the prior excavation. It is possible to cope with a deeper excavation length in the construction method of the continuous wall of soil cement in which the body is constructed by subsequent excavation to form a columnar wall body of soil cement.
以下、図面について本発明の実施の形態を詳細に説明する。図１は本発明のソイルセメント連続壁の施工法の１実施形態を示す先導掘削工程の正面図、図２は同上先行掘削工程の正面図、図３は同上後行掘削工程の正面図である。 Hereinafter, embodiments of the present invention will be described in detail with respect to the drawings. FIG. 1 is a front view of a leading excavation process showing one embodiment of a construction method for a continuous wall of soil cement of the present invention, FIG. 2 is a front view of the preceding excavation process, and FIG. 3 is a front view of the following excavation process. ..
本発明は従来の「先行掘削」→「後行掘削」という工程手順を、「先行掘削」をさらに「先導掘削」と「先行掘削」とに分けた。 In the present invention, the conventional process procedure of "preceding excavation" → "following excavation" is further divided into "preceding excavation" and "preceding excavation".
図１に示すように、先導掘削２２として、単軸スクリューよりはるかに剛性高い、口径（φ600〜680mm）のケーシング＋スクリューを使用した二軸同軸式アースオーガ２１にて、掘削精度が低下しやすい礫・玉石層や岩盤層の変わり目以深まで掘り進む。 As shown in FIG. 1, as the leading excavation 22, the excavation accuracy is likely to decrease in the biaxial coaxial earth auger 21 using a casing + screw having a diameter (φ600 to 680 mm), which is much more rigid than the single shaft screw. Dig deeper than the transition of the gravel / boulder layer and the bedrock layer.
この場合、二軸同軸式アースオーガ２１のスクリュー先端から崩壊防止液（薄いセメントミルクまたはベントナイト）を吐出して、孔壁の崩壊防止を行う。 In this case, a collapse prevention liquid (thin cement milk or bentonite) is discharged from the screw tip of the biaxial coaxial earth auger 21 to prevent the hole wall from collapsing.
次いで、図２に示すように、先行掘削２３として先導掘削２２の後に二段掘削ヘッド２４を装着した、大口径（850〜1100mm）のスクリュー２５を使用して先導削孔２２で精度良く緩められた穴を広げて行く。 Then, as shown in FIG. 2, a large-diameter (850 to 1100 mm) screw 25 having a two-stage excavation head 24 mounted after the leading excavation 22 as the leading excavation 23 is used to be accurately loosened in the leading drilling hole 22. I will widen the hole.
二段掘削ヘッド２４は大径オーガヘッド２４ｂと、小径オーガヘッド２４ａとからなり、大径オーガヘッド２４ｂの先端に、小径オーガヘッド２４ａを連結したものである。 The two-stage excavation head 24 is composed of a large-diameter auger head 24b and a small-diameter auger head 24a, and the small-diameter auger head 24a is connected to the tip of the large-diameter auger head 24b.
小径オーガヘッド２４ａはオーガスクリューの先端に着脱する、慣用の、オーガヘッドを準備すれば良く、ロッドの外周に羽根を螺旋状に付設し、羽根先端に削孔爪を備えたものである。 The small-diameter auger head 24a may be prepared by preparing a conventional auger head that can be attached to and detached from the tip of the auger screw. The blades are spirally attached to the outer periphery of the rod, and the blade tip is provided with a drilling claw.
大径オーガヘッド２４ｂは、慣用の、オーガヘッド製作に用いる羽根をロッドの外周に巻付けて溶接で固定して得る。 The large-diameter auger head 24b is obtained by winding a conventional blade used for manufacturing an auger head around the outer circumference of a rod and fixing it by welding.
図３に示すように、後行掘削として多軸オーガ掘削機２６で先行掘削相互に重なるように間にソイルセメントの柱状壁体２７である後行杭を造る。 As shown in FIG. 3, as the trailing excavation, the multi-axis auger excavator 26 constructs a trailing pile, which is a columnar wall body 27 of soil cement, so as to overlap each other in the preceding excavation.
この場合も前記「先導掘削」と同じく二段掘削ヘッド２４の先端から崩壊防止液（薄いセメントミルクまたはベントナイト）を吐出して、孔壁の崩壊防止を行う。 In this case as well, the collapse prevention liquid (thin cement milk or bentonite) is discharged from the tip of the two-stage excavation head 24 to prevent the hole wall from collapsing, as in the “leading excavation”.
多軸オーガ掘削機２６は図７に示すものと同じであり、油圧モータおよび減速機からなる駆動機構４は複数本の駆動軸を突出して、この駆動軸にオーガ軸５をそれぞれ複数本（図示の例では３本）並列させた状態で下方に向けて連結したもので、該オーガ軸５は先端にオーガヘッド５ａを設け、途中にスクリュー羽根５ｂや攪拌翼５ｃを設けた。（図７参照） The multi-axis auger excavator 26 is the same as that shown in FIG. 7, and the drive mechanism 4 including the hydraulic motor and the speed reducer projects a plurality of drive shafts, and a plurality of auger shafts 5 are respectively provided on the drive shafts (not shown). In the example of (3), the auger shaft 5 is connected downward in a parallel state, and the auger shaft 5 is provided with an auger head 5a at the tip, and a screw blade 5b and a stirring blade 5c are provided in the middle. (See Fig. 7)
このオーガ軸５は、図示は省略するが、中空軸で内部にセメントミルク等の固結合材を流通させ、これをオーガヘッド５ａの吐出口より注出するように構成してある。 Although not shown, the auger shaft 5 is configured such that a solid binder such as cement milk is circulated inside the auger shaft 5 and is discharged from the discharge port of the auger head 5a.
前記駆動機構４はオーガ軸５を連結した状態で、クローラ等のベースマシン１に起立するリーダーマスト２のトップシーブ３からワイヤー１０で吊支されるとともに、背面に設けた湾曲ブラケット６がリーダーマスト２に沿設したリーダー７に係合される。図中８はリーダーマスト２の下端に設けた首かせ状の振れ止めで、オーガ軸５が上下に貫通する。 The drive mechanism 4 is suspended by a wire 10 from the top sheave 3 of the leader mast 2 standing on a base machine 1 such as a crawler with the auger shaft 5 connected, and the curved bracket 6 provided on the back surface is the leader mast. Engage with the leader 7 alongside 2. In the figure, reference numeral 8 denotes a neck shackle-shaped steady rest provided at the lower end of the leader mast 2, through which the auger shaft 5 penetrates vertically.
かかる多軸オーガ掘削機を使用して掘削孔を掘削するには、駆動機構４によりオーガ軸５を回転駆動してオーガヘッド５ａで錐揉み状に掘削するが、かかる掘削時にオーガヘッド５ａよりセメントミルク等の固結合材を吐出させて、土中において原位置土と混合して１エレメントのソイルモルタルによる壁体２７を造成する。 In order to excavate an excavation hole using such a multi-axis auger excavator, the auger shaft 5 is rotationally driven by the drive mechanism 4 and excavated in a conical shape with the auger head 5a. A solid binder such as milk is discharged and mixed with the in-situ soil in the soil to form a wall body 27 made of one-element soil mortar.
図中１４はＨ形鋼による芯材である。 In the figure, 14 is a core material made of H-shaped steel.
１…ベースマシン ２…リーダーマスト
３…トップシーブ ４…駆動機構
５…オーガ軸 ５ａ…オーガヘッド
５ｂ…スクリュー羽根 ５ｃ…攪拌翼
６…湾曲ブラケット ７…リーダー
８…振れ止め ９ａ…第１のエレメント
９ｂ…第２のエレメント ９ｃ…第３のエレメント
１０…ワイヤー １１…ソイルモルタル
１２…先行杭 １３…後行杭
１４…芯材 １５…アースオーガ
１６…ケーシング １７…振止装置
１８…ケーシングヘッド １９…スクリュー
２０…スクリューヘッド ２１…二軸同軸式アースオーガ
２２…先導掘削 ２３…先行掘削
２４…二段掘削ヘッド ２４ａ…小径オーガヘッド
２４ｂ…大径オーガヘッド ２５…スクリュー
２６…多軸オーガ掘削機 ２７…ソイルセメントの柱状壁体
1 ... Base machine 2 ... Leader mast 3 ... Top sheave 4 ... Drive mechanism 5 ... Auger shaft 5a ... Auger head 5b ... Screw blade 5c ... Stirring blade 6 ... Curved bracket 7 ... Leader 8 ... Anti-sway 9a ... First element 9b ... 2nd element 9c ... 3rd element 10 ... Wire 11 ... Soil mortar 12 ... Leading pile 13 ... Trailing pile 14 ... Core material 15 ... Earth auger 16 ... Casing 17 ... Anti-vibration device 18 ... Casing head 19 ... Screw 20 ... Screw head 21 ... Biaxial coaxial earth auger 22 ... Leading excavation 23 ... Preceding excavation 24 ... Two-stage excavation head 24a ... Small diameter auger head 24b ... Large diameter auger head 25 ... Screw 26 ... Multi-axis auger excavator 27 ... Soil Columnar wall of cement
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| JPS60119816A (en) * | 1983-12-02 | 1985-06-27 | Tone Koji Kk | Formation of continuous pile |
| JPH07238538A (en) * | 1994-02-28 | 1995-09-12 | R S Japan Reader:Kk | Continuous underground wall construction method |
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