JPS62215716A - Burying of pile - Google Patents
Burying of pileInfo
- Publication number
- JPS62215716A JPS62215716A JP5512986A JP5512986A JPS62215716A JP S62215716 A JPS62215716 A JP S62215716A JP 5512986 A JP5512986 A JP 5512986A JP 5512986 A JP5512986 A JP 5512986A JP S62215716 A JPS62215716 A JP S62215716A
- Authority
- JP
- Japan
- Prior art keywords
- drilling
- pile
- pressure
- fluid
- injection
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 239000012530 fluid Substances 0.000 claims abstract description 41
- 238000000034 method Methods 0.000 claims abstract description 20
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 13
- 238000005553 drilling Methods 0.000 claims description 64
- 238000002347 injection Methods 0.000 claims description 55
- 239000007924 injection Substances 0.000 claims description 55
- 238000009412 basement excavation Methods 0.000 claims description 31
- 239000003795 chemical substances by application Substances 0.000 claims description 11
- 239000002689 soil Substances 0.000 abstract description 13
- 239000007788 liquid Substances 0.000 abstract description 3
- 239000004568 cement Substances 0.000 description 14
- 238000010276 construction Methods 0.000 description 14
- 239000008267 milk Substances 0.000 description 10
- 210000004080 milk Anatomy 0.000 description 10
- 235000013336 milk Nutrition 0.000 description 10
- 238000003756 stirring Methods 0.000 description 6
- 239000010410 layer Substances 0.000 description 5
- 239000004677 Nylon Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000005243 fluidization Methods 0.000 description 3
- 239000003292 glue Substances 0.000 description 3
- 229920001778 nylon Polymers 0.000 description 3
- 239000002344 surface layer Substances 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 239000004744 fabric Substances 0.000 description 2
- 229920000728 polyester Polymers 0.000 description 2
- 238000011084 recovery Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 244000089486 Phragmites australis subsp australis Species 0.000 description 1
- 235000014676 Phragmites communis Nutrition 0.000 description 1
- 229920002978 Vinylon Polymers 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 229920006332 epoxy adhesive Polymers 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 239000011888 foil Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 239000004615 ingredient Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000005304 joining Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 229920000609 methyl cellulose Polymers 0.000 description 1
- 239000001923 methylcellulose Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000007712 rapid solidification Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- RMAQACBXLXPBSY-UHFFFAOYSA-N silicic acid Chemical compound O[Si](O)(O)O RMAQACBXLXPBSY-UHFFFAOYSA-N 0.000 description 1
- 239000010802 sludge Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 239000004094 surface-active agent Substances 0.000 description 1
- 239000002351 wastewater Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明は、既製杭の施工を小規模な設備により、低公害
で、能率よく行なう方法を提供するものである。DETAILED DESCRIPTION OF THE INVENTION (Industrial Application Field) The present invention provides a method for constructing ready-made piles efficiently with low pollution and using small-scale equipment.
（従来の技術及び問題点）
従来、既製杭の低公害施工法には、セメントミルク工法
に代表されるプレゼーリング工法がある。(Prior Art and Problems) Conventionally, as a low-pollution construction method for prefabricated piles, there is a presale construction method typified by the cement milk construction method.
このプレｙｌ？ ＋ ＋７ングエ法では、沈設する杭の
外径上り大きな径の孔を機械的に掘削する必要があるた
め、掘削抵抗が大きく大型の施工機械を要し、他の付属
設備を含めるとかなシ大がかシな設備となっていた。This playyl? ＋ ＋7 In the Ngué method, it is necessary to mechanically excavate a hole with a large diameter above the outside diameter of the pile to be sunk, so the excavation resistance is large, and large construction machines are required. It had very basic equipment.
これに対し、小型の施工機械で施工可能な方法として、
高圧ジェットを用いた掘削法がある。しかし、高圧ジェ
ットを噴射するだけでは、一定時間内の噴射量が限られ
ているため、掘削液と掘削土との置換性が悪く、特に硬
い地盤では掘削時間を多く要することがあった。On the other hand, as a method that can be constructed using small construction machines,
There is an excavation method that uses high-pressure jets. However, simply injecting a high-pressure jet has a limited amount of injection within a certain period of time, which makes it difficult to replace the excavated soil with the excavating fluid, resulting in a long excavation time, especially in hard ground.
また、プレゼーリング工法の場合、オーガースクリュー
などで、地盤を乱しながら掘孔するので孔中にセメント
ミルクなどの固結性液を注入置換する際、スライムの沈
降により充分な先端支持力が得難い。従って、先端拡大
根固め工法の様に、杭先端部を拡大掘削するか、高圧ジ
ェットによシ杭先端部にセメントミルクによる球根を造
成し、杭の支持力を増大させる方法がとられている。し
かし、これらは支持力という点でみれば、打込まれた杭
に比べ一般に低いものであった。これは球根造成時に、
やはシ、周辺地盤をゆるめる結果でアシ、またゆるめら
れた地盤中にセメントミルクやセメントモルタルを注入
攪拌するため造成された球根状物も地下水で薄められた
シ、土壌と混合されるために固結強度が低く、ばらつき
も大きくゆるめられた先端部地盤を改良して、補強修復
する効果があるにすぎなかった。In addition, in the case of the pre-sailing method, a hole is dug while disturbing the ground using an auger screw or the like, so when a hardening liquid such as cement milk is injected into the hole to replace it, it is difficult to obtain sufficient support at the tip due to sedimentation of slime. Therefore, methods are used to increase the support capacity of the pile by enlarging the tip of the pile by excavating it, or using a high-pressure jet to create a bulb with cement milk at the tip of the pile, such as the tip expansion method. . However, in terms of bearing capacity, these were generally lower than driven piles. This is done when creating bulbs.
However, as a result of loosening the surrounding ground, reeds are formed, and the bulb-shaped objects created to inject and stir cement milk and cement mortar into the loosened ground are also diluted with groundwater and mixed with the soil. The only effect was to improve and repair the tip of the ground, which had low consolidation strength and large variations in loosening.
さらに、高圧ジェットによる杭先端部にセメントミルク
による球根を造成する場合、高圧噴射によれば、セメン
トミルクが急硬化し、球根造成後、杭を所定深度まで沈
設することが困難と゛なる場合があった。Furthermore, when creating a bulb with cement milk at the tip of a pile using a high-pressure jet, the cement milk hardens rapidly, making it difficult to sink the pile to a specified depth after creating the bulb. .
本発明は、上述した様な従来技術における欠点の解消を
図ったもので、小型の施工機械で能率よく掘削でき、先
端支持力が大きく取れる既製杭の施工法を提供すること
を目的とする。The present invention aims to eliminate the drawbacks of the prior art as described above, and aims to provide a method for constructing ready-made piles that can be efficiently excavated with a small construction machine and that can provide a large tip supporting capacity.
（問題点を解決するだめの手段）
本発明は、先端に掘削ビットを有した掘削ロッドを回転
させ、掘削ビットより掘削液を１００ ｋｇ７の２以上
の高圧で噴射すると同時に、掘削ロッド内に設置された
高圧噴射用とは別系統の低圧用注入管を用いて、２０に
９１０ｎ”以下の低圧で噴射することによシ、掘削地盤
の含水比を１５０％以上にし、地中に流動性をもった泥
状の孔を形成し、所定深度に達したならば、所定深度付
近を杭径の２倍以上の区間長、高圧噴射によシ拡犬掘削
したのち、掘削液を固結性流動化剤に切り換え、該低圧
用注入管のみを用いて、２０＃／ＩＭ２以下の低圧で噴
射しながら該掘削ロッｒを回収し、ついでこの孔中に、
先端部に筒状袋体を有する既製杭を所定深度まで圧入等
によシ埋設したのち、該筒状袋体と連結された連結管に
よシ、固結性流動物を該筒状袋体内に注入し、筒状袋体
を地中で膨張固化させる杭の埋設方法である。(Another means to solve the problem) The present invention rotates a drilling rod with a drilling bit at the tip, and injects drilling fluid from the drilling bit at a high pressure of 100 kg or more, and at the same time installs it inside the drilling rod. By using a low-pressure injection pipe that is separate from the high-pressure injection system used to inject at a low pressure of 20 to 910 N'' or less, the water content of the excavated ground is increased to over 150% and fluidity is created in the ground. After forming a muddy hole and reaching a predetermined depth, the area around the predetermined depth is expanded by high-pressure injection for a length of at least twice the pile diameter, and then the drilling fluid is poured into a solidifying fluid. Using only the low-pressure injection pipe, recover the drilling rod while injecting at a low pressure of 20 #/IM2 or less, and then insert it into the hole.
After a ready-made pile with a cylindrical bag at its tip is buried by press-fitting to a predetermined depth, solidified fluid is inserted into the cylindrical bag through a connecting pipe connected to the cylindrical bag. This is a method of burying piles in which the cylindrical bag is expanded and solidified underground.
本発明で用いる掘削ビットは、水平に、もしくは水平と
下方との両方に噴射できる噴射孔を有している。The drilling bit used in the present invention has an injection hole that allows injection horizontally or both horizontally and downwardly.
噴射孔は、高圧噴射用と低圧噴射用に分かれており、下
方向の噴射孔は、主に低圧噴射用に用いる。これらの噴
射孔よシ、掘削液を噴射する際、地盤の含水比が１５０
％を越える様に掘削液の噴射量を調整する。The injection holes are divided into high-pressure injection and low-pressure injection, and the lower injection hole is mainly used for low-pressure injection. When injecting drilling fluid through these injection holes, the water content ratio of the ground is 150.
Adjust the injection amount of drilling fluid so that it exceeds %.
ここで含水比を１５０％以上とするのは、種々の実験の
結果、掘削土の置換性がスムーズに行なわれ、掘進スぎ
−ドが早くでき、かつ、既製杭をほぼ自重のみによって
沈設できるからである。As a result of various experiments, the water content ratio is set to 150% or more because the excavated soil can be replaced smoothly, the excavation ladder can be formed quickly, and the prefabricated pile can be sunk almost solely by its own weight. It is from.
掘削ビットの径は掘削液の循環をスムーズにするもので
、掘削ロッｒより多少大きな外径を有することで十分で
ある。The diameter of the drilling bit is to ensure smooth circulation of the drilling fluid, and it is sufficient to have an outer diameter slightly larger than the drilling rod.
２！！： Ｅ １斤自十 口＝−すＶＩ＋ Ｆ
：Ｔ１４４ｖ＃ｋｅｓ、−４−Ｊ’１斤〃←棒１ｆｆ？
ｋＦｌなるが、ゆるい砂質土層ややわらかい粘性土層で
は、１００〜２００ｋｆ／ｃｍ２、よく締った砂質土層
や硬い粘性土層では、２００ｋｇ／ｃｒｎ”以上、好ま
しくは２５０Ｈ／ｃｍ”前後の噴射圧が好ましい。2! ! : E 1 catty 10 mouths=-su VI+ F
:T144v#kes, -4-J'1 catty ← 1ff bar?
kFl is 100 to 200 kf/cm2 in loose sandy soil layers or soft clayey soil layers, and 200kg/crn" or more, preferably around 250H/cm" in well-compacted sandy soil layers or hard clayey soil layers. An injection pressure of .
また、低圧噴射圧力は、高圧噴射圧による掘削土の置換
性をよくするために必要でおり、最大２０＃／１２あれ
ば充分である。Further, a low injection pressure is necessary to improve the displacement of excavated soil by a high injection pressure, and a maximum of 20#/12 is sufficient.
掘削液の圧力を上記に設定して噴射すれば、容易に杭が
沈設可能な領域を短時間で流動化することが出来る。ま
た、噴射流による掘削性の悪い固結粘性土層や、孔壁安
定性の悪い砂礫地盤を掘孔する場合には、掘孔速度を低
くおさえなければならないが、この様々地盤を効率よぐ
流動化し安定させるには、補助的に攪拌羽根を設置すれ
ば、地盤の攪拌効果が改善され、掘孔能率を落すことな
く施工することが可能である。By setting the pressure of the drilling fluid as above and injecting it, it is possible to fluidize an area where a pile can be easily deposited in a short time. In addition, when drilling a hole in a compacted clay layer that has poor excavability due to jet flow, or in sandy and gravelly ground that has poor hole wall stability, the drilling speed must be kept low, but it is necessary to keep the drilling speed low. In order to fluidize and stabilize the ground, if an auxiliary stirring blade is installed, the effect of stirring the ground will be improved and construction can be carried out without reducing the drilling efficiency.
ここで用いる攪拌羽根は、掘削ビット上方に接続された
掘削ロツｒの側面に設置され、その設置すべき位置は、
掘削ビット上方約５０ｃｙｎが好ましい。さらに、攪拌
羽根の大きさは、沈設しようとする杭の外径か、これよ
り多少大きい程度が望ましい。The stirring blade used here is installed on the side of the drilling rod connected above the drilling bit, and the position where it should be installed is as follows.
Approximately 50 cyns above the drilling bit is preferred. Furthermore, it is desirable that the size of the stirring blade is at least the outer diameter of the pile to be sunk or slightly larger than this.
本発明で用いる掘削液は、特に限定することはなく、水
、循環泥水またはベントナイト泥水等の地盤安定液があ
げられる。流動化を促進するために、必要に応じて、粘
性土には界面活性剤を砂質土には、該砂質土の粒度分布
によってシリカゾルなどのシキントロピー付与剤、メチ
ルセルローズなどの水溶性糊料を適宜配合するとよい。The drilling fluid used in the present invention is not particularly limited, and examples include ground stabilizing fluids such as water, circulating mud, and bentonite mud. In order to promote fluidization, if necessary, a surfactant may be used for clayey soil, a silica sol or other water-soluble glue may be used for sandy soil, depending on the particle size distribution of the sandy soil, or a water-soluble glue such as methylcellulose. It is recommended to mix the ingredients as appropriate.
本発明で用いる固結性流動化剤は、セメントミルクなど
のセメント硬化体である。The solidifying fluidizing agent used in the present invention is a hardened cement material such as cement milk.
固結性流動化剤の噴射は、噴射圧による分離、急結及び
掘削孔中の泥状上との置換性をよくし、杭の沈設を容易
ならしめるために、２０ＡｉＦ／１Ｍ”以下の圧力で行
なう。また、この時、施工能率を落とさないために、噴
射量はできるだけ多く、たとえば、２００℃／分程度噴
射できればよい。従って、固結性流動化剤の噴射は、掘
削液を低圧で噴射する低圧用注入管を用いて行なう。The injection of the solidifying fluidizer is carried out at a pressure of 20AiF/1M" or less in order to improve the separation, rapid solidification, and displacement with the mud in the borehole by the injection pressure, and to facilitate the sinking of the pile. At this time, in order not to reduce construction efficiency, the injection amount should be as large as possible, for example, about 200°C/min.Therefore, when injecting the solidifying fluidizing agent, the drilling fluid should be sprayed at low pressure. This is done using a low-pressure injection pipe.
本発明で用いる既製杭には、先端部に筒状袋体を取りつ
けである。−例としてあげると、核となる既製杭の先端
部外周に筒状袋体をかぶせて、この筒状袋体の両端部を
杭周面に・々ンド、接着剤もしくはこれらの組合せによ
り取り付けたものである。 。The ready-made pile used in the present invention has a cylindrical bag attached to its tip. - For example, a cylindrical bag is placed over the outer periphery of the tip of a ready-made pile, which serves as the core, and both ends of this cylindrical bag are attached to the circumferential surface of the pile using glue, adhesive, or a combination of these. It is something. .
ここで、筒状袋体を有する既製杭が、筒状袋体内に固結
性流動物を注入後、一体化して挙動するためには、鉛直
方向に杭径の２倍以上の区間長、筒状袋体を膨張拡大さ
せる必要がある。Here, in order for a ready-made pile with a cylindrical bag to behave as one after injecting a solidified fluid into the cylindrical bag, it is necessary to It is necessary to expand and expand the bladder.
従って、筒状袋体が膨張拡大するためには、鉛直方向に
、杭径の２倍以上の区間、拡大掘削する必要がある。Therefore, in order for the cylindrical bag to expand and expand, it is necessary to expand and excavate an area that is twice or more the diameter of the pile in the vertical direction.
この筒状袋体が取シつけられた脱製杭体には、杭沈設後
、固結性流動物を注入する注入口を設置しておき、この
注入口に連結管を継ぎ、Ｉンプ等によって固結性流動物
を注入する。The unmanufactured pile body to which this cylindrical bag is attached is equipped with an injection port for injecting solidified fluid after the pile is set, and a connecting pipe is connected to this injection port, such as an I-impump, etc. Inject the solidified fluid by.
この時、固結性流動物を袋体に注入するのに用いる連結
管は、杭を回転して沈設する場合、杭、中空部に設置す
るのがよい。しかし、杭を回転して沈設しない場合、た
とえば、自重、圧入等で沈設できる場合は、杭の外側に
設置することも可能である。At this time, the connecting pipe used to inject the solidified fluid into the bag is preferably installed in the hollow part of the pile when the pile is rotated and set down. However, if the pile is not sunk by rotating it, for example, if it can be sunk by its own weight, press-fitting, etc., it is also possible to install it outside the pile.
本発明で用いる筒状袋体は、ナイロン、ポリエステル、
ビニロンなどの繊維を基布として使用するが、高分子系
フィルムシートあるいはザム製の筒シート、金属箔によ
ってもよい。The cylindrical bag used in the present invention is made of nylon, polyester,
Fibers such as vinylon are used as the base fabric, but polymeric film sheets, cylindrical sheets made by Zam, or metal foils may also be used.
杭の沈設は、自重・圧入・回転・高周波ノ々イブレーシ
ョンもしくはこれらの組合せによシ行なう。Piles will be set using their own weight, press-fitting, rotation, high-frequency vibration, or a combination of these.
杭沈設後、筒状袋体内に注入する固結性流動物としては
、セメント系ミルクやモルタル等が挙げられる。Examples of the solidifying fluid to be injected into the cylindrical bag after the pile is set include cement milk and mortar.
固結性流動物を注入することによシ、筒状袋体はふくら
み掘削された拡大掘削孔中に球根を形成し固結後は、核
となる杭と一体化し、先端部の拡大された杭をつくる。By injecting solidifying fluid, the cylindrical bag swells and forms a bulb in the enlarged borehole that is excavated. Make a stake.
袋体が十分膨張したかどうかの確認は、？ンプの注入圧
力および注入量を計測することにより行なうことが出来
る。既製杭としては、コンクリート杭や鋼管杭等を使用
する。How can I check if the bag is fully inflated? This can be done by measuring the injection pressure and amount of injection into the pump. Concrete piles, steel pipe piles, etc. will be used as ready-made piles.
本発明を施工手順に沿って、図面を参照しながら以下に
説明する。The present invention will be described below along with the construction procedure with reference to the drawings.
まず、杭埋設位置に掘削機本体を移動し、掘削ロッドを
杭芯に合わせる。掘削ロッド１に埋設しようとする杭径
以上のオーガービット２（好ましくは＋ｔｏｏ、ＪｔＡ
ンを取シ付け、第１■図に示すように深さ１〜２ｍ程度
、表層部を掘削する。First, move the excavator body to the pile burying position and align the drilling rod with the pile core. The auger bit 2 (preferably +too, JtA
The excavator was installed and the surface layer was excavated to a depth of about 1 to 2 m as shown in Figure 1.
表層部掘削を行なった時には、その後掘削ロツｒ１を引
き抜き、この掘削孔に杭径よシ１００簡程度大きく、か
つ、逸水を生じない深さのケーシング３を水頭の保持、
排泥水の循環処理の為、設置する。When the surface layer excavation is carried out, the excavation rod R1 is then pulled out, and a casing 3, which is about 100 mm larger than the pile diameter and deep enough to prevent water loss, is inserted into the excavation hole to maintain the water head.
Installed for circulation treatment of waste water.
次に、第１＠）図に示すように掘削ビット５を先端に有
する掘削ロッド１を回転させ、ビット部よシ掘削液を噴
射しながら下降し、頴次、掘削ロッドを接合して所定の
深度まで掘削する。Next, as shown in Fig. 1, the drilling rod 1 having the drilling bit 5 at the tip is rotated and lowered while spraying drilling fluid over the bit. Drill to depth.
ここで掘削液は、水平方向もしくは、水平と下方向とも
に１００ｋｆ／ｃｍ”以上の高圧で噴射し、かつ、同時
に、別系統の注入管を用い、主に下方向に２０１４／ｃ
ｍ”以下の低圧で噴射する。所定深度に達したならば、
第１（Ｃ）図に示すように、所定深度を高圧噴射するこ
とにより拡大掘削する。Here, the drilling fluid is injected horizontally or both horizontally and downward at a high pressure of 100 kf/cm" or more, and at the same time, using a separate system of injection pipe, mainly downward.
Inject at a low pressure of less than m". Once the specified depth is reached,
As shown in FIG. 1(C), the excavation is expanded by high-pressure injection to a predetermined depth.
拡大掘削は、掘削エネルギーを大きくする必要がアシ、
その手段として、噴射圧を２００＃／ｃｍ”以上で行な
ったシ、拡大掘削部を反復掘削したシ、掘進速度を掘孔
速度よシ遅くしたシ、掘削ロッドの回転数を下げたり、
あるいはこれらの組み合わせを、用いて行なう。Expanded drilling requires increased drilling energy;
As a means of achieving this, the injection pressure was set at 200 #/cm" or more, the enlarged excavation area was repeatedly excavated, the excavation speed was made slower than the hole speed, and the rotation speed of the drilling rod was lowered.
Alternatively, a combination of these may be used.
拡大掘削後、掘削液を固結性流動化剤に切り換え、低圧
用注入管のみを用いて固結流動化剤を注入する〔第１（
Ｄ）図〕。固結性流動化剤を注入した後、第１但）図に
示すように掘削ロッドを回収し、第１ψ）図に示すよう
に流動化された泥状孔に中に、先端部に筒状袋１１を有
した既製杭１０を挿入する。After expanded excavation, switch the drilling fluid to a solidifying fluidizing agent, and injecting the solidifying fluidizing agent using only the low-pressure injection pipe [1st (
D) Figure]. After injecting the solidifying fluidizing agent, the drilling rod is recovered as shown in Figure 1), and a cylindrical rod is inserted into the fluidized mud hole at the tip as shown in Figure 1ψ). A ready-made pile 10 with a bag 11 is inserted.
順次、通常の既製杭１２を袋体１１を有した既製杭１０
に接合することによシ所定位置に沈設する。ここで既製
杭１２と袋体１１を有した既製杭１０との接合、および
既製杭１２同士の接合は、溶接による接合、ねじによる
接合、または、ゼルトによる接合で行なう。Sequentially, a normal ready-made pile 12 is changed to a ready-made pile 10 having a bag body 11.
It is deposited in place by bonding it to the base. Here, the ready-made pile 12 and the ready-made pile 10 having the bag body 11 are joined together, and the ready-made piles 12 are joined together by welding, screws, or bolts.
抗の沈設は、自重・圧入・回転・高周波、６イブレーシ
ヨンもしくはこれらの組合せによシ行なう。The sinking of the shaft is carried out using its own weight, press-fitting, rotation, high frequency, vibration, or a combination of these.
杭沈設後部２及び３図に示すように杭先端部に設置した
注入口１５よりポンプによって、固結性流動物を筒状袋
体１１内に圧入し、該筒状袋体１１を膨張拡大させて第
１（Ｇ）図に示すように施工を完了する。As shown in Figures 2 and 3 after the pile is sunk, a pump presses the solidified fluid into the cylindrical bag 11 through the injection port 15 installed at the tip of the pile, causing the cylindrical bag 11 to expand and expand. The construction is completed as shown in Figure 1 (G).
実施例 本発明の一実施例を図面を参照しながら説明する。Example An embodiment of the present invention will be described with reference to the drawings.
まず、杭芯に施工機を移動し、第１（ト）図に示す様に
オーガービット２で表層部の障害物を取シ除き、４５０
■径のケーシン／３を設置した。このケーシング３には
、泥水を循環するための泥水ポンプ４が取シ付けである
。First, move the construction machine to the pile core, remove obstacles on the surface layer with auger bit 2 as shown in Figure 1 (G), and
A casing with a diameter of ■/3 was installed. A mud water pump 4 for circulating mud water is attached to this casing 3.
次に第１の）図に示す様に外径８５ｍφの掘削ロッド１
に外径２００ｍｍφの掘削ビット５を取り付け、スイベ
ル６を通して循環した泥水を掘削液として、掘削ビット
５に設置した噴射孔から水平方向に高圧噴射し、かつ、
下方向に低圧噴射しながら所定の深度１８ｆｆｌまで掘
削した。Next, as shown in the first) figure, a drilling rod 1 with an outer diameter of 85 mφ
A drilling bit 5 with an outer diameter of 200 mmφ is attached to the drilling bit 5, and the muddy water circulated through the swivel 6 is used as drilling fluid and is injected at high pressure in the horizontal direction from the injection hole installed in the drilling bit 5, and
The excavation was carried out to a predetermined depth of 18ffl while injecting downward at low pressure.
この時の掘削条件は、掘削ロッドの回転数：４０ｒｐｍ
、掘削速度＝１．０〜２．５ ｍ７分、掘削液の噴射
量： ７０〜２４０ｊ！／分、高圧噴射圧カニ深度１０
２ＦＩまで １００〜１８０ ｋ！ｉ／ｃｒｎ” ｓ深
度１０〜１８ｆｆｌまで２５０Ａ９／ｃｒＦ！２でめっ
た。低圧噴射圧力はθ〜２０ ｋｇ７ｃｍ”であった。The drilling conditions at this time were: Drilling rod rotation speed: 40 rpm
, Excavation speed = 1.0-2.5 m7 minutes, Drilling fluid injection amount: 70-240j! /min, high pressure injection pressure crab depth 10
Up to 2FI 100-180k! i/crn''s depth was 10-18ffl with 250A9/crF!2.The low injection pressure was θ~20kg7cm''.
掘孔内の流動化を促進し杭の沈設を容易にするため、掘
削ビットの上部に攪拌羽根９を補助的に取り付けた。In order to promote fluidization in the borehole and facilitate the sinking of the pile, a stirring blade 9 was auxiliary attached to the upper part of the excavation bit.
所定の深度１８ｍまで掘進した後、第１（Ｃ）図に示す
ように拡大掘削を行なう。拡大掘削の条件は、掘削ロッ
ドの回転数２Ｏｒｐｍ、掘進速度１．０ｍ／分、掘削液
の噴射量１４０１／分〜２７０１１１分、高圧噴射圧カ
ニ ２５０Ｊ／ｃｔｙｔ”で行ない、３ｍ長掘削した。After excavating to a predetermined depth of 18 m, enlarged excavation is performed as shown in FIG. 1(C). The conditions for the enlarged excavation were a drilling rod rotation speed of 2 Orpm, an excavation speed of 1.0 m/min, a drilling fluid injection amount of 1401/min to 270111 min, and a high injection pressure of 250 J/ctyt'', and a 3 m long excavation was performed.
その後、第１の）図、（ト））図に示すように、拡大掘
削部７に、固結性流動化剤Ｃを注入圧２０ＡｉＦ／ｃｍ
”の低圧で２００ ｆｉ注入した。ここで用いた固結性
流動化剤は、Ｗ１０＝６７％のセメントミルクにブリー
ジング防止剤をセメントの重量比０．５％添加したもの
を用いた。Thereafter, as shown in Figures 1) and (G)), the solidifying fluidizing agent C was injected into the enlarged excavation section 7 at a pressure of 20 AiF/cm.
200 fi was injected at a low pressure of 200 fi.The solidifying fluidizer used here was cement milk with W10 = 67% to which an anti-breathing agent was added in an amount of 0.5% by weight of the cement.
固結性流動化剤Ｃを注入する低圧用注入管は、第４図に
示すように、掘削ロッド１内に設置されたものを用いた
。A low-pressure injection pipe for injecting the solidifying fluidizing agent C was installed inside the drilling rod 1 as shown in FIG. 4.
固結性流動化剤Ｃを注入後、第１０）図に示すように掘
削ロツｒ１およびビット５を回収した。After injecting the solidifying fluidizing agent C, the drilling rod r1 and the bit 5 were recovered as shown in Figure 10).
次に、あらかじめ先端部にナイロンとポリエステル混紡
の筒状袋体１１を取り付けた外径３５０叫φの既製杭１
０を第１５）図に示すように挿入し、順次、通常の既製
杭１２をねじによる接合法を用いて沈設した。杭の沈設
は、はぼ所定位置まで杭の自重のみによって沈設できた
。Next, a ready-made pile 1 with an outer diameter of 350 mm and a cylindrical bag 11 made of a nylon and polyester blend attached to the tip in advance.
0 was inserted as shown in Fig. 15), and ordinary ready-made piles 12 were sequentially sunk using a screw joining method. The piles could be sunk to the designated position using only their own weight.
杭の沈設工程において、杭１０ 、１２を接続する際杭
先端部の袋体１１に固結性流動物注入する第２及び３図
に示す連結管１３をつないだ。In the pile sinking process, when connecting the piles 10 and 12, a connecting pipe 13 shown in FIGS. 2 and 3 for injecting a solidified fluid was connected to the bag 11 at the tip of the pile.
杭沈設完了後、第１（Ｇ）図に示すようにこの連結管１
３にポンプを接続し、固結性流動物を注入し、筒状袋体
１１を膨張させた。After the pile installation is completed, this connecting pipe 1 is installed as shown in Figure 1 (G).
3 was connected to a pump, a solidified fluid was injected, and the cylindrical bag 11 was expanded.
ここで用いた固結性流動物は、水セメント比６７％のセ
メントミルクにブリージング防止剤を対セメント比１％
添加したものである。固結性流動物を注入することによ
って、筒状袋体が十分膨張したかどうかの判断は、ポン
プの圧力および注入量によって行なった。今回、注入量
は、袋体からの脱水量も考慮し、６００λとした。注入
圧は、注入量が所定量の６００２に達したので５ 却／
ｃｍ”で止めた。The solidifying fluid used here was cement milk with a water-to-cement ratio of 67% and an anti-breathing agent added to a cement ratio of 1%.
It was added. Whether the cylindrical bag was sufficiently inflated by injecting the solidified fluid was determined based on the pump pressure and the injection volume. This time, the injection amount was set to 600λ, taking into account the amount of water removed from the bag. The injection pressure was set at 5 because the injection amount reached the predetermined amount of 6002.
I stopped at "cm".
また、筒状袋体１１は、材質が布の引張シ強さが約１７
０のナイロン製で、長さ２．６ ｍ 、最大膨張径が外
径６００闘φとなるものを使用した。The cylindrical bag 11 is made of cloth and has a tensile strength of about 17
The tube was made of 0.0 nylon, had a length of 2.6 m, and had a maximum expansion diameter of 600 mm in outer diameter.
今回用いた筒状袋体を有する杭は、第２図、３図に示す
ように、全長３ｍの既製杭１０に筒状袋体１１をかぶせ
、筒状袋体の両端を鋼製、２ンＰｘ４とエポキシ系接着
剤を用いて取り付けたものである。As shown in Figs. 2 and 3, the pile with the cylindrical bag body used this time is made by covering a ready-made pile 10 with a total length of 3 m with a cylindrical bag body 11, and making both ends of the cylindrical bag body made of steel. It was attached using Px4 and epoxy adhesive.
（発明の効果）
本発明の工法は、１００ｋｔ／ｃｍ”以上の高圧と２０
１ｃ’）７ｃｍ”以下の低圧で大量の掘削液を噴射しな
がら掘進する。この結果小径のビットでも、水平方向に
噴射する１００Ｎ／ｃｍ”以上の高圧噴射によって生ず
る噴流によって広範囲に土壌を流動化することができる
ので大径の流動孔を掘削することができる。従って、掘
削抵抗が小さくて済み、従来工法のように大きなトルク
を有する機械や太い掘削ロッドを必要とせず、通常のポ
ーリングと同様小型機械で長距離を容易に掘進すること
が出来る。(Effects of the invention) The construction method of the present invention uses high pressure of 100 kt/cm or more and 20 kt/cm
1c') Excavate while injecting a large amount of drilling fluid at a low pressure of 7 cm or less.As a result, even with a small diameter bit, the soil can be fluidized over a wide area by the jet generated by the high pressure jet of 100 N/cm or more in the horizontal direction. This makes it possible to drill large-diameter flow holes. Therefore, the excavation resistance is small, and there is no need for machines with large torque or thick excavation rods as in conventional methods, and it is possible to easily excavate long distances with a small machine similar to ordinary poling.
また、高圧噴射と同時に、２０Ｊ４／ｍ”以下の低圧で
大量の掘削液を噴射し、地盤の含水比を積極的に上げる
ので掘進スピードが早くでき、高圧噴射のみによる掘削
に比べ約３０％のスピーＰアップが可能となった。これ
は、大型機械による掘削能率に、はぼ匹敵する施工能率
である。In addition, at the same time as high-pressure injection, a large amount of drilling fluid is injected at a low pressure of 20J4/m" or less to actively increase the moisture content of the ground, making it possible to accelerate excavation speed by approximately 30% compared to excavation using only high-pressure injection. Speed-up has become possible.This is a construction efficiency that is comparable to the excavation efficiency of large machines.
筒状袋体内に、固結性流動物を圧力をかけて注入し、所
定径まで膨張させると、袋体が周辺地盤と固結性流動物
との隔壁となり、面質の安定した球根体が造成でき、か
つ、掘削時に緩められた周辺地盤を袋体の膨張圧力によ
り復元できるので、杭と球根体が一体し、球根体は地盤
に強固に定着され大きな先端支持力が得られる。When a solidified fluid is injected under pressure into the cylindrical bag and expanded to a predetermined diameter, the bag becomes a barrier between the surrounding ground and the solidified fluid, creating a bulbous body with stable surface quality. Since the surrounding ground loosened during excavation can be restored by the expansion pressure of the bag, the pile and bulb body are integrated, and the bulb body is firmly fixed to the ground, providing a large tip supporting force.
その結果、小さい杭で大きな支持力が得られるようにな
り、構造物の基礎として経済的な設計が可能となる。As a result, large bearing capacity can be obtained with small piles, making it possible to design economical foundations for structures.
第１図は、本発明の工程を示す概要図であり、第１（４
）図は、表層掘削工程、第１Ｑ３）図は、高圧噴射によ
る掘削工程、第１（Ｃ）図は、高圧噴射による拡大掘削
工程、第１（２）図は、低圧による固結性流動化剤注入
工程、第１（ト））図は、掘削ロッド、掘削ビットの回
収、第１（Ｆ）図は、杭の沈設工程、第１（Ｇ）図は、
杭沈設後、筒状袋体を膨張させ、た本発明工法の完成図
、第２図は、本発明における既製杭の一実施態様の一部
切欠断面図、第３図は、同じく施工例断面図、第４図は
、掘削ロッドの横断面図である。
１・・・掘削ロッド、２・・・オーガービット、３・・
・ケーシング、４・・・排泥循環ポンプ、５・・・掘削
ビット、６・・・スイベル、７・・・拡大掘削部、８・
・・噴射ノズル、９・・・攪拌羽根、１０・・・筒状袋
体を有した既製杭、１１・・・筒状袋体、１２・・・既
製杭、１３・・・連結管、１４・・す々ンＰ、１５・・
・注入口、１６・・・（高圧噴射用）注入管、１７・・
・低圧用注入管、Ｇ・・・地盤、Ｋ・・・掘削孔、Ｃ・
・・固結性流動化剤（Ａ） （Ｂ）
１図
（Ｃ） （Ｄ）
第２図 第３図
第４図FIG. 1 is a schematic diagram showing the steps of the present invention.
) Figure shows the surface excavation process, Figure 1Q3) shows the excavation process using high-pressure injection, Figure 1 (C) shows the enlarged excavation process using high-pressure injection, and Figure 1 (2) shows the consolidation fluidization process using low pressure. The chemical injection process, Figure 1 (G) shows the recovery of the drilling rod and drilling bit, Figure 1 (F) shows the pile sinking process, and Figure 1 (G) shows the recovery of the drilling rod and drilling bit.
After sinking the pile, the cylindrical bag is inflated. Fig. 2 is a partially cutaway cross-sectional view of an embodiment of the ready-made pile according to the present invention. Fig. 3 is a cross-sectional view of a construction example. FIG. 4 is a cross-sectional view of the drilling rod. 1...Drilling rod, 2...Auger bit, 3...
・Casing, 4... Sludge circulation pump, 5... Drilling bit, 6... Swivel, 7... Expanded excavation part, 8...
. . . Injection nozzle, 9 .・Suun P, 15...
・Injection port, 16... (for high pressure injection) Injection pipe, 17...
・Low pressure injection pipe, G...Ground, K...Drilling hole, C...
... Consolidating fluidizer (A) (B) Figure 1 (C) (D) Figure 2 Figure 3 Figure 4
Claims (1)
ビットより掘削液を１００ｋｇ／ｃｍ＾２以上の高圧で
噴射すると同時に、掘削ロッド内に設置された高圧噴射
用とは別系統の低圧用注入管を用いて、２０ｋｇ／ｃｍ
＾２以下の低圧で掘削液を噴射することにより、含水比
１５０％以上を有する流動性泥状孔を地中に形成しなが
ら掘削を続け、所定深度に達したならば、所定深度付近
を杭径の２倍以上の区間長、主として高圧噴射を用いて
拡大掘削したのち、掘削液を固結性流動化剤に切り換え
、該低圧用注入管のみを用いて、２０ｋｇ／ｃｍ＾２以
下の低圧で噴射しながら該掘削ロッドを回収し、ついで
この孔中に、先端部付近に筒状袋体を有する既製杭を所
定深度まで圧入等により埋設したのち、該筒状袋体と連
結された連結管により、固結性流動物を該筒状袋体内に
注入し、筒状袋体を拡大掘削孔中で膨張固化させること
を特徴とする杭の埋設方法A drilling rod with a drilling bit at the tip is rotated, and drilling fluid is injected from the drilling bit at a high pressure of 100 kg/cm^2 or more. At the same time, a low-pressure injection system separate from the high-pressure injection system installed inside the drilling rod is used. 20kg/cm using a tube
By injecting drilling fluid at a low pressure of ^2 or less, drilling continues while forming a fluid mud hole with a water content of 150% or more in the ground, and when a predetermined depth is reached, piles are placed around the predetermined depth. After enlarging excavation using mainly high-pressure injection for a section length that is more than twice the diameter, the drilling fluid is changed to a solidifying fluidizing agent, and using only the low-pressure injection pipe, low pressure of 20 kg/cm^2 or less is The drilling rod is recovered while being sprayed with water, and then a ready-made pile having a cylindrical bag near its tip is buried in the hole by press-fitting to a predetermined depth, and a connecting rod connected to the cylindrical bag is then inserted into the hole. A method for burying a pile, which comprises injecting a solidified fluid into the cylindrical bag through a pipe, and expanding and solidifying the cylindrical bag in an enlarged excavation hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP61055129A JPH0718157B2 (en) | 1986-03-14 | 1986-03-14 | Piling method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP61055129A JPH0718157B2 (en) | 1986-03-14 | 1986-03-14 | Piling method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS62215716A true JPS62215716A (en) | 1987-09-22 |
| JPH0718157B2 JPH0718157B2 (en) | 1995-03-01 |
Family
ID=12990158
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP61055129A Expired - Lifetime JPH0718157B2 (en) | 1986-03-14 | 1986-03-14 | Piling method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0718157B2 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06287935A (en) * | 1993-04-02 | 1994-10-11 | Sukeaki Kaneko | Ground improvement construction method |
| JPH1171752A (en) * | 1997-03-14 | 1999-03-16 | Donald B Murphy Contractors Inc | Casing of improved micropile and construction method thereof |
| JP2006233749A (en) * | 2005-01-26 | 2006-09-07 | Mitani Sekisan Co Ltd | Construction method for root hardened part of pile hole, digging method for pile hole, construction device for root hardened part, and digging head |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5466507A (en) * | 1977-11-07 | 1979-05-29 | Tokyu Concrete Kogyo Kk | Method of sinking pile |
| JPS5733791U (en) * | 1980-08-01 | 1982-02-22 | ||
| JPS60212516A (en) * | 1984-04-07 | 1985-10-24 | Riyouka Kogyo Kk | Method of constructing steel-pipe pile |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5733791B2 (en) * | 1974-06-12 | 1982-07-19 |
-
1986
- 1986-03-14 JP JP61055129A patent/JPH0718157B2/en not_active Expired - Lifetime
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5466507A (en) * | 1977-11-07 | 1979-05-29 | Tokyu Concrete Kogyo Kk | Method of sinking pile |
| JPS5733791U (en) * | 1980-08-01 | 1982-02-22 | ||
| JPS60212516A (en) * | 1984-04-07 | 1985-10-24 | Riyouka Kogyo Kk | Method of constructing steel-pipe pile |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06287935A (en) * | 1993-04-02 | 1994-10-11 | Sukeaki Kaneko | Ground improvement construction method |
| JPH1171752A (en) * | 1997-03-14 | 1999-03-16 | Donald B Murphy Contractors Inc | Casing of improved micropile and construction method thereof |
| JP2006233749A (en) * | 2005-01-26 | 2006-09-07 | Mitani Sekisan Co Ltd | Construction method for root hardened part of pile hole, digging method for pile hole, construction device for root hardened part, and digging head |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0718157B2 (en) | 1995-03-01 |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| EXPY | Cancellation because of completion of term |