JPS62146319A - Foot protection work of custom-made pile - Google Patents
Foot protection work of custom-made pileInfo
- Publication number
- JPS62146319A JPS62146319A JP29520686A JP29520686A JPS62146319A JP S62146319 A JPS62146319 A JP S62146319A JP 29520686 A JP29520686 A JP 29520686A JP 29520686 A JP29520686 A JP 29520686A JP S62146319 A JPS62146319 A JP S62146319A
- Authority
- JP
- Japan
- Prior art keywords
- pile
- tip
- ground
- custom
- hardening agent
- 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
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
この発明はコンクリートくい、鋼管コンクリート合成く
い、鋼管くい等中空既製くい基礎の先端根固め工法、す
なわち基礎くいのアンダービニング工法に関するもので
ある。DETAILED DESCRIPTION OF THE INVENTION Field of Industrial Application This invention relates to a method for hardening the tip of a hollow ready-made pile foundation such as a concrete pile, a steel pipe concrete composite pile, a steel pipe pile, etc., that is, a method for underbinning the foundation pile.
従来技術と発明の解決しようとする問題点既製くいは場
所打ちくいに比較して材質が均一で、信頌性が大きく現
場管理も容易であるが、通常実施される打撃打込みは騒
音、振動の公害問題によって規制されるに至っている。Problems to be solved by the prior art and the invention Ready-made piles have a more uniform material, are more reliable, and are easier to manage on site than piles driven in place. It has come to be regulated due to pollution problems.
そのため既製くいの無騒音、無振動工法が種々提案され
ているが、最も普及した工法として中空既製くいを中掘
りによって沈盤に沈設する中掘工法がある。ところで中
掘工法における根固め方法としては、最終打撃を実施し
て地盤に挿入する方法と、セメントミルク、コンクリー
トの注入あるいは投入による方法とに大別される。とこ
ろで最終打撃によるものは短時間ではあるが、振動騒音
を発生し、かつ支持力が充分期待しえない場合がある。For this reason, various noise-free and vibration-free construction methods using ready-made piles have been proposed, but the most popular method is the hollow method, in which hollow ready-made piles are sunk into a submerged basin. By the way, the method of foot hardening in the medium excavation method is roughly divided into a method in which a final blow is performed and the concrete is inserted into the ground, and a method in which cement milk or concrete is injected or thrown. However, although the final impact is for a short time, it generates vibration noise and may not provide sufficient supporting force.
またセメントミルクの注入等後者のものはオーガーによ
る掘削径がくいの内径よりも大きくないために、くい中
空部のみの先端根固めとなり、十分な支持力が得られな
い場合がある。そこで近年、開発された高圧高速噴流に
よる注入工法を応用してくい下端部に大きい球根を造成
する方法が特開昭５１−８８０５号公報、特開昭５０−
４２６１１号公報に開示されているが何れも球根上にく
いを載置した状態に施工されるので引抜き抵抗が小さい
。その他無騒音、無振動工法として泥水工法を応用する
もの、ウォータージェット工法によるものがあるが、前
者は泥水およびスライムの処理が困難であり、後者は地
盤を損する恐れがあり、根固めについては前記中掘工法
と同様の問題がある。In the latter case, such as pouring cement milk, the diameter of excavation by the auger is not larger than the inner diameter of the pile, so only the hollow part of the pile is hardened at the tip, and sufficient supporting force may not be obtained. Therefore, in recent years, a method of creating a large bulb at the lower end by applying the injection method using high-pressure, high-speed jets that has been developed has been published in Japanese Patent Application Laid-Open No. 51-8805 and Japanese Patent Application Laid-Open No. 50-8805.
Although it is disclosed in Japanese Patent No. 42611, the resistance to pull-out is low because both are installed with a bulge placed on the bulb. Other noise-free and vibration-free construction methods include those that apply the muddy water method and those that use the water jet method, but the former has difficulty in disposing of muddy water and slime, and the latter has the risk of damaging the ground. This method has the same problems as the medium excavation method.
さらに軟弱地盤層に埋設されたくいは負の摩擦力の作用
でその鉛直荷重が増大する。また正の摩擦力があまり期
待できない場合はくいに作用する荷重はすべてくい先端
に集中することになる。したがって前記何れの根固め方
法によっても中空くい先端の閉塞効果はあまり期待でき
ず、くいの支持力はくい先端の縦断面積に比例した大き
さとなり、絶対値としては比較的小さなものとなる。Furthermore, the vertical load of piles buried in soft ground increases due to the effect of negative frictional force. Furthermore, if a positive frictional force is not expected to be very strong, all the load acting on the pile will be concentrated on the tip of the pile. Therefore, with any of the above-mentioned root compaction methods, it is not expected that the hollow pile tip will have much of a blocking effect, and the supporting force of the pile will be proportional to the vertical cross-sectional area of the pile tip, and its absolute value will be relatively small.
問題点を解決するための手段
この発明は前記従来の問題点を解決するため高圧高速噴
流による注入工法を応用し、かつくい先端部を大きい球
根体の中間部に定着してくいの根固めを実施するもので
、先端部を本体部分より大径とした中空既製くいを地盤
に所定深さまで沈設し、次いでくい先端地盤に所要深さ
で（い先端径より相当広い範囲にセメントミルク等の地
盤硬化剤を高圧噴射装置を回転しながら注入し、発生す
るスライムをくい中空部内へ浮上させ、かつ、その地盤
硬化剤が未硬化の間にさらにくいを沈設させ、本体部分
より大径としたくい先端部を硬化した地盤硬化剤の中間
部に位置させて定着させくい先端に地盤硬化材の注入に
よる球根体を造成してくいの根固めとともに、くいの鉛
直支持力を大きくするとともに、地震時に発生するくい
の引抜き力に対する抵抗を大きくなし、ネガティブフリ
クションの発生に対処できる既製くいの根固め工法であ
る。Means for Solving the Problems In order to solve the above-mentioned conventional problems, this invention applies the injection method using high-pressure, high-velocity jets, and hardens the roots of the bulb by making it difficult to fix the tough tip in the middle part of the large bulb body. A hollow ready-made pile with a tip larger in diameter than the main body is sunk into the ground to a predetermined depth, and then a layer of cement milk, etc. The hardening agent is injected while rotating a high-pressure injection device, the generated slime is floated into the hollow part, and while the ground hardening agent is not hardened, the hardening agent is deposited to make the slime larger in diameter than the main body. The tip of the pile is placed in the middle of the hardened soil hardening agent and fixed.The soil hardening agent is injected into the tip of the pile to create a bulbous body, which increases the vertical bearing capacity of the pile and increases the vertical support capacity of the pile. This is a method of hardening the roots of ready-made piles that increases resistance to the pulling force of the piles and can deal with the occurrence of negative friction.
実施例
くい１は例えば比較的大径の鉄筋コンクリート製の中空
既製くいで、その先端部１ａを本体部分より大径としで
ある。このくい１の中空部には拡翼ビット２を先端に有
するアースオーガー３を挿入するが、これは中掘工法で
のくいの埋設効率をあげるためと、高圧注入の際の能率
をあげる目的で供される。このアースオーガー３を回転
して地盤を穿設し、それに伴って（い１を地盤に所定深
さまで沈設する次いでくい１内に挿入した高圧噴射装置
４をくい１の先端より深く地盤中に挿入し、前記高圧噴
射装置を回転しかつ引上げながら地盤硬化剤を噴射し、
必要により水あるいは空気の噴射を併用して地盤を掘削
しながら注入する。The pile 1 of the embodiment is, for example, a hollow ready-made pile made of reinforced concrete with a relatively large diameter, and its tip portion 1a has a larger diameter than its main portion. An earth auger 3 with a wing-spreading bit 2 at the tip is inserted into the hollow part of this pile 1, but this is done to increase the efficiency of burying the pile in the medium excavation method and to increase the efficiency during high-pressure injection. Served. This earth auger 3 is rotated to make a hole in the ground, and the ground auger 3 is sunk into the ground to a predetermined depth.Then, the high-pressure injection device 4 inserted into the pile 1 is inserted deeper into the ground than the tip of the pile 1. and injecting the ground hardening agent while rotating and pulling up the high pressure injection device,
If necessary, inject water or air while excavating the ground.
なお地盤硬化剤の注入がくい■の下端に到達するとくい
１が地盤硬化剤の衝突によって発生する伝播音を確認す
ることによりその注入状態が容易に確認される。When the soil hardening agent is injected and reaches the lower end of the pile 1, the state of the injection can be easily confirmed by checking the propagation sound generated by the collision of the soil hardening agent with the pile 1.
地盤硬化剤としてはセメントミルク、水ガラスあるいは
その混合物、その他地盤改良用薬液が使用される。その
噴射圧力は５０ｋｇ／ｃｍ”以上、好ましくは１５０〜
３００ｋｇ／Ｃｍ”程度の超高圧で地盤硬化剤を噴射す
る。また前記高圧噴射装置４の回転速度は１〜１０ｒ、
ｐ、ｍその引上げ速度は２〜２０ｃｍ／分が普通である
。この高圧噴射装置は前記アースオーガー３に付設して
もよく、また前記アースオーガー３を引き上げ、別体の
高圧噴射装置を挿入してもよい。そして地盤硬化剤の噴
射範囲は、深さ０．５〜２ｍ程度で必要によりそれ以上
とする。またその水平直径はくい径よりも相当に広いも
のとし、噴射圧力を超高圧とすればくい外周より５ｍ以
上離れて地盤硬化剤を注入できる。As the soil hardening agent, cement milk, water glass, a mixture thereof, and other soil improvement chemicals are used. The injection pressure is 50kg/cm" or more, preferably 150~
The soil hardening agent is injected at an ultra-high pressure of about 300 kg/Cm''.The rotation speed of the high-pressure injection device 4 is 1 to 10 r,
p, m The pulling speed is usually 2 to 20 cm/min. This high-pressure injection device may be attached to the earth auger 3, or the earth auger 3 may be pulled up and a separate high-pressure injection device may be inserted. The spraying range of the ground hardening agent is approximately 0.5 to 2 m deep, and may be further extended if necessary. In addition, by making the horizontal diameter considerably wider than the diameter of the pile and setting the injection pressure to an ultra-high pressure, the soil hardening agent can be injected at a distance of 5 m or more from the outer circumference of the pile.
次いで高圧噴射装置４を引上げ、第３図に示すようにく
いの先端にくいの直径よりも相当に大きい範囲に地盤硬
化剤を注入する。その際地盤硬化剤５の注入に際して生
ずるスライムは浮上してい（１の中空部内に入ってく′
る。Next, the high-pressure injection device 4 is pulled up, and the soil hardening agent is injected into an area considerably larger than the diameter of the tip of the hardener, as shown in FIG. At this time, the slime generated when the soil hardening agent 5 is injected floats (enters the hollow part of 1).
Ru.
次いで第４図に示すように注入された硬化剤５が未硬化
の間に油圧ジヤツキ、振動機を使用してくい１の先端部
を硬化剤５の中間部まで挿入し、地盤硬化剤５の硬化に
伴ってくい１先端は地盤硬化剤５中の中間部に位置して
定着される。Next, as shown in FIG. 4, while the injected hardening agent 5 is not hardened, using a hydraulic jack and a vibrator, insert the tip of the peg 1 to the middle of the hardening agent 5, and remove the soil hardening agent 5. As the ground hardening agent 5 hardens, the tip of the pile 1 is located in the middle of the soil hardening agent 5 and becomes fixed.
第５図乃至第７図はこの発明のようにくい先端部を地盤
硬化剤の中間部に位置させて定着した場合Ａとそうでな
い場合Ｂの試験結果を示したものでこの発明では引抜き
抵抗が著しく増大していることが理解される。なお第５
図は試験箇所の土質状態等の図である。Figures 5 to 7 show the test results for cases A in which the hard tip of the present invention is positioned in the middle of the soil hardening agent and case B in which it is not. It is understood that this is increasing. Furthermore, the fifth
The figure shows the soil condition, etc. of the test location.
この発明は以上の構成からなり、セメントミルク等の地
盤硬化剤が高圧で注入され、地盤を掘削し、掘削土砂と
混合されて既製くい下端部に従来のペデスタルよりもき
わめて大きいペデスタルを造成するので、既製くい先端
の支持力を確実に大きくすることができる。したがって
中間層の層厚不足からくいの支持力を充分とすることが
できなかったものが十分くいに支持力を取らせることが
でき。また強固な支持層までくいを沈設させる必要があ
ったものが、中間層まで（いを沈設し、くい先端から支
持層までをペデスタルで接続させることができる。さら
にスライム等を生じてもくいの中空部に浮上して耐力上
問題がない。This invention has the above-mentioned structure, in which a ground hardening agent such as cement milk is injected under high pressure, excavates the ground, and mixes it with excavated soil to create a pedestal that is much larger than conventional pedestals at the lower end of the ready-made pile. , it is possible to reliably increase the supporting force of the ready-made pile tips. Therefore, the piles that could not have sufficient supporting force due to insufficient layer thickness of the intermediate layer can be made to have sufficient supporting force. In addition, instead of having to sink piles up to a strong support layer, it is now possible to install piles up to the middle layer and connect the tip of the pile to the support layer with a pedestal. It floats in the hollow part and there is no problem in terms of strength.
以上のようにして造成した基礎くいは大部分が既製くい
であり、曲げ耐力の大きいものとすることができる。特
に硬化剤が未硬化間に（い先端部を沈設させ、くい先端
部を硬化した地盤硬化剤の中間部に位置して定着させる
のでくい先端とペデスタル部分との結合が確実となり、
（いに引抜き力が作用した場合の抵抗が大きく、負の摩
擦力に対してもペデスタル部分が有効に作用する。しか
もくいの先端部を本体部分より大径としであるので定着
効果、引抜き抵抗の増大が著しい。Most of the foundation piles constructed as described above are ready-made piles, and can have a high bending strength. In particular, by sinking the tip of the pile while the hardening agent is uncured, and fixing the tip of the pile in the middle of the hardened soil hardening agent, the connection between the tip of the pile and the pedestal part is ensured.
(The resistance when a pulling force is applied to the pile is large, and the pedestal part acts effectively even against negative frictional force.In addition, the tip of the pile has a larger diameter than the main body, so it has a fixing effect and resistance to pulling out.) The increase is remarkable.
４、図面簡単な説明
第１図、第２図、第３図および第４図はこの発明の施工
順序に従ってその概要を示した縦断面図、第５図は試験
場合の土質状態図、第６図は試験体の概要図、第７図は
試験結果の図表である。4. Brief description of the drawings Figures 1, 2, 3 and 4 are vertical cross-sectional views showing the outline of the construction according to the construction order of this invention, Figure 5 is a soil condition diagram for testing, and Figure 6 The figure is a schematic diagram of the test specimen, and Figure 7 is a chart of the test results.
１・・・くい、１ａ・・・先端部、２・・・拡翼ビット
、３・・・アースオーガー、４・・・高圧噴射装置、５
・・・硬化剤
第１図 第２図
−パ１
（〕（じ
茅３ ： 第４ 図
；仙Ｒ仙−ＩDESCRIPTION OF SYMBOLS 1...Piece, 1a...Tip part, 2...Blade expansion bit, 3...Earth auger, 4...High pressure injection device, 5
...Hardening agent Fig. 1 Fig. 2-Pa 1 (〕(Jimo 3: Fig. 4;
Claims (1)
地盤に所定深さまで沈設し、次いでくい先端地盤に所要
深さでくい先端径より相当広い範囲に地盤硬化剤を高圧
噴射装置を回転しながら注入し、発生するスライムをく
い中空部内へ浮上させ、かつ、その地盤硬化剤が未硬化
の間にさらにくいを沈設させ、本体部分より大径とした
くい先端部を硬化した地盤硬化剤の中間部に位置させて
定着させることを特徴とする既製くいの根固め工法(1) A ready-made hollow pile with a tip larger in diameter than the main body is sunk into the ground to a predetermined depth, and then a high-pressure injection device is applied to the ground hardening agent in an area considerably wider than the diameter of the tip of the pile at the required depth. Ground hardening by injecting slime while rotating, floating the generated slime into the hollow part of the pile, and sinking the slime while the soil hardening agent is not hardened, making the tip of the pile larger in diameter than the main body. A method for hardening the roots of ready-made piles, which is characterized by positioning and fixing the agent in the middle of the pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP29520686A JPS62146319A (en) | 1986-12-11 | 1986-12-11 | Foot protection work of custom-made pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP29520686A JPS62146319A (en) | 1986-12-11 | 1986-12-11 | Foot protection work of custom-made pile |
Related Parent Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP51122606A Division JPS6012492B2 (en) | 1976-10-13 | 1976-10-13 | Root hardening method using ready-made piles |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS62146319A true JPS62146319A (en) | 1987-06-30 |
| JPS6350484B2 JPS6350484B2 (en) | 1988-10-11 |
Family
ID=17817575
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP29520686A Granted JPS62146319A (en) | 1986-12-11 | 1986-12-11 | Foot protection work of custom-made pile |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS62146319A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03262820A (en) * | 1990-03-14 | 1991-11-22 | Mitani Sekisan Co Ltd | Concrete pile installation method by means of center-boring method and excavating device |
| JPH06173254A (en) * | 1992-07-02 | 1994-06-21 | Mitani Sekisan Co Ltd | Concrete pile installation method in hollow excavation method, and excavation device, veneering device and excavating blade in hollow excavation method |
| US5406230A (en) * | 1992-02-25 | 1995-04-11 | Murata Manufacturing Co., Ltd. | Chip type oscillator and oscillation circuit using this oscillator |
-
1986
- 1986-12-11 JP JP29520686A patent/JPS62146319A/en active Granted
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03262820A (en) * | 1990-03-14 | 1991-11-22 | Mitani Sekisan Co Ltd | Concrete pile installation method by means of center-boring method and excavating device |
| US5406230A (en) * | 1992-02-25 | 1995-04-11 | Murata Manufacturing Co., Ltd. | Chip type oscillator and oscillation circuit using this oscillator |
| JPH06173254A (en) * | 1992-07-02 | 1994-06-21 | Mitani Sekisan Co Ltd | Concrete pile installation method in hollow excavation method, and excavation device, veneering device and excavating blade in hollow excavation method |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6350484B2 (en) | 1988-10-11 |
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