JPH0194112A - Construction of steel-pipe pile - Google Patents
Construction of steel-pipe pileInfo
- Publication number
- JPH0194112A JPH0194112A JP62251381A JP25138187A JPH0194112A JP H0194112 A JPH0194112 A JP H0194112A JP 62251381 A JP62251381 A JP 62251381A JP 25138187 A JP25138187 A JP 25138187A JP H0194112 A JPH0194112 A JP H0194112A
- Authority
- JP
- Japan
- Prior art keywords
- pile
- auger
- tip
- construction
- steel pipe
- 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.)
- Pending
Links
- 238000010276 construction Methods 0.000 title description 19
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 20
- 239000010959 steel Substances 0.000 claims abstract description 20
- 238000000034 method Methods 0.000 claims abstract description 16
- 238000009412 basement excavation Methods 0.000 claims description 7
- 101100243951 Caenorhabditis elegans pie-1 gene Proteins 0.000 abstract 1
- 239000002689 soil Substances 0.000 description 10
- 230000035515 penetration Effects 0.000 description 8
- 238000010586 diagram Methods 0.000 description 6
- 230000000149 penetrating effect Effects 0.000 description 6
- 230000000694 effects Effects 0.000 description 5
- 239000011295 pitch Substances 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000005259 measurement Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000000052 comparative effect Effects 0.000 description 1
- 238000000151 deposition Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 239000007787 solid Substances 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」 この発明は鋼管杭の施工法に関する。[Detailed description of the invention] "Industrial application field" This invention relates to a method of constructing steel pipe piles.
「従来の技術」
不良地盤にかかわらず建物を不同沈下させることなく支
持できる支持杭は貴重である。``Conventional technology'' Support piles are valuable because they can support buildings without uneven settlement, regardless of the poor ground.
当初、支持杭というとモンケン直打ちの既製コンクリー
ト抗(PC,RC)であって、その施工のためには大型
機械を必要として、進入できない宅地の場合もあり、工
事費用も多く必要とし、近隣への影響も大きい。Initially, support piles were prefabricated concrete piles (PC, RC) that were directly cast by Monken, and their construction required large machinery, and some residential areas were inaccessible, requiring a large amount of construction cost, and requiring large amounts of construction costs. It also has a large impact on
叙上諸難点を全く解消したのが鋼管杭である。Steel pipe piles completely eliminate the problems mentioned above.
当該鋼管杭は回転圧入にて沈設される。The steel pipe piles will be installed by rotary press-fitting.
すなわち、鋼管の先端および中間部周面にはスクリュー
翼が設けられており、抗頭を回転装置で把んで当該装置
重量とスクリュー翼による回転引込みにより沈設する。That is, screw blades are provided on the circumferential surface of the distal end and intermediate portion of the steel pipe, and the head of the steel pipe is gripped by a rotating device and is sunk by the weight of the device and rotational retraction by the screw blades.
これにより下記の諸効果が奏される。This brings about the following effects.
・無振動、無騒音工法である。・Vibration-free and noise-free construction method.
・施工性が良く、低コストである。・Easy to construct and low cost.
・狭小敷地に適した工法である。・This construction method is suitable for small sites.
・支持杭としても摩擦杭としても利用できる。・Can be used as both a support pile and a friction pile.
さらに、杭本体の周面に、1条ないしは数条のらせん状
の帯を形成することにより、杭の支持面積が大きくなり
、かつ、杭の周辺の地盤がらせん状の帯によって圧密さ
れるため、杭の支持力が大きく、また安定性が優れたも
のとなることが期待される。Furthermore, by forming one or several spiral bands around the circumference of the pile body, the supporting area of the pile becomes larger, and the ground around the pile is consolidated by the spiral bands. It is expected that the pile will have a large bearing capacity and excellent stability.
しかし、実際の調査ではモンケン直打ち杭については、
時間経過による著しい支持力の増大が認められるが、回
転圧入坑の場合は、時間経過による支持力の変化は認め
られず、はぼ横ばいである。However, in actual research, regarding Monken directly driven piles,
A significant increase in bearing capacity over time is observed, but in the case of rotary injection shafts, no change in bearing capacity over time is observed, and the bearing capacity remains roughly the same.
これは、杭周面から突出させている2木の刃により、杭
本体へ負担させられるべき地盤の摩擦力を軽減させてい
るが、これは施工性を重視したものであってこの結果、
目的は達成し、低騒音、低振動、スピード施工は実現で
きているが、乱した地盤の復元には相当の日数を必要と
することに由る。This uses two wooden blades that protrude from the surrounding surface of the pile to reduce the frictional force of the ground that should be applied to the pile itself, but this is done with emphasis on ease of construction, and as a result,
Although the objective has been achieved, with low noise, low vibration, and speedy construction, it will take a considerable number of days to restore the disturbed ground.
斜上支持力補完並びに−層の低騒音、低振動。Complementing the upward support capacity and -low noise and vibration of the layer.
スピード施工を計り、鋼管杭に適用可なものとして中掘
工法がある。There is a medium excavation method that can be applied to steel pipe piles for speedy construction.
この工法は、支持地盤に杭が到達するまでに比較的N値
の高い中間砂層のある地層の場合のもので、これに使用
される杭は工法の特徴から中空円環断面状のものに限ら
れ、スパイラルオーガーを中空部に挿入し、掘削土砂を
杭の中空部を通して杭頭部から排土しながら、杭を杭自
重及び圧入装置により所定深度まで沈設する。杭が所定
深度に達した後支持層に根入れして支持力を発現させる
。This construction method is for geological strata with an intermediate sand layer with a relatively high N value before the piles reach the supporting ground, and due to the characteristics of the construction method, the piles used are limited to those with a hollow circular cross section. A spiral auger is inserted into the hollow part, and the excavated soil is passed through the hollow part of the pile and removed from the pile head, while the pile is sunk to a predetermined depth using the pile's own weight and a press-in device. After the pile reaches a predetermined depth, it is embedded in the support layer and develops bearing capacity.
この支持力発現方式には■打撃工法■根固め工法■拡大
根固め工法がある。This method of developing bearing capacity includes: ■ Impact method ■ Root hardening method ■ Expanding root hardening method.
「発明が解決しようとする問題点」
しかるに、畝上の諸支持力発現方弐については下記の難
点がある。``Problems to be solved by the invention'' However, there are the following difficulties with the second method of expressing various supporting capacities on the ridges.
すなわち、打撃工法は騒音振動の問題かあり、また根固
め工法は、打込杭より先端支持力が小さい、特に鋼管杭
の場合抗体自身の断面積が小さく、また杭内面に付着す
る掘削土砂のため根固めコンク−リートの杭壁への付着
が不十分になり支持力発現に問題がある、この点を改良
したのが拡大根固め工法であるが、特殊オーガーヘッド
を使用して拡底掘削が必要である。また根固め用コンク
リート下部のスライムが完全に除去できないこと、完全
なコンクリート硬化までに時間かかかるなどの弱点をも
っている。In other words, the impact method has problems with noise and vibration, and the foot hardening method has a lower tip bearing capacity than a driven pile. Especially in the case of steel pipe piles, the cross-sectional area of the antibody itself is small, and there is also a risk of excavated soil adhering to the inner surface of the pile. As a result, the adhesion of the foot protection concrete to the pile wall becomes insufficient and there is a problem in developing bearing capacity.The expansion foot protection method is an improvement on this point. is necessary. It also has weaknesses, such as the inability to completely remove the slime at the bottom of the concrete used for foot protection, and the time it takes for the concrete to fully harden.
1問題点を解決するための手段」、「作用」本発明は畝
上の事情に鑑みなされたものでその要旨とするところは
、予じめ杭先端部内壁にねし状突起を付設し、中掘併用
の場合にあっては当該鋼管杭の中空部にスパイラルオー
ガーを挿入し、オーガーヘッドにより所定地盤まで掘削
排土しながら抗自重および圧入装置により沈設し、到達
後当該所定地盤に必要長ねじ込み貫入するとして、囲繞
拘束された状態にある杭内貫入土柱と杭内壁面との間で
該ねじ状突起を介して大なる摩擦抵抗を発生させてモン
ケン直打ち杭に近い支持力を発現させた点にある。1.Means for Solving the Problems", "Operations" The present invention was made in view of the situation on ridges, and its gist is that a screw-like projection is attached in advance to the inner wall of the tip of the pile, In the case of simultaneous excavation, a spiral auger is inserted into the hollow part of the steel pipe pile, and the auger head is used to excavate and remove soil to the specified ground, and the pile is sunk using self-retention and press-in equipment, and after reaching the specified ground, the required length is When penetrating with screws, a large frictional resistance is generated between the in-penetrating soil column in the pile, which is in a state of surrounding restraint, and the pile inner wall surface through the screw-like protrusion, and a bearing capacity similar to that of Monken directly driven piles is developed. The point is that I let it happen.
「実施例」 以下、これを図に基づいて詳細に説明する。"Example" This will be explained in detail below based on the drawings.
第1図a、bは中掘併用の場合に於ける本発明工法に於
ける鋼管杭のねじ込み貫入要領説明図、第2図は本発明
に於ける管内貫入機構説明図、第3図に)〜(■1)は
中掘併用の場合で示す施工順序説明図である。(Figures 1a and b are explanatory diagrams of the screw-in penetration procedure for steel pipe piles in the method of the present invention when combined with medium excavation, Figure 2 is an explanatory diagram of the mechanism for penetrating into pipes in the present invention, and Figure 3) ~(■1) is an explanatory diagram of the construction sequence in the case of combined use of medium excavation.
第1図に明示される如く、本発明工法に使用する鋼管杭
1は、先端部内壁にねじ状突起2を設ける。当該ねじ状
突起2は通常鉄筋をスパイラル状に溶接する。その他の
方法として板圧延の段階で突起を設けて、ねじ突起とな
す方法もある。As clearly shown in FIG. 1, the steel pipe pile 1 used in the construction method of the present invention is provided with a screw-shaped protrusion 2 on the inner wall of the tip. The threaded protrusion 2 is usually formed by welding reinforcing steel in a spiral shape. Another method is to provide a projection at the stage of sheet rolling to form a screw projection.
づ−
かかる鋼管杭1の中空部にスパイラルオーガー3を挿入
してオーガーヘッド3aにより支持層4とする所定地盤
まで掘削排土しながら杭自重および圧入装置で沈設する
。(a図)
尚、図中5フリクシヨンカツター、6は管外に設けられ
たねじ状突起を示し、又、図示の鋼管杭1はしぼり部を
介して径小円筒部に連らなる段状のものでもらて示され
ているが、通常のストレートのものであってもよい。A spiral auger 3 is inserted into the hollow part of the steel pipe pile 1, and the pile is sunk using the pile's own weight and a press-in device while excavating and removing earth to a predetermined ground that will become the support layer 4 using the auger head 3a. (Figure a) In the figure, 5 indicates a friction cutter, 6 indicates a screw-shaped projection provided outside the pipe, and the illustrated steel pipe pile 1 has a step connected to a small diameter cylindrical section via a constriction section. Although it is shown in a straight shape, it may also be a regular straight shape.
a図の沈設をなしたあとオーガードリルマシンにて杭1
を支持層4に所定長ねじ込み貫入させる。After depositing the pile as shown in figure a, use an auger drill machine to drill pile 1.
is screwed into the support layer 4 for a predetermined length.
(b図)
b図に於ける管内部のねじ効果と、貫入機構について説
明する。抗体を所定深度に貫入させるためには、管先端
から先端の土を管内部にスムーズに貫入させることが必
要である。(Figure b) The screw effect inside the tube and the penetration mechanism in Figure b will be explained. In order to penetrate the antibody to a predetermined depth, it is necessary to smoothly penetrate the soil from the tip of the tube into the inside of the tube.
管内に先端から侵入する土は、杭先端部において杭先端
荷重および管内ねし推力によって順次押し上げられる。The soil that enters the pipe from the tip is sequentially pushed up at the pile tip by the pile tip load and the internal thrust of the pipe.
抗体は、ねじのピッチ、貫入速度に整合した回6一
転数よりも早い回転数で回転しており、杭先端部で滑り
を生じているが、管内上は先端からトルクを伝達し、抗
体と管内上の間で相対速度を生じ回転しながら貫入する
。杭内土柱は杭が回転することにより杭内表面の摩擦抵
抗を動摩擦抵抗となし、回転にともなうねじ推力および
先端荷重で管内上を押し上げる。The antibody rotates at a faster rotation speed than the rotation speed that matches the pitch and penetration speed of the screw, causing slippage at the tip of the pile, but torque is transmitted from the tip inside the pipe and the antibody and It generates a relative speed between the tubes and penetrates while rotating. As the pile rotates, the soil pillar inside the pile turns the frictional resistance on the inner surface of the pile into dynamic frictional resistance, and the screw thrust and tip load that accompany the rotation push up the inside of the pipe.
第2図は上述の管内貫入機構を表現している。FIG. 2 depicts the above-mentioned tube penetration mechanism.
先端荷重を増すと、伝達トルクが増すが同時に杭先端部
内壁抵抗を増すので、先端荷重増は、土の管内貫入に効
果的に作用しない。Increasing the tip load increases the transmitted torque, but at the same time increases the internal wall resistance at the pile tip, so increasing the tip load does not effectively prevent soil from penetrating into the pipe.
したがっである適切な先端荷重で管内土柱にトルクを伝
達し、貴人させることが本工法のポイントである。Therefore, the key point of this construction method is to transmit torque to the soil pillars in the pipe with an appropriate tip load.
管内ねし突起は、先端荷重が杭先端側壁荷重の増加に作
用する少なくとも径dの2倍以上の範囲につける必要が
ある。The internal thread projection must be installed in a range that is at least twice the diameter d, where the tip load acts to increase the pile tip side wall load.
管外に設けるねじ状突起は杭外周地層を上部に掘り上げ
るような作用で地切りしている。したがって、管外周に
設ける突起は必ずしもスパイラル鉄筋でなくてもよく、
−船釣に使用されているような先端フリクションカッタ
ーのみの場合もある。The screw-shaped protrusion installed outside the pipe excavates the outer stratum of the pile by digging it upwards. Therefore, the protrusions provided on the outer circumference of the pipe do not necessarily have to be spiral reinforcing bars,
-In some cases, only a friction cutter at the tip, such as those used for boat fishing, is used.
しかしながら杭外周に先端のある長さスパイラル鉄筋を
設けることにより、貫入時の所要トルクを下げられ、ま
た、貫入後支持層と杭外周との摩擦抗力を増し、支持力
発現に効果がある。However, by providing a long spiral reinforcing bar with a tip on the outer circumference of the pile, the required torque at the time of penetration can be lowered, and the frictional resistance between the support layer and the outer circumference of the pile after penetration is increased, which is effective in developing supporting force.
施工順序を第3図で説明する。The construction sequence will be explained with reference to Figure 3.
(i)あらかじめ杭1中空部にスパイラルオーガー3を
挿入して杭打機7に建込む
(ii)スパイラルオーガー3をオーガー駆動装置3b
に接続し、鉛直性を確保して掘削を開始する。(i) Insert the spiral auger 3 into the hollow part of the pile 1 in advance and install it into the pile driver 7 (ii) Move the spiral auger 3 into the auger drive device 3b
Connect to the ground, ensure verticality, and start excavation.
(iii )スパライルオーガ3を回転させることによ
り、杭先端地盤を掘削しながら抗1を沈設する。(iii) By rotating the spiral auger 3, the shaft 1 is sunk while excavating the ground at the tip of the pile.
(iv )継手溶接作業に支障のない位置まで抗1を沈
設する。(iv) Set down resistor 1 to a position that does not interfere with joint welding work.
(i)と同様にしてスパイラルオーガー3を挿入した杭
1′を建込み上下のスパイラルオーガーを接続後、杭軸
が一直線になるようにして抗体の継手溶接を行なう。After erecting the pile 1' with the spiral auger 3 inserted in the same manner as in (i) and connecting the upper and lower spiral augers, weld the antibody joint so that the pile axes are aligned in a straight line.
(V)所定の深さまで沈設してスパイラルオーガーを逆
回転させ引き上げる
(vi)スパイラルオーガー引き抜き後、抗体とオーガ
ードリルマシン3bを接続して支持層4まで回転圧入し
、根入れして支持力を発現させる。(V) After sinking to a predetermined depth, rotate the spiral auger in the opposite direction and pull it up. (vi) After pulling out the spiral auger, connect the antibody and auger drill machine 3b, rotate and press-fit it to the support layer 4, and embed it to increase the supporting force. Make it manifest.
地盤の中間砂層N地が高くない場合(i)〜(v)の中
掘工程を省略し、最初から抗体とオーガードリルマシン
を接続して回転圧入することも可能である。If the intermediate sand layer N of the ground is not high, it is also possible to omit the intermediate excavation steps (i) to (v) and connect the antibody and an auger drill machine from the beginning and perform rotational press-fitting.
斜上本発明の特徴点は支持層に対して先端部内壁にねじ
状突起を付設した鋼管杭をねじ込み貫入させる点にある
が、これにより杭内に囲繞拘束された貫入土柱との間で
抗性の場合とは異なる大なる摩擦抵抗が奏されると共に
貫入効果が高まるものと解されるので対比測定を試みた
。The characteristic feature of the present invention is that a steel pipe pile with a screw-shaped protrusion attached to the inner wall of the tip is screwed into the support layer and penetrates the supporting layer, which allows the pile to penetrate between the pile and the penetrating soil column that is surrounded and restrained within the pile. Since it is understood that a large frictional resistance different from that in the case of resistance is exerted and the penetration effect is enhanced, a comparative measurement was attempted.
「測定例」
400φ×22ffiO杭施工例を内壁ねし有、無で比
較■ 杭先端、内壁ねし有
ねじ:13φ鉄筋溶接 外周400ピッチ内周40
0ピッチ
■ 杭先端、内壁ねし無
ねじ:13φ鉄筋溶接 外周400ピッチ以上の如
く、内壁のねじ効果で貫入時間を短がくできるのが判る
。"Measurement example" 400φ
0 pitch■ Pile tip, inner wall screwless: 13φ reinforcing bar welded It can be seen that the penetration time can be shortened by the screw effect of the inner wall, as shown in the outer circumference of 400 pitches or more.
「発明の効果」
以上の如く本発明工法によるならば内壁のねじ効果で支
持層に対して充分に根入れされると共に好適な固形状態
に保たれた管内土柱との間でフリクションを発生させる
こととなるので、簡易施工にかかわらず大なる支持力を
得ることが出来る。``Effects of the Invention'' As described above, according to the construction method of the present invention, friction is generated between the inner wall and the inner wall, which is sufficiently embedded in the support layer and maintained in a suitable solid state due to the screw effect. Therefore, a large supporting capacity can be obtained despite simple construction.
第1図a、bは本発明工法に於ける鋼管杭のねじ込み貫
入要領説明図、第2図は管内貫入機構説明図、第3図(
i)〜(vi)は施工順序説明図である。
1・・・鋼管杭、 2・・・ねじ状突起、 3・・・ス
パイラルオーガー、 3a・・・オーガーヘッド、 3
b・・・オーガー駆動装置、 4・・・支持層、 5・
・・フリクションカッター、 6・・・ねじ状突起、
7・・・杭打機。
フッ/Δ
ct b。
フ9七ンリFigures 1a and b are explanatory diagrams of the method for screwing in and penetrating steel pipe piles in the construction method of the present invention, Figure 2 is an explanatory diagram of the mechanism for penetrating into pipes, and Figure 3 (
i) to (vi) are construction order explanatory diagrams. DESCRIPTION OF SYMBOLS 1... Steel pipe pile, 2... Threaded projection, 3... Spiral auger, 3a... Auger head, 3
b... Auger drive device, 4... Support layer, 5...
...Friction cutter, 6...Threaded protrusion,
7... Pile driver. Fu/Δ ct b. Fu97inri
Claims (1)
の場合にあっては当該鋼管杭の中空部にスパイラルオー
ガーを挿入し、オーガーヘッドにより所定地盤まで掘削
排土しながら杭自重および圧入装置により沈設し、到達
後当該所定地盤に必要長ねじ込み貫入するとしてなるこ
とを特徴とする鋼管杭の施工法。A screw-shaped protrusion is attached to the inner wall of the tip of the pile in advance, and in the case of medium excavation, a spiral auger is inserted into the hollow part of the steel pipe pile. and a method for constructing a steel pipe pile, characterized in that the pile is deposited using a press-in device, and after reaching the specified ground, the pile is screwed to a required length to penetrate.
Priority Applications (5)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP62251381A JPH0194112A (en) | 1987-10-05 | 1987-10-05 | Construction of steel-pipe pile |
KR1019880012937A KR940004906B1 (en) | 1987-10-05 | 1988-10-04 | Hollow steel pile, manufacturing method and pipe driving method |
DE8888309254T DE3879842T2 (en) | 1987-10-05 | 1988-10-05 | HOLLOW STEEL PILE, GENERATION METHOD AND METHOD FOR FRAMING A PILE. |
EP88309254A EP0311363B1 (en) | 1987-10-05 | 1988-10-05 | Hollow steel pile, manufacturing method and pile driving method |
US07/803,703 US5137394A (en) | 1987-10-05 | 1991-12-03 | Hollow steel pile, manufacturing method and pile driving method |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP62251381A JPH0194112A (en) | 1987-10-05 | 1987-10-05 | Construction of steel-pipe pile |
Publications (1)
Publication Number | Publication Date |
---|---|
JPH0194112A true JPH0194112A (en) | 1989-04-12 |
Family
ID=17221989
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP62251381A Pending JPH0194112A (en) | 1987-10-05 | 1987-10-05 | Construction of steel-pipe pile |
Country Status (1)
Country | Link |
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JP (1) | JPH0194112A (en) |
Cited By (8)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH05287740A (en) * | 1992-04-13 | 1993-11-02 | Tenox Corp | Hollow pipe pile and construction method thereof |
JPH09125386A (en) * | 1995-11-01 | 1997-05-13 | Takara Kensetsu Kk | Steel pipe pile construction method and steel pipe pile pressing-in device |
WO1999046449A1 (en) * | 1998-03-10 | 1999-09-16 | Nippon Steel Corporation | Rotation buried pile and execution management method therefor |
JP2000144728A (en) * | 1998-09-01 | 2000-05-26 | Nkk Corp | Execution method of screw pile and screw pile used for it |
GB2364728A (en) * | 1998-05-16 | 2002-02-06 | Duncan Cuthill | A method of forming a pile whilst simultaneously drilling |
JP2003027472A (en) * | 2001-07-13 | 2003-01-29 | Mikio Umeoka | Steel pipe pile and embedded method therefor |
JP2007032044A (en) * | 2005-07-26 | 2007-02-08 | Sumitomo Metal Ind Ltd | Supporting structure of foundation pile and steel pipe pile |
WO2011090055A1 (en) * | 2010-01-19 | 2011-07-28 | 新日本製鐵株式会社 | Steel pipe pile |
Citations (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS612543B2 (en) * | 1979-05-10 | 1986-01-25 | Mitsubishi Jidosha Kogyo Kk |
-
1987
- 1987-10-05 JP JP62251381A patent/JPH0194112A/en active Pending
Patent Citations (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS612543B2 (en) * | 1979-05-10 | 1986-01-25 | Mitsubishi Jidosha Kogyo Kk |
Cited By (11)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH05287740A (en) * | 1992-04-13 | 1993-11-02 | Tenox Corp | Hollow pipe pile and construction method thereof |
JPH09125386A (en) * | 1995-11-01 | 1997-05-13 | Takara Kensetsu Kk | Steel pipe pile construction method and steel pipe pile pressing-in device |
WO1999046449A1 (en) * | 1998-03-10 | 1999-09-16 | Nippon Steel Corporation | Rotation buried pile and execution management method therefor |
US6394704B1 (en) | 1998-03-10 | 2002-05-28 | Nippon Steel Corporation | Screwed steel pile and method of construction management therefor |
GB2364728A (en) * | 1998-05-16 | 2002-02-06 | Duncan Cuthill | A method of forming a pile whilst simultaneously drilling |
GB2364728B (en) * | 1998-05-16 | 2002-12-04 | Duncan Cuthill | Method of and apparatus for installing a pile underwater to create a mooring anchorage |
JP2000144728A (en) * | 1998-09-01 | 2000-05-26 | Nkk Corp | Execution method of screw pile and screw pile used for it |
JP2003027472A (en) * | 2001-07-13 | 2003-01-29 | Mikio Umeoka | Steel pipe pile and embedded method therefor |
JP2007032044A (en) * | 2005-07-26 | 2007-02-08 | Sumitomo Metal Ind Ltd | Supporting structure of foundation pile and steel pipe pile |
WO2011090055A1 (en) * | 2010-01-19 | 2011-07-28 | 新日本製鐵株式会社 | Steel pipe pile |
JP4874433B2 (en) * | 2010-01-19 | 2012-02-15 | 新日本製鐵株式会社 | Steel pipe pile |
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