JPH04213616A - Construction of high bearing force cast-in-place concrete pile etc. - Google Patents
Construction of high bearing force cast-in-place concrete pile etc.Info
- Publication number
- JPH04213616A JPH04213616A JP40131290A JP40131290A JPH04213616A JP H04213616 A JPH04213616 A JP H04213616A JP 40131290 A JP40131290 A JP 40131290A JP 40131290 A JP40131290 A JP 40131290A JP H04213616 A JPH04213616 A JP H04213616A
- Authority
- JP
- Japan
- Prior art keywords
- guide pipe
- tip
- ground
- pile
- construction
- 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
- 239000004567 concrete Substances 0.000 title claims abstract description 26
- 238000010276 construction Methods 0.000 title claims abstract description 21
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 9
- 238000005056 compaction Methods 0.000 claims description 40
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 238000000034 method Methods 0.000 description 10
- 230000003014 reinforcing effect Effects 0.000 description 9
- 230000035515 penetration Effects 0.000 description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 241000722921 Tulipa gesneriana Species 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000011178 precast concrete Substances 0.000 description 2
- 230000002542 deteriorative effect Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
- Foundations (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
Description
【０００１】0001
【産業上の利用分野】この発明は、場所打ちコンクリ−
ト杭、埋込み杭、連続地中壁基礎等（以下、これらをま
とめて場所打ちコンクリ−ト杭等と云う）を構築する施
工方法において実施される、先端支持力を増強した高耐
力場所打ちコンクリ−ト杭等の施工方法に関する。[Industrial Application Field] This invention is applicable to cast-in-place concrete.
High-strength cast-in-place concrete with enhanced tip bearing capacity is used in construction methods for constructing concrete piles, embedded piles, continuous underground wall foundations, etc. (hereinafter collectively referred to as cast-in-place concrete piles, etc.). - Concerning construction methods for piles, etc.
【０００２】0002
【従来の技術】従来、場所打ちコンクリ−ト杭などの構
築においては、掘削による先端地盤の緩みが原因である
先端支持力の低下が問題とされ、特開昭６３−３１２４
１９号公報に記載された施工方法では、躯体コンクリ−
トが強度を発現した後に先端地盤中へ締固め杭を貫入し
て先端地盤を締固め支持力を高める施工方法が提案され
ている。[Prior Art] Conventionally, in the construction of cast-in-place concrete piles, etc., there has been a problem of a decrease in the supporting capacity of the tip due to loosening of the ground at the tip due to excavation.
In the construction method described in Publication No. 19, the structure is made of concrete.
A construction method has been proposed in which compaction piles are inserted into the ground at the tip after the tip has developed strength to compact the ground at the tip and increase the bearing capacity.
【０００３】0003
【発明が解決しようとする課題】上記した公知の施工方
法において、締固め杭を先端地盤中へ貫入する手段とし
ては、
１）モンケン等による打込み方式。
２）膨張材等を使用した圧入方式。
３）きりもみによる圧入方式。
などが開示されている。[Problems to be Solved by the Invention] In the above-mentioned known construction methods, the means for penetrating the tip of the compaction pile into the ground are as follows: 1) Driving method using Monken etc. 2) Press-fitting method using expansion material, etc. 3) Press-fitting method using kirimomi. etc. are disclosed.
【０００４】しかし、浅いものでも地下１０数ｍ、深い
ものだと地下３０〜５０ｍにも及ぶ場所打ちコンクリ−
ト杭等の先端地盤の中へ直径がおよそ約３０ｃｍ、長さ
５０ｃｍ〜１００ｃｍ位の締固め杭を地上に据付けたモ
ンケンや圧入機で操作し貫入することは極めて困難な仕
事であり、多くの時間が掛かり、工期が長びく。しかも
締固め杭の貫入に必要な反力を地上で確保するには非常
に大形の重機類が必要となり、コストが掛かる。また、
膨張材等を使用した圧入方式では、締固め杭が先端地盤
中へ所定の深さ貫入されたか否かの確認が出来ず信頼性
に欠ける。[0004] However, cast-in-place concrete can reach as much as 10 meters underground even if it is shallow, and as much as 30 to 50 meters underground if it is deep.
It is an extremely difficult job to operate and penetrate compaction piles with a diameter of approximately 30 cm and a length of 50 cm to 100 cm into the ground using a Monken or press-in machine installed on the ground. It is time consuming and prolongs the construction period. Moreover, in order to secure the reaction force necessary for the penetration of compaction piles on the ground, very large heavy machinery is required, which is costly. Also,
Press-fitting methods that use expansive materials or the like lack reliability because it cannot be confirmed whether the compaction pile has penetrated the tip of the pile to a predetermined depth into the ground.
【０００５】[0005]
【課題を解決するための手段】上記従来技術の課題を解
決するための手段として、この発明に係る高耐力場所打
ちコンクリ−ト杭等の施工方法は、図面に実施例を示し
たとおり、場所打ちコンクリ−ト杭等の施工方法におい
て、躯体１１の施工に先立ち、先端開口をノックアウト
可能な蓋板７で遮蔽され、かつ先端部内面の雌ネジ部４
ａに締固め杭６の雄ネジ部６ｂをねじ込んで締固め杭６
を装着したガイドパイプ４を先端地盤５に着底させてほ
ぼ垂直に設置する段階と、躯体１１の完成後に、前記ガ
イドパイプ４内に地上から回転軸１２を挿入し、締固め
杭６を回転させてネジ運動により前進させ蓋板７をノッ
クアウトして先端地盤５中へ所望の深さ貫入させる段階
と、その後ガイドパイプ４内に中詰モルタル１０等を充
填して締固め杭６を固定する段階と、より成ることを特
徴とする。[Means for Solving the Problems] As a means for solving the problems of the above-mentioned prior art, a method for constructing high strength cast-in-place concrete piles, etc. according to the present invention is provided, as an example shown in the drawings. In a method of constructing cast concrete piles, etc., prior to construction of the frame 11, the opening at the tip is shielded by a cover plate 7 that can be knocked out, and the female screw portion 4 on the inner surface of the tip is closed.
Screw the male threaded part 6b of the compaction pile 6 into the compaction pile 6.
At the stage where the guide pipe 4 equipped with the guide pipe 4 is placed on the ground 5 at the tip and installed almost vertically, and after the frame 11 is completed, the rotating shaft 12 is inserted from the ground into the guide pipe 4 and the compaction pile 6 is rotated. Then, the guide pipe 4 is filled with filling mortar 10, etc., and the compaction pile 6 is fixed. Characterized by stages and consisting of more.
【０００６】[0006]
【作用】躯体１１が強度を発現後に、ガイドパイプ４内
の先端部に予め装着されている締固め杭６を回転軸１２
で正転方向に回転すると、同締固め杭６はネジ運動によ
り前進（下降）してゆき、その前進力で蓋板７をノック
アウトし、そのまま先端地盤５中へ貫入される。このと
きの貫入反力は、ガイドパイプ４と躯体コンクリート１
１との接着力によって付与され、締固め杭６は先端地盤
５の中へ十分貫入でき、先端地盤を締固められる。[Operation] After the frame 11 has developed its strength, the compaction pile 6 installed in advance at the tip of the guide pipe 4 is moved to the rotating shaft 12.
When rotated in the forward direction, the compaction pile 6 moves forward (downward) due to screw movement, knocks out the cover plate 7 with its forward force, and penetrates into the ground 5 at its tip. The penetration reaction force at this time is between the guide pipe 4 and the concrete structure 1.
1, the compaction pile 6 can sufficiently penetrate into the ground at the tip 5 and compact the ground at the tip.
【０００７】かくして先端地盤５へ貫入された締固め杭
６は、ガイドパイプ４内に充填された中詰モルタル１０
等で固定されるから、締固め杭６が先端地盤５から緩ん
だり抜け出ることは阻止される。[0007] The compaction pile 6 that has penetrated into the tip of the ground 5 in this way is packed with mortar 10 filled in the guide pipe 4.
etc., the compaction pile 6 is prevented from loosening or coming out from the tip ground 5.
【０００８】[0008]
次に、図示した本発明の実施例を説明する。まず図１Ａ
〜Ｄは、高耐力場所打ちコンクリ−ト杭の施工における
枢要な工程図を示している。図１Ａは、地盤１に杭用の
孔２を支持層（以下、先端地盤と云う）５に達する深さ
まで掘削した段階を示し、図１Ｂは前記孔２の中に鉄筋
篭３とガイドパイプ４を設置した段階を示している。ガ
イドパイプ４は、図２のように場所打ちコンクリ−ト杭
用の孔２の直径（約２〜４ｍ位）とその横断面形状に基
いて配分された３箇所の位置に３本配置され（但し、位
置及び本数はこの限りではない）、各ガイドパイプ４…
は鉄筋３に結束するか又は溶接する方法などで一体的に
付設され、鉄筋篭３の設置を兼ねてガイドパイプ４も孔
２内に設置される。Next, illustrated embodiments of the present invention will be described. First, Figure 1A
~D shows important process diagrams in the construction of high-strength cast-in-place concrete piles. 1A shows a stage in which a hole 2 for a pile is excavated in the ground 1 to a depth that reaches a support layer (hereinafter referred to as the tip ground) 5, and FIG. 1B shows a reinforcing bar cage 3 and a guide pipe 4 in the hole 2. This shows the stage where the . As shown in Fig. 2, three guide pipes 4 are arranged at three positions distributed based on the diameter (approximately 2 to 4 m) of the hole 2 for cast-in-place concrete piles and its cross-sectional shape. However, the position and number are not limited to this), each guide pipe 4...
are integrally attached to the reinforcing bars 3 by bundling or welding, and a guide pipe 4 is also installed in the hole 2 to serve as the installation of the reinforcing bar basket 3.
【０００９】ガイドパイプ４には、締固め杭６の外径（
通常３０ｃｍ位）よりも少し大きい内径（例えば内径３
２ｃｍ位）で少なくとも孔２の深さと同等以上の長さを
有する鉄管が使用される。このガイドパイプ４の先端開
口は、図３Ａ〜Ｃのように鉄板による蓋板７で水密的に
遮蔽されている。また、ガイドパイプ４の先端部内面に
は雌ネジ部４ａが形成され、これに締固め杭６の雄ネジ
６ｂがねじ込まれ、締固め杭６はその先端が前記蓋板７
の直上に位置する配置で予めガイドパイプ４内の先端部
に装着されている（図４Ａ〜Ｃ）。蓋板７の内面とガイ
ドパイプ４の内面との間には、およそ４５°のテ−パで
倒立円すい形状をなす補強板８が設置され、蓋板７の耐
圧補強が行なわれている。その補強はガイドパイプ４の
下端が先端地盤５へ着底された際に蓋板７が破損されな
い程度に行なわれている。従って、鉄筋篭３と共に孔２
内に設置されたガイドパイプ４内に掘削泥水や打設コン
クリ−トが逆流することはない。前記の蓋板７には、そ
の中心部から放射状の配置で多数の切込み溝９が形成さ
れている。切込み溝９の詳細は図３Ｃに示したように、
蓋板７の外側面（下側面）に同蓋板７の板厚ｔ（約４ｍ
ｍ）に対して深さａ、開口幅ｂが２×２ｍｍ位のＶカッ
ト溝として形成されている。従って、蓋板７は外側面へ
の圧力に対しては強いが、内側面からの圧力には比較的
弱く、締固め杭６による破断（所謂ノックアウト）は容
易であり、蓋板７は各切込み溝９に沿ってチュ−リップ
状に破断される。The guide pipe 4 has an outer diameter (
The inner diameter is slightly larger than the inner diameter (usually about 30 cm) (for example, inner diameter 3
An iron pipe having a length at least equal to or more than the depth of the hole 2 is used. The opening at the tip of the guide pipe 4 is watertightly covered by a cover plate 7 made of an iron plate, as shown in FIGS. 3A to 3C. Further, a female screw portion 4a is formed on the inner surface of the tip portion of the guide pipe 4, into which a male screw portion 6b of the compaction pile 6 is screwed, and the tip of the compaction pile 6 is connected to the cover plate 7.
The guide pipe 4 is installed in advance at the distal end of the guide pipe 4 so as to be located directly above the guide pipe 4 (FIGS. 4A to 4C). A reinforcing plate 8 having an inverted conical shape with a taper of approximately 45° is installed between the inner surface of the cover plate 7 and the inner surface of the guide pipe 4, thereby reinforcing the cover plate 7 against pressure. The reinforcement is performed to such an extent that the cover plate 7 will not be damaged when the lower end of the guide pipe 4 bottoms out on the ground 5. Therefore, along with the reinforcing bar cage 3, the hole 2
Drilling mud and poured concrete will not flow back into the guide pipe 4 installed inside. A large number of cut grooves 9 are formed in the lid plate 7 in a radial arrangement from the center thereof. The details of the cut groove 9 are as shown in FIG. 3C.
The thickness t (approximately 4 m) of the lid plate 7 is on the outer surface (lower surface)
m) is formed as a V-cut groove with a depth a and an opening width b of approximately 2 x 2 mm. Therefore, although the cover plate 7 is strong against pressure on the outer surface, it is relatively weak against pressure from the inner side, and is easily broken by the compaction pile 6 (so-called knockout). It is broken along the groove 9 into a tulip shape.
【００１０】図１Ｃは、孔２の中へコンクリ−トを打設
して杭躯体１１を構築した段階を示し、図１Ｄは杭躯体
１１が強度を発現した後にガイドパイプ４中の締固め杭
６を先端地盤５に貫入させて高耐力場所打ちコンクリ−
ト杭の施工を完成した段階を示している。締固め杭６は
、図４Ａのように各ガイドパイプ４の上端から回転軸１
２を挿入して締固め杭６の上端の角軸６ａに回転軸先端
の角穴をはめ合せ、図示を省略した回転機で回転するこ
とによりネジ運動で前進させ、蓋板７を破断して先端地
盤５へ貫入される。ガイドパイプ４内は、蓋板７がノッ
クアウトされるまでは空気のみが存在する空間である。
締固め杭６は回転軸１２で回転されるにつれてネジ運動
で前進してゆき、そのままガイドパイプ下端の蓋板７を
突き破って先端地盤５中に十分深く貫入される（図４Ｂ
）。従って、締固め杭６の貫入に要する時間はほんの数
分程度である。締固め杭６により切込み溝９…に沿って
チュ−リップ状に破断された各破断片は、締固め杭６の
外周面にまとわり着く形になって遮蔽作用を発揮し、地
下水等がガイドパイプ４内に逆流することを良好に抑制
する。従って、貫入直後にガイドパイプ４内に充填され
た中詰モルタル１０の品質の低下は防止され、締固め杭
６は中詰モルタル１０によってしっかりと固定される。FIG. 1C shows the stage where concrete is poured into the hole 2 to construct the pile body 11, and FIG. 1D shows the compacted pile in the guide pipe 4 after the pile body 11 has developed its strength. 6 penetrates into the tip of the ground 5 to create high strength cast-in-place concrete.
The figure shows the stage at which the construction of the piles has been completed. The compaction pile 6 is inserted from the upper end of each guide pipe 4 to the rotating shaft 1 as shown in FIG. 4A.
2 is inserted and fitted into the square hole at the tip of the rotating shaft on the square shaft 6a at the upper end of the compaction pile 6, and is rotated by a rotating machine (not shown) to move it forward by a screw movement, and the cover plate 7 is broken. Penetrates into the tip ground 5. The inside of the guide pipe 4 is a space in which only air exists until the cover plate 7 is knocked out. As the compaction pile 6 is rotated by the rotary shaft 12, it advances by screw movement, and as it is, it breaks through the cover plate 7 at the lower end of the guide pipe and penetrates sufficiently deeply into the tip ground 5 (Fig. 4B
). Therefore, the time required for the compaction pile 6 to penetrate is only about a few minutes. Each broken piece fractured into a tulip shape by the compaction pile 6 along the cut grooves 9 clings to the outer circumferential surface of the compaction pile 6 and exerts a shielding effect, preventing groundwater etc. Backflow into the guide pipe 4 is effectively suppressed. Therefore, the quality of the filling mortar 10 filled in the guide pipe 4 immediately after penetration is prevented from deteriorating, and the compaction pile 6 is firmly fixed by the filling mortar 10.
【００１１】上述したようにネジ運動で先端地盤５中へ
貫入される締固め杭６は、その偏心を防ぎ、貫入時の抵
抗を軽減し、先端地盤５を押し広げる目的で矢のように
鋭く尖った先細の円錐形状を基本形とされ、均等直径部
分の外周に雄ねじ６ｂが形成され、上端面に角軸６ａが
短く形成されている。As described above, the compaction pile 6 that penetrates into the ground 5 at the tip by screw movement is sharp like an arrow in order to prevent eccentricity, reduce resistance during penetration, and spread the ground 5 at the tip. The basic shape is a tapered cone, and a male screw 6b is formed on the outer periphery of the equal diameter portion, and a short square shaft 6a is formed on the upper end surface.
【００１２】0012
【第２の実施例】
図５Ａ、Ｂは高耐力既成コンクリ−ト杭の施工図を示し
たものである。図５Ａは、既成コンクリ−ト杭１４の中
空部１４ａを締固め杭６のガイドパイプに利用するもの
で、同既成コンクリ−ト杭１４の中空部１４ａ内の下端
部に短いガイドパイプ４’を設置し、このガイドパイプ
４’の先端開口が蓋板７で遮蔽されている。また、同ガ
イドパイプ４’の内面に雌ねじ４ａが形成され、これに
締固め杭６の雄ねじ６ｂがねじ込まれている。地上から
既成コンクリ−ト杭１４の中空部１４ａ内に回転軸１２
を挿入して締固め杭６を回転し、ネジ運動により前進（
下降）させて蓋板７を破断させること、及び先端地盤５
の中へ貫入した締固め杭６は中空部１４ａ内に中詰めモ
ルタルを充填して固定することは、上記第１実施例の場
所打ちコンクリート杭の場合と同じである。[Second Embodiment] FIGS. 5A and 5B show construction drawings of a high-strength precast concrete pile. In FIG. 5A, the hollow part 14a of the pre-formed concrete pile 14 is used as a guide pipe for the compaction pile 6, and a short guide pipe 4' is installed at the lower end of the hollow part 14a of the pre-formed concrete pile 14. The opening at the tip of the guide pipe 4' is covered with a cover plate 7. Further, a female thread 4a is formed on the inner surface of the guide pipe 4', into which a male thread 6b of the compaction pile 6 is screwed. The rotating shaft 12 is inserted into the hollow part 14a of the pre-formed concrete pile 14 from the ground.
is inserted, rotates the compaction pile 6, and moves it forward (
lowering) to break the cover plate 7, and the tip ground 5
The compaction pile 6 penetrated into the hollow part 14a is filled with filling mortar and fixed in the same manner as in the case of the cast-in-place concrete pile of the first embodiment.
【００１３】[0013]
【第３の実施例】
図６は、高耐力地中連続壁基礎１６の施工図を示してい
る。この場合、ガイドパイプ４は壁鉄筋１５に付設され
、壁鉄筋１５と共に掘削孔中に設置されること、及びガ
イドパイプ４内の先端部に締固め杭６が予め装着され、
壁躯体コンクリート１６が強度を発現した後に各ガイド
パイプ４内の締固め杭６を回転し、ネジ運動により前進
させて先端地盤５中へ貫入させることは、各々上記第１
、２実施例の場合と同じである。[Third Embodiment] FIG. 6 shows a construction drawing of a high strength underground continuous wall foundation 16. In this case, the guide pipe 4 is attached to the wall reinforcing bars 15 and installed in the excavation hole together with the wall reinforcing bars 15, and a compaction pile 6 is installed in advance at the tip of the guide pipe 4,
After the wall concrete 16 develops strength, the compaction piles 6 in each guide pipe 4 are rotated and moved forward by screw movement to penetrate into the tip ground 5, respectively, as described in the first step.
, the same as in the second embodiment.
【００１４】[0014]
本発明に係る高耐力場所打ちコンクリート杭等の施工方
法によれば、締固め杭６の貫入に要する時間はかなり短
くて済み、短時間に高能率に作業できる。しかも地上か
らの操作として誰でも大して熟練を要することなくネジ
運動に基いて容易、確実に実施できる。締固め杭６は先
端地盤５の中へ確実に貫入させられ先端地盤５の締固め
効果が大きいから、ひいては先端支持力の大きい高耐力
場所打コンクリート杭等を提供でき、施工性と品質、信
頼性の高い構造物の構築に寄与するのである。According to the method for constructing high-strength cast-in-place concrete piles and the like according to the present invention, the time required for the penetration of the compaction pile 6 is considerably short, and the work can be carried out in a short time and with high efficiency. Moreover, anyone can easily and reliably perform the operation from the ground based on the screw movement without requiring much skill. Since the compaction pile 6 is reliably penetrated into the ground at the tip 5 and has a large compaction effect on the ground at the tip, it is possible to provide high-strength cast-in-place concrete piles with a large tip bearing capacity, improving workability, quality, and reliability. This contributes to the construction of highly functional structures.
【図１】Ａ〜Ｄは本発明の施工方法の枢要な工程図であ
る。FIGS. 1A to 1D are important process diagrams of the construction method of the present invention.
【図２】鉄筋篭に敷設したガイドパイプを示した斜視図
である。FIG. 2 is a perspective view showing a guide pipe laid in a reinforcing cage.
【図３】Ａ、Ｂ、Ｃはガイドパイプ下端部の拡大した断
面図と底面図及び切込み溝の拡大図である。3A, B, and C are an enlarged cross-sectional view and bottom view of the lower end of the guide pipe, and an enlarged view of the cut groove; FIG.
【図４】Ａ〜Ｃはガイドパイプ中の締固め杭を先端地盤
中へ貫入する工程の断面図である。FIGS. 4A to 4C are cross-sectional views of the process of penetrating the compaction pile in the guide pipe into the ground at the tip thereof.
【図５】Ａ、Ｂは高耐力既成コンクリート杭の施工図で
ある。FIGS. 5A and 5B are construction drawings of high-strength precast concrete piles.
【図６】高耐力地中連続壁基礎の施工図である。FIG. 6 is a construction drawing of a high-strength underground continuous wall foundation.
１１ 躯体 ７ 蓋板 ４ ガイドパイプ ５ 先端地盤（支持層） ６ 締固め杭 １０ 中詰めモルタル 11. Body 7 Lid plate 4 Guide pipe 5 Tip ground (supporting layer) 6 Compaction pile 10 Filled mortar
Claims (1)
において、躯体の施工に先立ち、先端開口をノックアウ
ト可能な蓋板で遮蔽され、かつ先端部内面の雌ネジ部に
締固め杭の雄ネジ部をねじ込んで締固め杭を装着したガ
イドパイプを先端地盤に着底させてほぼ垂直に設置する
段階と、躯体の完成後に、前記ガイドパイプ内に地上か
ら回転軸を挿入し、締固め杭を回転してネジ運動により
前進させ蓋板をノックアウトして先端地盤中へ所望の深
さ貫入させる段階と、その後ガイドパイプ内に中詰モル
タル等を充填して締固め杭を固定する段階と、より成る
ことを特徴とする高耐力場所打ちコンクリ−ト杭等の施
工方法。Claim 1: In a construction method for cast-in-place concrete piles, etc., prior to construction of the frame, the opening at the tip is shielded with a cover plate that can be knocked out, and the male thread of the compaction pile is attached to the female thread on the inner surface of the tip. The guide pipe with the compaction pile attached to it is screwed in, and the tip of the guide pipe is placed on the ground almost vertically.After the frame is completed, a rotating shaft is inserted from the ground into the guide pipe, and the compaction pile is installed. A stage of rotating and moving forward by screw movement to knock out the cover plate and penetrating the tip into the ground to a desired depth, and then a stage of filling the guide pipe with filling mortar etc. and fixing the compaction pile, and more. A construction method for high-strength cast-in-place concrete piles, etc., characterized by:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP40131290A JP2881501B2 (en) | 1990-12-11 | 1990-12-11 | Construction method for high strength cast-in-place concrete piles |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP40131290A JP2881501B2 (en) | 1990-12-11 | 1990-12-11 | Construction method for high strength cast-in-place concrete piles |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH04213616A true JPH04213616A (en) | 1992-08-04 |
| JP2881501B2 JP2881501B2 (en) | 1999-04-12 |
Family
ID=18511151
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP40131290A Expired - Fee Related JP2881501B2 (en) | 1990-12-11 | 1990-12-11 | Construction method for high strength cast-in-place concrete piles |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2881501B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06287941A (en) * | 1993-04-02 | 1994-10-11 | Takenaka Komuten Co Ltd | Compaction pile for high bearing force cast-in-place concrete pile and the like and connecting tool thereof |
| CN106988316A (en) * | 2017-05-08 | 2017-07-28 | 中铁上海设计院集团有限公司 | A kind of sectional type pore-forming for spinning steel bushing pipe perfusion pile irrigates synchronous method |
-
1990
- 1990-12-11 JP JP40131290A patent/JP2881501B2/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06287941A (en) * | 1993-04-02 | 1994-10-11 | Takenaka Komuten Co Ltd | Compaction pile for high bearing force cast-in-place concrete pile and the like and connecting tool thereof |
| CN106988316A (en) * | 2017-05-08 | 2017-07-28 | 中铁上海设计院集团有限公司 | A kind of sectional type pore-forming for spinning steel bushing pipe perfusion pile irrigates synchronous method |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2881501B2 (en) | 1999-04-12 |
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