JPS63312419A - Construction of in-situ concrete pile of high bearing force - Google Patents
Construction of in-situ concrete pile of high bearing forceInfo
- Publication number
- JPS63312419A JPS63312419A JP14604387A JP14604387A JPS63312419A JP S63312419 A JPS63312419 A JP S63312419A JP 14604387 A JP14604387 A JP 14604387A JP 14604387 A JP14604387 A JP 14604387A JP S63312419 A JPS63312419 A JP S63312419A
- Authority
- JP
- Japan
- Prior art keywords
- pile
- concrete
- compaction
- hole
- ground
- 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 50
- 238000010276 construction Methods 0.000 title claims description 15
- 238000011065 in-situ storage Methods 0.000 title 1
- 238000005056 compaction Methods 0.000 claims abstract description 34
- 238000000034 method Methods 0.000 claims abstract description 16
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 12
- 239000000463 material Substances 0.000 claims description 9
- 238000007596 consolidation process Methods 0.000 claims description 7
- 238000005553 drilling Methods 0.000 claims description 5
- 239000011505 plaster Substances 0.000 claims description 3
- 244000124853 Perilla frutescens Species 0.000 claims 1
- 102000001999 Transcription Factor Pit-1 Human genes 0.000 abstract 2
- 108010040742 Transcription Factor Pit-1 Proteins 0.000 abstract 2
- 238000009412 basement excavation Methods 0.000 description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 3
- 239000004568 cement Substances 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 239000003673 groundwater Substances 0.000 description 3
- 239000008267 milk Substances 0.000 description 3
- 210000004080 milk Anatomy 0.000 description 3
- 235000013336 milk Nutrition 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 238000009835 boiling Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 239000011372 high-strength concrete Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
Abstract
Description
【発明の詳細な説明】
産業上の利用分野
この発明は、現場で築造される場所打ちコンクリート杭
の施工法に係り、さらにいえば掘削孔の孔底地盤を改良
強化して大きな杭支持力を生じさせるように改良した高
耐力場所打ちコンクリート杭の施工法に関する。[Detailed Description of the Invention] Industrial Application Field The present invention relates to a construction method for cast-in-place concrete piles constructed on-site, and more specifically, improves and strengthens the bottom ground of an excavated hole to increase pile bearing capacity. This invention relates to a method of constructing high-strength cast-in-place concrete piles that has been improved to produce high-strength cast-in-place concrete piles.
従来の技術
（１） 場所打ちコンクリート杭の施工法に関しては
、これまてスライムの除去法やコンクリート打設技術、
掘削泥水の管理などに数多くの改善、工夫かなされ、大
きく進歩して信頼性の高いものになってきている。Conventional technology (1) Regarding the construction method of cast-in-place concrete piles, there have been no methods for removing slime, concrete pouring technology,
Numerous improvements and innovations have been made to the management of drilling mud, making great progress and making it highly reliable.
しかし、削孔に伴なう地盤の緩みに伴なう杭支持力の低
下防止の技術に関しては、依然として泥水によりボイリ
ングを防止する程度のことに止まっている。ちなみに第
１図のように杭孔２を掘削した場合、その周辺の点線て
支持した領域の地盤か緩むのである。However, the technology for preventing the decline in pile bearing capacity due to the loosening of the ground due to drilling is still limited to preventing boiling caused by muddy water. By the way, when the pile hole 2 is excavated as shown in Figure 1, the ground in the area supported by the dotted line around it becomes loose.
（２） この点、特公昭５５−５０１４１２号、特公昭
５６−４６８５号、特公昭６０−５８３３５号公報にそ
れぞれ記載された杭先端処理法は、削孔した杭孔中へ、
先端にシューブロックを付設した既製管状体を挿入し、
前記シューブロックを押し込んで掘削孔底の先端地盤を
締固め、しかる後にシューブロックの上に凝固材料を打
設して杭支持力を増強させるようにした点が注目される
。(2) In this regard, the pile tip treatment methods described in Japanese Patent Publication No. 55-501412, Japanese Patent Publication No. 56-4685, and Japanese Patent Publication No. 60-58335, which
Insert a ready-made tubular body with a shoe block attached to the tip,
It is noteworthy that the shoe block is pushed in to compact the ground at the tip of the bottom of the excavation hole, and then solidified material is placed on top of the shoe block to increase the pile supporting capacity.
本発明が解決しようとする問題点
（Ｉ） 場所打ちコンクリート杭の支持力性能に関し
ては、削孔に伴って緩んだ地盤の性状か評価され、もと
もとその地盤か有していた強度を損ねた状態て低く見積
られている。Problem to be solved by the present invention (I) Regarding the bearing capacity performance of cast-in-place concrete piles, it is important to evaluate the properties of the ground that has loosened due to drilling, and that the strength that the ground originally had has been lost. It is estimated to be low.
例えば東京礫層ては、現行の規範にしたがえば、見掛け
の極限支持力は７５０ｔｏｎ／ｍ２と評価されているが
、この地盤の真の極限支持力は４０００ｔｏ、７ｍ２を
下らないものと推定されている。というのも載荷試験に
よっては未だ極限値か正確には認識されていない状況に
あるためである。For example, according to current standards, the apparent ultimate bearing capacity of the Tokyo gravel layer is estimated to be 750 tons/m2, but the true ultimate bearing capacity of this ground is estimated to be no less than 4000 tons, or 7 m2. There is. This is because depending on the loading test, the limit value has not yet been accurately recognized.
（ＩＩ ） ところて、従来の場所打ちコンクリート
杭ては、杭周面摩擦力の剛性に比して杭先端地盤の剛性
は小さいものてあった。このため周面摩擦力に期待する
か、杭先端支持力に期待するか、あるいは両者をどのよ
うに評価すべきか、明解にされていないのが実情である
。(II) However, in conventional cast-in-place concrete piles, the rigidity of the ground at the tip of the pile is smaller than the rigidity of the friction force on the circumferential surface of the pile. For this reason, the reality is that it is not clear whether to expect the peripheral surface friction force, the pile tip support force, or how to evaluate both.
（ｍ） 次に、現行の場所打ちコンクリート杭の設計
支持力と実際の支持力とに落差を生ずる主な原因、理由
としては、およそ次の事項が挙げられている。(m) Next, the following are listed as the main causes and reasons for the head difference between the design bearing capacity and the actual bearing capacity of current cast-in-place concrete piles.
（１）スライムの影響。(1) Effects of slime.
（２）掘削に伴なう土被り重量の除荷による地盤の緩み
。(2) Loosening of the ground due to the unloading of the overburden weight associated with excavation.
（３）杭の周面摩擦と、杭先端地盤の支持力それぞれに
おける剛性の相違。(3) Differences in rigidity in the circumferential friction of the pile and the bearing capacity of the ground at the tip of the pile.
総して言えば、従来の場所打ちコンクリート杭は、自然
に用意されている地盤条件をわざわざ劣。Generally speaking, conventional cast-in-place concrete piles deliberately degrade the naturally available ground conditions.
悪な状態にして利用していることになり、理にかなった
ものになっていない。It means that it is being used in a bad state, and it is not making sense.
（ＩＶ） この点、上述した特公昭５５−５０１３２
号公報等に記載された杭先端処理法は、掘削により一旦
緩んだ杭先端地盤をシューブロックの押し込みにより再
び締固めるのて、理にかなっており、杭支持力を増強す
ることに効果を奏するものといえる。(IV) In this regard, the above-mentioned Special Publication No. 55-50132
The pile tip treatment method described in the publication is logical because it recompacts the pile tip ground once loosened by excavation by pushing in shoe blocks, and is effective in increasing the pile bearing capacity. It can be said to be a thing.
しかし、場所打ちコンクリート杭の直径は小さいもので
もφ１０００位はあり、大きいものになるとφ３０００
位のものも少なくない。しかるに、前記杭先端処理法が
不可決の要件とする既製の管状体は、そんなに大きな直
径のものを製作することは至難であるし、仮にそれか製
作出来たとしてもそれほど大きな直径のシューブロック
を地盤の締固め効果が得られるように十分に押し込む手
段は未だ見当らないから、実施の可能性に問題点がある
。However, the diameter of cast-in-place concrete piles can be as small as 1,000 dia, and as large as 3,000 dia.
There are quite a few of them. However, it is extremely difficult to manufacture a ready-made tubular body with such a large diameter, which is an unmet requirement of the pile tip treatment method, and even if it were possible, it would be difficult to manufacture a shoe block with such a large diameter. There is a problem with the possibility of implementation, as there is still no way to push the soil sufficiently to achieve a soil compaction effect.
問題点を解決するための手段
上記従来技術の問題点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ート杭の施工法は
、図面の第１図〜第１１図に好適な実施例を示したとお
り、
杭孔２を掘削した後に締固め杭４を付設した鉄筋籠を杭
孔２内へ挿入して設置し、コンクリート７を打設しこの
コンクリート７が強度を発現した後に、前記締固め杭４
を孔底地盤中へ所定の深さまて打込む工程から成るもの
とした。Means for Solving the Problems As a means for solving the problems of the prior art described above, the construction method for high strength cast-in-place concrete piles according to the present invention is implemented as shown in FIGS. 1 to 11 of the drawings. As shown in the example, after a pile hole 2 is excavated, a reinforcing bar cage with compaction piles 4 attached is inserted and installed into the pile hole 2, concrete 7 is poured, and after this concrete 7 has developed strength, The compaction pile 4
The process consists of driving the hole into the ground at the bottom of the hole to a predetermined depth.
より具体的には、締固め杭４は鉄筋籠に付設したガイド
パイプ５中の先端部に可動状態に装填しておき、打設コ
ンクリート７が強度を発現した後に重錘９により打ち込
む方法のほか、締固め杭４は先端にオーガービット１４
を有するねじ込み杭となし、先端を石膏などで水密な栓
１６をして鉄筋籠に付設したガイドパイプ５中の先端部
に前記ねじ込み杭４を可動状態に装填しておき、打設コ
ンクリート７が強度を発現した後に回転機１５によりね
し込み杭４を所定の深さまでねじ込み、その後にガイド
パイプ５中にコンクリート１０等を注入する方法か実施
される。More specifically, the compaction pile 4 is movably loaded at the tip of a guide pipe 5 attached to a reinforcing bar cage, and is driven by a weight 9 after the poured concrete 7 has developed strength. , the compaction pile 4 has an auger bit 14 at the tip.
The screwed pile 4 is movably loaded into the tip of a guide pipe 5 attached to a reinforcing bar cage with a watertight stopper 16 made of plaster or the like at its tip, and the concrete 7 is After developing strength, the screw pile 4 is screwed in to a predetermined depth by the rotating machine 15, and then concrete 10 or the like is poured into the guide pipe 5.
なお、締固め杭４の打込みの過程又は打込み後に、同締
固め杭４から孔底地盤中に１３地盤固結材を注入するこ
とも行なう。In addition, during or after driving the compaction pile 4, the ground consolidation material 13 is also injected into the ground at the bottom of the hole from the compaction pile 4.
作 用
鉄筋籠の設置作業により、併せて締固め杭４の設置も行
なわれる。The compaction piles 4 will also be installed at the same time as the reinforcing bar cage installation work.
ガイドパイプ５の中に付設された締固め杭４は、打設コ
ンクリート７が強度を発現した後に打ち込むのて、掘削
により一旦は緩められた孔底地盤について回続４の体積
相当分の締固め効果（例えばＮ値５０以上）か簡単、確
実に得られる。The compaction pile 4 attached to the guide pipe 5 is driven after the poured concrete 7 has developed strength, and compacts the hole bottom ground, which has been loosened by the excavation, by an amount equivalent to the volume of the recirculation 4. Effects (for example, N value of 50 or more) can be easily and reliably obtained.
かくして締固めた孔底地盤の上に築造された場所打ちコ
ンクリート杭の許容支持力は、５００Ｌｙｌ ／ Ｉ’
１１２以上（現行の許容支持力２５０ ｔｏｎ／ ｍ
２の約２倍以上）を期待できるのである。The allowable bearing capacity of cast-in-place concrete piles constructed on the thus compacted hole bottom ground is 500Lyl/I'
112 or more (current allowable supporting capacity 250 ton/m
2) can be expected.
実施例 次に、図面に示した実施例を説明する。Example Next, the embodiment shown in the drawings will be described.
まず第１図は、従前の場所打ちコンクリート杭の施工手
順と同様に、ｉ［１に杭孔２を所定の深さまで掘削した
段階を示している。図中３は泥水を示し、Ｗは地下水位
を示している。また、図中の点線は掘削により地盤が緩
められた領域を示している。First, FIG. 1 shows a stage in which a pile hole 2 is excavated to a predetermined depth at i[1, similar to the conventional cast-in-place concrete pile construction procedure. In the figure, 3 indicates muddy water, and W indicates the groundwater level. Furthermore, the dotted lines in the figure indicate areas where the ground has been loosened by excavation.
第２図は、図示を省略した鉄筋籠と共にこれに付設した
ガイドパイプ５を杭孔２の中へ挿入して設置した状態を
示している。FIG. 2 shows a reinforcing bar cage (not shown) and a guide pipe 5 attached thereto inserted into the pile hole 2 and installed.
ガイドパイプ５の中には、その先端部に締固め杭４が可
動状態に装填されている。この締固め杭４は、高強度コ
ンクリート製又は鋼製（鋼管製）などとして作られてい
る。締固め杭４の先端部は掘削孔底面よりも幾分深く押
し込まれた状態に位置させるものとし、もって杭打込み
時の打設コンクリートによる抵抗が殆ど生じないものと
される。同様の観点て、ガイドパイプ５と締固め杭４と
の関係は、地下水又は泥水あるいは打設コンクリートの
流入（逆流）を防ぐパツキン等を設置した水密構造とさ
れている。ガイドパイプ２及び締固め杭４は、例えば第
４図に示したように数本を等配して設置される。A compaction pile 4 is movably loaded into the guide pipe 5 at its tip. The compaction pile 4 is made of high-strength concrete or steel (steel pipe). The tip of the compaction pile 4 is positioned somewhat deeper than the bottom of the excavation hole, so that almost no resistance is generated by the concrete when driving the pile. From a similar point of view, the relationship between the guide pipe 5 and the compaction pile 4 is a watertight structure in which a seal or the like is installed to prevent the inflow (backflow) of groundwater, muddy water, or poured concrete. For example, several guide pipes 2 and compaction piles 4 are installed at equal intervals as shown in FIG.
ｆｆ′５３図は、トレミー管６（第２図）を使用して杭
孔２の中にコンクリート７を打設し、この打設コンクリ
ート７が所定の強度を発現した後に、地上のウィンチワ
イヤ８に吊り下げたモンケン９をガイドパイプ５の中へ
入れて上下させ、締固め杭４を孔底地盤中へ所定の深さ
まで打込み、締固め杭４の打込みを完了したガイドパイ
プ５の中にはセメントミルク（又はコンクリート）１０
を注入して固化させた段階を示している。Figure ff'53 shows that concrete 7 is poured into the pile hole 2 using the tremie pipe 6 (Figure 2), and after the poured concrete 7 has developed a predetermined strength, the winch wire 8 on the ground is Place the suspended Monken 9 into the guide pipe 5 and move it up and down, and drive the compaction pile 4 into the ground at the bottom of the hole to a predetermined depth. Cement milk (or concrete) 10
This shows the stage where it has been injected and solidified.
締固め杭４は、当該場所打ちコンクリート杭の直径の１
．５倍程度の深さまで打込むものとする。かくすると、
締固め杭４か打込まれた体積に比例して場所打ちコンク
リート杭７の先端地盤の掘削に伴なって生まれた緩みか
完全に元に戻るばかりでなく、その剛性が従来のものよ
りも数等大きく改良される。その結果、現行の場所打ち
コンクリート杭に許容されている２５０ｔｏｎ／ｍ２と
いう許容支持力の２倍以上の大きな支持力を期待てきる
のである。The compaction pile 4 has a diameter of 1 of the cast-in-place concrete pile.
．． It shall be driven to about 5 times the depth. Thus,
In proportion to the volume of the compaction pile 4 that has been driven, not only does the looseness that was created due to the excavation of the tip of the cast-in-place concrete pile 7 completely return to its original state, but also its rigidity is significantly higher than that of conventional ones. etc. will be greatly improved. As a result, we can expect a bearing capacity that is more than twice the allowable bearing capacity of 250 tons/m2, which is currently allowed for cast-in-place concrete piles.
第２の実施例
第５図と第６図に示した場所打ちコンクリート杭の施、
工法は、基本的には上記の第１実施例と変らないか、締
固め杭４は第７図に詳示した如く周面に地下水が流入し
ない構造の逆止弁付吐出口１１をもつ鋼管杭として作ら
れている。しかも同抗体内に砂礫１２等の充填材と膨張
性注入固結材１３とを一緒に封入されている。つまり、
この締固め杭４の場合打込み後に前記膨張性注入固結材
１３か膨張変化して前記吐出口１１から周囲地盤中に吐
出注入されるため、締固めと固結作用により杭先端地盤
の剛性が数等大きくなるように改良するものである。Second Embodiment Application of cast-in-place concrete piles shown in Figures 5 and 6,
The construction method is basically the same as the first embodiment described above, or the compaction pile 4 is a steel pipe having a discharge port 11 with a check valve and a structure that prevents groundwater from flowing into the peripheral surface, as shown in detail in Fig. 7. It is made as a stake. Moreover, a filler such as sand and gravel 12 and an expandable injection consolidation material 13 are enclosed together in the same antibody. In other words,
In the case of this compacted pile 4, after driving, the expandable injected consolidation material 13 expands and is discharged and injected into the surrounding ground from the discharge port 11, so that the rigidity of the ground at the tip of the pile increases due to the compaction and consolidation action. It is intended to be improved so that the number, etc., becomes larger.
第３の実施例
第８図と第９図に示した場所打ちコンクリート杭の施工
法も、基本的には上記の第１実施例と変らないか、締固
め杭４は、先端にオーガービット１４を有するねじ込み
杭として作られている。そして、打設コンクリート７か
強度を発現した後に地上からオーガーマシンの如き回転
ａ１５の長い回転軸をガイドパイプ５の中に挿し入れて
ねじ込み４に接続し、回続４を所定の深さまてねじ込む
のである。Third Embodiment The construction method for the cast-in-place concrete piles shown in FIGS. 8 and 9 is basically the same as the first embodiment described above. It is made as a screw-in pile with After the poured concrete 7 has developed its strength, insert the long rotating shaft of the rotating a15 such as an auger machine from the ground into the guide pipe 5, connect it to the screw 4, and screw the convex 4 to a predetermined depth. It is.
なお、本実施例の場合、地下水や泥水３か締固め杭４を
装填したガイドパイプ５の中に流入（逆流）しないよう
に防ぐ手段として、第１０図に示したようにガイドパイ
プ５の先端部に石膏などで固めた栓１６を設けてあり、
締固め杭４はそのオーガービット１４て栓１６を破壊し
て孔底地盤中にねじ込まれる。In the case of this embodiment, as a means to prevent underground water or muddy water 3 from flowing (backflow) into the guide pipe 5 loaded with the compaction piles 4, the tip of the guide pipe 5 is installed as shown in FIG. A stopper 16 hardened with plaster or the like is provided at the end.
The compaction pile 4 is screwed into the ground at the bottom of the hole by destroying the plug 16 with its auger bit 14.
また、このねじ込み杭４は、その先端をオーガービット
１４のところから地盤固結材を吐出する４Ｍ戊となし、
ねじ込みの過程て地盤中へ固結材を注入するものとされ
ている。In addition, this screwed pile 4 has a 4M hole at its tip that discharges ground consolidation material from the auger bit 14,
Consolidation material is supposed to be injected into the ground during the screwing process.
この場合に使用される固結材としては、セメントミルク
か一般的であるか、上述の膨張性注入固結材も適用可て
きる。The solidifying material used in this case may be cement milk, a general cement milk, or the above-mentioned expandable injection solidifying material.
その他の実施例
以上の各実施例は場所打ちコンクリート杭の施工法であ
るか、第１１図は連続地中壁１７の施工法として応用実
施した場合を示している。築造される対象物が円形の杭
から長い壁体に変ったたけて、施工法としての本質に変
わりはない。即ち、図示を省略した壁用鉄筋と共にガイ
ドパイプ５・・・を設置し、打設コンクリートか強度を
発現した後に締固め杭４・・・を打込み、孔底地盤の剛
性を高めるのて連続地中壁１７の支持力が数等大きく改
良されるのである。Other Embodiments Each of the above embodiments is a construction method for cast-in-place concrete piles, and FIG. 11 shows a case in which it is applied as a construction method for a continuous underground wall 17. Although the object to be constructed has changed from circular piles to long walls, the essence of the construction method remains the same. That is, guide pipes 5 are installed together with wall reinforcing bars (not shown), and after the poured concrete has developed strength, compaction piles 4 are driven to increase the rigidity of the ground at the bottom of the hole. The supporting force of the inner wall 17 is greatly improved.
本発明か奏する効果
以上に実施例と併せて詳述したとおりであって、この発
明に係る高耐力場所打ちコンクリート杭の施工法は、従
前の施工手順に孔底地盤の締固め工程を付加したたけで
あるから容易に実施可能である、
その上、掘削に伴なう孔底地盤の緩みを完全に元に戻し
又はそれ以上に締固めるのて、杭先端地盤の剛性か確実
に従来より数等大きく改良される。The effects achieved by the present invention are as described in detail in conjunction with the examples, and the construction method of high strength cast-in-place concrete piles according to the present invention adds a compaction process of the ground at the bottom of the hole to the conventional construction procedure. In addition, the loosening of the ground at the bottom of the hole due to excavation can be completely restored or further compacted, and the rigidity of the ground at the tip of the pile can be improved by a number of points compared to conventional methods. etc. will be greatly improved.
しかもこの改良された孔底地盤部分の剛性は杭周面の摩
擦剛性よりも大きく、勿論、地盤そのものも自然なまま
の状態よりも大きな支持力を発揮するので、現行の２倍
以上の許容杭支持力を期待てきる高耐力場所打ちコンク
リート杭となるのである。Moreover, the rigidity of this improved hole bottom ground is greater than the frictional stiffness of the pile circumferential surface, and of course the ground itself exhibits a greater bearing capacity than its natural state, so the permissible pile is more than twice that of the current one. This results in high-strength cast-in-place concrete piles that are expected to have great bearing capacity.
第１図〜第３図はこの発明の施工法の枢要な工程を示し
た断面図、第４図は第３図のＩＶ−ＩＶ矢視断面図、第
５図と第６図は第２実施例の枢要な工程を示した断面図
、第７図は締固め杭の詳細図、第８図〜第１０図は第３
実施例の枢要な工程を示した断面図、第１１図は第４実
施例の斜視図てあ第３図
第４図
第５図
第６図
第８図
第９図
ｅ松韮
１ｏ ・
７、／ 冒閣趣軌
第１０図Figures 1 to 3 are cross-sectional views showing the important steps of the construction method of the present invention, Figure 4 is a cross-sectional view taken along the line IV-IV in Figure 3, and Figures 5 and 6 are cross-sectional views of the second implementation method. Figure 7 is a detailed view of the compaction pile, Figures 8 to 10 are the 3rd cross-sectional view showing the important steps in the example.
Fig. 11 is a perspective view of the fourth embodiment; Fig. 3; Fig. 5; Fig. 6; Fig. 8; Fig. 9; / Adventures of the Emperor, Figure 10
Claims (1)
した鉄筋籠を杭孔（２）内へ挿入して設置し、コンクリ
ート（７）を打設しそのコンクリート（７）が強度を発
現した後に、前記締固め杭（４）を孔底地盤中へ所定の
深さまで打込む工程から成ることを特徴とする高耐力場
所打ちコンクリート杭の施工法。 【２】特許請求の範囲第１項に記載した締固め杭（４）
は、鉄筋籠に付設したガイドパイプ（５）中の先端部に
可動状態に装填しておき、打設コンクリート（７）が強
度を発現した後に重錘（９）により当該場所打ちコンク
リート杭（７）の直径の１．５倍程度の深さ打込み、そ
の後にガイドパイプ（５）中にコンクリート（１０）等
を注入することを特徴とする高耐力場所打ちコンクリー
ト杭の施工法。 【３】特許請求の範囲第１項に記載した締固め杭（４）
は、先端にオーガービット（１４）を有するねじ込み杭
であり、先端を石膏などで水密な栓（１６）をして鉄筋
籠に付設したガイドパイプ（５）中の先端部に前記ねじ
込み杭（４）を可動状態に装填しておき、打設コンクリ
ート（７）が強度を発現した後に回転機（１５）により
ねじ込み杭（４）を所定の深さまでねじ込み、その後に
ガイドパイプ（５）中にコンクリート（１０）等を注入
することを特徴とする高耐力場所打ちコンクリート杭の
施工法。 【４】特許請求の範囲第１項又は第２項又は第３項に記
載した締固め杭（４）の打込みの過程又は打込み後に、
同締固め杭（４）から孔底地盤中に地盤固結材（１３）
を注入することを特徴とする高耐力場所打ちコンクリー
ト杭の施工法。 【５】特許請求の範囲第１項に記載した削孔工程は、地
中連続壁（１７）施工用の孔の掘削として行なうことを
特徴とする高耐力場所打ちコンクリート杭の施工法。[Scope of Claims] [1] After excavating the pile hole (2), a reinforcing bar cage with compaction piles (4) is inserted and installed into the pile hole (2), and concrete (7) is poured. A method of constructing a high-strength cast-in-place concrete pile, comprising the step of driving the compaction pile (4) into the ground at the bottom of the hole to a predetermined depth after the shiso concrete (7) has developed strength. [2] Compaction pile (4) described in claim 1
is movably loaded at the tip of a guide pipe (5) attached to a reinforcing bar cage, and after the cast concrete (7) has developed strength, the cast-in-place concrete pile (7) is used with a weight (9). ) A method of constructing high-strength cast-in-place concrete piles, which is characterized by driving the piles to a depth of approximately 1.5 times the diameter of the piles, and then pouring concrete (10) etc. into the guide pipes (5). [3] Compaction pile (4) described in claim 1
is a screwed pile having an auger bit (14) at its tip, and the screwed pile (4) is attached to the tip of a guide pipe (5) attached to a reinforcing bar cage with a watertight plug (16) made of plaster or the like at the tip. ) is loaded in a movable state, and after the poured concrete (7) has developed strength, the screw pile (4) is screwed to a predetermined depth by the rotating machine (15), and then the concrete is poured into the guide pipe (5). (10) A construction method for high-strength cast-in-place concrete piles, characterized by injecting the same. [4] In the process or after driving of the compaction pile (4) according to claim 1, 2 or 3,
Ground consolidation material (13) from the same compaction pile (4) into the ground at the bottom of the hole
A construction method for high-strength cast-in-place concrete piles characterized by injecting. [5] A method for constructing a high-strength cast-in-place concrete pile, characterized in that the hole-drilling step described in claim 1 is carried out as drilling a hole for constructing an underground continuous wall (17).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP14604387A JPS63312419A (en) | 1987-06-11 | 1987-06-11 | Construction of in-situ concrete pile of high bearing force |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP14604387A JPS63312419A (en) | 1987-06-11 | 1987-06-11 | Construction of in-situ concrete pile of high bearing force |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS63312419A true JPS63312419A (en) | 1988-12-20 |
| JPH0458847B2 JPH0458847B2 (en) | 1992-09-18 |
Family
ID=15398811
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP14604387A Granted JPS63312419A (en) | 1987-06-11 | 1987-06-11 | Construction of in-situ concrete pile of high bearing force |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS63312419A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005097843A (en) * | 2003-09-22 | 2005-04-14 | Takenaka Komuten Co Ltd | Foundation reinforcing method for existing structure in artesian groundwater |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5550132A (en) * | 1978-10-05 | 1980-04-11 | Fuji Electric Co Ltd | Pressure converter for high temperature |
-
1987
- 1987-06-11 JP JP14604387A patent/JPS63312419A/en active Granted
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5550132A (en) * | 1978-10-05 | 1980-04-11 | Fuji Electric Co Ltd | Pressure converter for high temperature |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005097843A (en) * | 2003-09-22 | 2005-04-14 | Takenaka Komuten Co Ltd | Foundation reinforcing method for existing structure in artesian groundwater |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0458847B2 (en) | 1992-09-18 |
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| Date | Code | Title | Description |
|---|---|---|---|
| LAPS | Cancellation because of no payment of annual fees |