JPS59228523A - Treatment work for pile head - Google Patents
Treatment work for pile headInfo
- Publication number
- JPS59228523A JPS59228523A JP10292483A JP10292483A JPS59228523A JP S59228523 A JPS59228523 A JP S59228523A JP 10292483 A JP10292483 A JP 10292483A JP 10292483 A JP10292483 A JP 10292483A JP S59228523 A JPS59228523 A JP S59228523A
- Authority
- JP
- Japan
- Prior art keywords
- extra
- pile
- crushing agent
- static crushing
- concrete
- 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
- 230000003068 static effect Effects 0.000 claims abstract description 36
- 238000003672 processing method Methods 0.000 claims 1
- 238000002347 injection Methods 0.000 abstract description 3
- 239000007924 injection Substances 0.000 abstract description 3
- 238000000926 separation method Methods 0.000 abstract description 3
- 239000004698 Polyethylene Substances 0.000 abstract description 2
- 238000000034 method Methods 0.000 abstract description 2
- -1 polyethylene Polymers 0.000 abstract description 2
- 229920000573 polyethylene Polymers 0.000 abstract description 2
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 abstract 2
- 239000012212 insulator Substances 0.000 abstract 1
- 229910052742 iron Inorganic materials 0.000 abstract 1
- 239000003795 chemical substances by application Substances 0.000 description 31
- 230000002787 reinforcement Effects 0.000 description 8
- 239000011810 insulating material Substances 0.000 description 6
- 239000002390 adhesive tape Substances 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 210000003205 muscle Anatomy 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 241000555745 Sciuridae Species 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 229920003002 synthetic resin Polymers 0.000 description 1
- 239000000057 synthetic resin Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D9/00—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof
- E02D9/005—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof removing the top of placed piles of sheet piles
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
Description
【発明の詳細な説明】
本発明は場所打ちコンクリート杭の杭頭処理工法に関す
る。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a pile cap treatment method for cast-in-place concrete piles.
従来、場所打ちコンクリ−ト杭の杭ｍ ＆％分はスライ
ム等の不純物の混入した不良コンクリートが集中して形
成されるために所定の強度が得られないので、予め枕頭
部分を所定の、杭」面よりも高く余盛部分として形成し
ておき、硬化後その余盛部分をブレーカで研り破砕撒去
する杭頭処理を行っているが、作業性が悪く多大な労力
と時間を喪し工費の増大、工期の長期化を来たすばか９
か、騒音、振動尋の公害が発生する欠点があった。Conventionally, cast-in-place concrete piles (m & %) are formed with a concentration of defective concrete mixed with impurities such as slime, making it impossible to obtain the specified strength. Pile cap treatment involves forming a pile higher than the surface of the pile, and after hardening, grinding the pile using a breaker to crush and scatter the pile. Idiot 9 that increases construction costs and prolongs the construction period
However, it had the disadvantage of generating noise and vibration pollution.
本発明は杭本体部分と余盛部分との水平分断計画線上に
、静的破砕剤を注入した輪形の管と、静的破砕剤を注入
しない輪形の管とを同心円状に配置し、また余盛部分形
成範囲内に静的破砕剤を注入した輪形の管を配置した後
、コンクリートを打設し、所要時間経過後に水平分断計
画線上の管の静的破砕剤の膨張圧によるクラックを静的
破砕剤を注入してない管に向けて発生きせることにより
、余盛部分を杭本体部分から水平分断計画線に沿って分
断し、その後余盛部分形成範囲内に配（至）した静的破
砕剤の膨張圧により余盛部分を内側部と外側部とに縦に
分断するもので、その目的はｉ音、振動等の公害を発生
させずに能率良く杭頭処理を行えるようにすることにあ
る。The present invention concentrically arranges a ring-shaped pipe injected with a static crushing agent and a ring-shaped tube in which a static crushing agent is not injected, on the horizontal dividing planned line between the pile main body portion and the extra pile portion, and After placing a ring-shaped pipe injected with a static crushing agent within the area where the embankment is to be formed, concrete is placed, and after the required time has elapsed, cracks caused by the expansion pressure of the static crushing agent in the pipe on the horizontal dividing plan line are statically removed. Static crushing is performed by causing the crushing agent to flow toward the pipe where no crushing agent has been injected to separate the excess pile from the main body of the pile along the horizontal separation plan line, and then placing it within the area where the excess pile is formed. The expansion pressure of the agent vertically divides the excess pile into an inner part and an outer part.The purpose of this is to enable efficient pile cap treatment without causing noise, vibration, or other pollution. be.
以下には図示の実施例について＃Ｐ、明する。The illustrated embodiment will be explained below.
１．２ｔＩ′ｉ輪形に成形したｌ１Ｉｌ＃製のシース管
で、外側のシース管１はかご型鉄筋３のフープ筋４より
も少し大径に、内側のシース管２はシース管１の直径の
約２／３の直径にし、両端には外側上方に向って傾斜し
た注入口２１． ２７を設けている。It is a sheath tube made of l1Il# formed into a ring shape of 1.2tI'i. The diameter is approximately 2/3, and an inlet 21. There are 27.
上記シース管１，２は同一面上に同心円状に配散し、各
周囲の略６烙分したところに連結金具５の両端部をネジ
６で緊締し連結している。The sheath tubes 1 and 2 are concentrically distributed on the same plane, and are connected to each other by tightening both ends of a connecting fitting 5 with screws 6 at a distance of approximately six degrees around each circumference.
しかして、上記シース管１，２を、かご型鉄筋３に対し
てシース管１．２の間に縦筋７が位（３）
置する状態にして嵌合し、シース管１を最上段のフープ
筋４′の外方に水平に配置し、連結金具５の所要部分を
フープ筋４′に針金、接着テープ等で緊締する。Then, the sheathed pipes 1 and 2 are fitted with the vertical reinforcement 7 positioned between the sheathed pipes 1 and 2 with respect to the cage reinforcing bar 3 (3), and the sheathed pipe 1 It is placed horizontally outside the hoop muscle 4', and a required portion of the connecting fitting 5 is tightened to the hoop muscle 4' with wire, adhesive tape, or the like.
８は発泡ポリエチレン製の筒形絶縁材で、各縦筋７のフ
ープ筋４′より上方に延長している部分に嵌合し、接着
テープ、紐等で固定する。Reference numeral 8 denotes a cylindrical insulating material made of foamed polyethylene, which is fitted into the portion of each longitudinal bar 7 extending upward from the hoop bar 4' and fixed with adhesive tape, string, or the like.
９．１０はフープ筋４より少し小径の輪形に成形した鋼
製のシース管で、両端には外側上方に傾斜した注入口９
／、 ９／、１０’、 １０’を設けている。9.10 is a steel sheath tube formed into a ring shape with a slightly smaller diameter than the hoop muscle 4, and has an injection port 9 at both ends that slopes outward and upward.
/, 9/, 10', 10' are provided.
しかして、上記シース管９は、筒形絶縁材８の内周のと
ころに水平に欽合しシース管２と所定間隔をあけ、周囲
の所要部分を筒形絶縁材８に接着テープ、釦金尋で緊結
する。The sheath pipe 9 is fitted horizontally on the inner periphery of the cylindrical insulating material 8, with a predetermined distance from the sheathed pipe 2, and the required portions of the periphery are attached to the cylindrical insulating material 8 using adhesive tape, button metal, etc. Tighten up by asking questions.
上記所定間＠は、少なくともシース管１とシース管２の
間隔よりも広い間隔であれはよい。The predetermined interval @ may be at least wider than the interval between the sheath tube 1 and the sheath tube 2.
また、上記シース管１０を、同じく各筒形絶縁材８の内
周でシース管９と縦筋７の上端との略中間のところに水
平に嵌合し、周間のｆ’Ｊｒ要部（４）
分を筒形絶縁材８に接着テープ、針金等で緊結する。In addition, the sheath tube 10 is fitted horizontally on the inner periphery of each cylindrical insulating material 8 at approximately midway between the sheath tube 9 and the upper end of the vertical reinforcement 7, and the main part f'Jr ( 4) Tie the parts to the cylindrical insulating material 8 using adhesive tape, wire, etc.
上記各シース管２，９．１０には所定時間経過後に膨張
圧を発現するスラリー状の公知の静的破砕剤を注入し各
注入口２’、２’、９’、９’、１０’、１０’を接着
テープで密封するとともに、シース管１は空のｉｔにし
ておく。A known static crushing agent in the form of slurry that develops expansion pressure after a predetermined period of time is injected into each of the sheath pipes 2, 9 and 10, and each injection port 2', 2', 9', 9', 10', 10' is sealed with adhesive tape, and the sheath tube 1 is left empty.
上記静的破砕剤の膨張圧が発現する所定時間には差を設
け、シース管９．１０の方の時間をシース管２の方の時
間よりも長くなるようにしである。この時間差は、各シ
ース管２，９．１０の口径が同じ場合Ｆｉ破砕剤の水比
を各別に設定するか、あるいはシース管２と９，１０の
口径をＭＫＩ、同じ水比の破砕剤を使用することによっ
て、自由に定めることかできる。A difference is provided in the predetermined time during which the expansion pressure of the static crushing agent is developed, so that the time for the sheath tube 9 and 10 is longer than the time for the sheath tube 2. This time difference can be determined by setting the water ratio of the Fi crushing agent separately if the diameters of the sheath tubes 2, 9, and 10 are the same, or by setting the diameters of the sheath tubes 2, 9, and 10 as MKI, and using a crushing agent with the same water ratio. You can define it freely by using it.
上記かご型鉄筋３は杭孔あるいはケーシングチー−ブ（
図示′してない）内に挿入され、シース管１．２が余盛
部分と杭本体部分との水平分断計画線１１上に位置する
状態にしておいて、シースｔ２の内側のところからトレ
ミー管（図示してない）を挿入しコンクリート１．２を
所をの余盛高さまで打設する。The above-mentioned squirrel cage reinforcing bars 3 are installed in pile holes or casing cheeks (
The tremie pipe is inserted into the sheath t2 (not shown), and the sheath pipe 1.2 is positioned on the horizontal dividing planned line 11 between the reinforcement part and the pile main part, and the tremie pipe is inserted from the inside of the sheath t2. (not shown) and pour concrete 1.2 up to the height of the extra mound.
上記コンクリート１２の打設から朗定時間経過後、まず
上記水平分断１Ｆ１′画ｉ１；ｊｌｌｌのところに埋設
されたシース管２内の静的破砕剤が膨張して膨張圧が発
現し、外側のシース管１の部分だけ水平断１ｌＩＩ］積
が欠損していて、かつシースＩｆ１が空で他の部分より
も耐圧力的強度が低下していることとがあいまって、水
平分断計画線に沿って水平にクラック１３が発生してコ
ンクリート１２の余盛部分１２ａが杭本体部分１２ｂか
ら分断される。After a certain period of time has elapsed since the concrete 12 was placed, the static crushing agent in the sheath pipe 2 buried in the horizontal section 1F1' is expanded to generate expansion pressure, and the outer This combined with the fact that only the sheath tube 1 part is missing the horizontal section 1lII] product, and the sheath If1 is empty and has lower pressure resistance than other parts, makes it difficult to Cracks 13 occur horizontally, and the excess portion 12a of the concrete 12 is separated from the pile body portion 12b.
この場合、シース管１の上方にシース管９が対向してい
るが、それとの間隔は前記の如くシース管１とシース管
２の間隔より広くしであるから、クラックがシース管２
とシース管９の間に発生することかなく、上記の如く水
平分断計画線１１に沿って水平にクラック１３が発生す
るものである。In this case, the sheath tube 9 is opposed above the sheath tube 1, and the gap therebetween is wider than the gap between the sheath tube 1 and the sheath tube 2, as described above, so that cracks may occur between the sheath tube 2 and the sheath tube 9.
The crack 13 does not occur between the sheath tube 9 and the sheath tube 9, but instead occurs horizontally along the horizontal dividing planned line 11 as described above.
そして、上記余盛部分１２ｍが杭本体部分１２ｂから分
断された後、余盛部分に埋設されたシース管９，１０内
の静的破砕剤が膨張して膨張圧が発現し、各縦筋７が外
方に押し出されるようになり、あたかも各縦筋７を結ぶ
円周面に沿ったようにり２ツク１４が発生し、縦筋７の
内側、換言すればシース管９，１０の内側の円柱状の内
側部１２ｃとその外側の外側部１２ｄとに分割され、同
時にその外側部１２ｄに縦方向のクラック１５が略叫間
隔に発生して、この外側部１２ｄがさらに分割される。After the reinforcement portion 12m is separated from the pile main body portion 12b, the static crushing agent in the sheath pipes 9 and 10 buried in the reinforcement portion expands to generate expansion pressure, and each vertical reinforcement 7 is pushed outward, and a two-piece 14 is generated as if along the circumferential surface connecting each longitudinal strip 7, and the inside of the longitudinal strip 7, in other words, the inside of the sheath tubes 9, 10. It is divided into a cylindrical inner part 12c and an outer part 12d outside thereof, and at the same time, longitudinal cracks 15 are generated at approximately intervals in the outer part 12d, and this outer part 12d is further divided.
この場合、余盛部分１２ａは杭本体部分１２ｂから既に
分断されているので、シース管９．１０内の静的破砕剤
の膨張圧により杭本体部分１２ｂが破砕されるようなこ
とがない。In this case, since the extra heap portion 12a has already been separated from the pile body portion 12b, the pile body portion 12b will not be crushed by the expansion pressure of the static crushing agent in the sheath pipe 9.10.
そして、根伐後、余盛部分１２ｍは既に杭本体部分１２
ｂから水平分断計画線１１に沿って分断式れ、かつ縦筋
７には筒形絶縁材８が嵌合されていてコンクリート１２
と縦筋７が密着していないから、分割されている上記外
側部１２ｄＦｉ手作業でも簡単に撤去でき、円柱状の内
側部１２ｅ（７）
は重機により上方へ引き抜くことによって容易に撤去で
きるものである。After the root cutting, the 12m extra mound is already 12m long in the pile main body.
The concrete 12 is divided along the horizontal dividing plan line 11 from b, and the vertical reinforcement 7 is fitted with a cylindrical insulating material 8.
Since the vertical strips 7 and 7 are not in close contact with each other, the divided outer part 12dFi can be easily removed by hand, and the cylindrical inner part 12e (7) can be easily removed by pulling it upward with heavy machinery. be.
ナオ、上記内側部１２ｃは、コンクリート１２の打設後
に、静的破砕剤を充填した直管形のシース管（図示して
ない）を複数本垂直に埋設し、ソノ膨張圧により破砕し
てもよいものである。Nao, the inner part 12c can be constructed by vertically burying a plurality of straight sheathed pipes (not shown) filled with a static crushing agent after pouring the concrete 12, and crushing them by sono-expansion pressure. It's good.
また、上記実施例では、水平分断計画線上と余盛部分形
成範囲内とにそれぞれ鋼製のシース管を２個ずつ配置し
た場合についてＫ（明したが、水平分断計画線上のシー
ス管は杭径寸法に応じて３個以上適宜の個数配置しても
よく、余盛部分形成範囲内のシース管は１あるいは３個
以上配置してもよいとともに、静的破砕剤を注入しない
Ａψ外側の管は金縞敦以外の例えば合成樹脂管、紙管等
適宜のものでよい。In addition, in the above embodiment, in the case where two steel sheath pipes are placed each on the horizontal dividing planned line and within the reinforcement part formation range, K (as explained above, the sheathed pipes on the horizontal dividing planned line are An appropriate number of 3 or more may be arranged according to the dimensions, and 1 or 3 or more sheath pipes may be arranged within the area where the extra sheath part is formed, and the Aψ outer pipe where static crushing agent is not injected Any suitable material other than Atsushi Kinjima, such as a synthetic resin tube or a paper tube, may be used.
さらに、静的破砕剤を注入する管はシース管が望ましい
が、これに限るものでなく、静的破砕剤の膨張圧を吸収
減少させることのないものであれば、シース管以外の管
でもよい。Furthermore, the tube into which the static crushing agent is injected is preferably a sheathed tube, but it is not limited to this, and any tube other than a sheathed tube may be used as long as it does not absorb and reduce the expansion pressure of the static crushing agent. .
さらにまた、静的破砕剤の注入は、シース管（８） をかご型鉄筋に取り付ける前に行ってもよい。Furthermore, the static crushing agent is injected into the sheath pipe (8). This may be done before attaching to the cage reinforcing bars.
以上述べたところから明らかなように本発明によれは、
静的破砕剤の膨張圧によりコンクリートを破砕して余盛
部分を杭本体部分から分断した後、その余盛部分をそこ
に埋設した管の静的破砕剤の膨張圧により当該管の内側
部と外側部とに分断するので、前記従来の余盛部分をブ
レーカで折り破砕する場合の工費の増大、工期の長期化
、騒音咎の公害勢の欠点を一挙に解消できる。As is clear from the above description, according to the present invention,
After the concrete is crushed by the expansion pressure of the static crushing agent and the excess pile is separated from the pile main body, the expansion pressure of the static crushing agent of the pipe buried in the concrete crushes the concrete and the inner part of the pipe is separated. Since it is separated into an outer part, the disadvantages of increased construction costs, prolonged construction period, and noise pollution caused by breaking and crushing the conventional extra-heavy portion using a breaker can be solved all at once.
また、水平分断計画線上に配置した管の静的破砕剤の膨
張圧が発現したとき、空の管の部分だけ水平断面積が欠
損していて、かつこの管が空で他の部分よりも耐圧力的
強度が低下していることがあいまって、クラックを確実
に水平分断計画線に沿って発生させることができるばか
りか、余盛部分を杭本体部分から分断した後に、静的破
砕剤の膨張圧で内側部と外側部とに分断するので、杭本
体部分を課って破砕することがない。In addition, when the expansion pressure of the static crushing agent in a pipe placed on the horizontal dividing plan line is generated, the horizontal cross-sectional area is missing only in the empty part of the pipe, and this pipe is empty and has a higher resistance than other parts. Combined with the reduced pressure strength, not only can cracks be reliably generated along the horizontal separation plan line, but also the expansion of the static crushing agent can occur after the excess pile is separated from the pile body. Since the pile is divided into an inner part and an outer part by pressure, there is no need to impose stress on the pile body and cause it to fracture.
４ 追加の関係
杭本体部分と余盛部分との水平分断１Ｆ画線上に静的破
砕剤を注入した輪形の管と、静的破砕剤を注入しない輪
形の管とを同心円状に配置した後、コンクリートを打設
し、所要時間経過後、上記静的破砕剤の膨張圧によるク
ラックを上記静的破砕剤を注入してない管に向けて発生
させることにより上記水平分断計画線に沼って余盛部分
を杭本体部分から分断する点は、餡和５８年特許願第６
３７４４号特許請求の範囲第１項記載の発明の構成に欠
くことができない事項の全部であるが、本発明はこの点
をその構成に欠くことができない事項の主要部としてい
る発明であって、静的破砕剤の膨張圧により水平分断側
画線に沿ってクラックを発生させることによって余盛部
分を杭本体部分から分断し、馳音、振動尋の公害を発生
させずに能率良く杭頭処理を行えるようにする点におい
て同一の目的を達成するものである。4 Additional related After arranging the ring-shaped pipe injected with static crushing agent and the ring-shaped tube without injecting static crushing agent concentrically on the 1F horizontal dividing line between the pile main body part and the extra pile part, After concrete is poured and the required time has elapsed, cracks due to the expansion pressure of the static crushing agent are generated toward the pipes in which the static crushing agent has not been injected, thereby eliminating the excess buildup on the horizontal dividing plan line. The point of separating the pile part from the pile main part is disclosed in Patent Application No. 6 of Anwa 1958.
No. 3744, all of the matters essential to the structure of the invention described in claim 1, and the present invention is an invention in which this point is the main part of the structure of the invention, The expansion pressure of the static crushing agent causes cracks to occur along the horizontal dividing line, which separates the excess pile from the pile body, allowing for efficient pile cap treatment without causing noise or vibration pollution. They achieve the same purpose in that they enable users to do the following:
図面は本発明の実施例を示し、第１図は水平分断計画線
上に配置するシース管の斜視図、第２図はかご型鉄筋の
所喪部にシース管を取り付けた状態を示した斜視図、第
３図は水平分断計画線に沿って静的破砕剤の膨張圧によ
りクラックを発生させ、余盛部分を杭本体部分から分断
した状態を示した断面図、泥４図は余盛部分を杭本体部
分から分断された後、静的破砕剤の膨張圧によりクラッ
クを発生させて内側部と外側部とに分断した状態を示し
た斜視図である。
１２ｂ・・・杭本体部分、１２ａ・・・余盛部分、１１
・・・水平分断計画線、１，２，９，１０・・・シース
管。
特許出願人 飛島建設株式会社
同 住友セメント株式金社
１
代 理 人 弁理士 原１）倍型 ・（１１）
第１図The drawings show an embodiment of the present invention, and FIG. 1 is a perspective view of a sheathed pipe placed on a horizontal dividing planned line, and FIG. 2 is a perspective view showing a state in which the sheathed pipe is attached to a missing part of a cage reinforcing bar. , Figure 3 is a cross-sectional view showing a state in which cracks are generated along the horizontal dividing plan line by the expansion pressure of a static crushing agent, and the excess pile part is separated from the pile main body. Figure 4 shows the residual pile part. FIG. 3 is a perspective view showing a state in which the pile is divided into an inner part and an outer part by generating cracks due to the expansion pressure of a static crushing agent after being separated from the main body part of the pile. 12b...Pile main part, 12a...Extra pile part, 11
...Horizontal dividing planned line, 1, 2, 9, 10... Sheath pipe. Patent applicant Tobishima Construction Co., Ltd. Sumitomo Cement Co., Ltd. 1 Agent Patent attorney 1) Double type ・(11) Figure 1
Claims (1)
破砕剤を注入した輪形の管と、上記静的破砕剤を注入し
ない輪形の管とを同心円状に配置するとともに、上記余
盛部分形成範囲内に静的破砕剤を注入した輪形の管を水
平に配置した後、コンクリートを打設し、所要時間経過
後、上記水平分断針ｌｉ！！ｉ森上に配置した管の静的
破砕剤の膨張圧によるクラックを上記静的破砕剤を注入
してない管に向けて発生はせることにより上記水平分断
計画線に沿って余盛部分を杭本体部分から分断し、その
後上記余盛部分形成範囲内に配置した管の静的破砕剤の
膨張圧により上記余盛部分を内側部と外側部とに縦に分
断することを％徴とする杭頭処理工法。1. A ring-shaped pipe injected with a static crushing agent and a ring-shaped tube in which the above-mentioned static crushing agent is not injected are arranged concentrically on the horizontal dividing needle-line between the pile body part and the extra pile part, and the above-mentioned After a ring-shaped pipe injected with a static crushing agent is placed horizontally within the area where the extra heap portion is to be formed, concrete is placed, and after the required time has elapsed, the above-mentioned horizontal dividing needle li! ! i By causing cracks due to the expansion pressure of the static crushing agent in the pipes placed above the forest to occur toward the pipes in which the static crushing agent has not been injected, the excess portion is piled up along the horizontal dividing planned line. A pile that is separated from the main body part and then vertically divided into an inner part and an outer part by the expansion pressure of a static crushing agent of a pipe placed within the area where the extra part is formed. Head processing method.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10292483A JPS59228523A (en) | 1983-06-10 | 1983-06-10 | Treatment work for pile head |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10292483A JPS59228523A (en) | 1983-06-10 | 1983-06-10 | Treatment work for pile head |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS59228523A true JPS59228523A (en) | 1984-12-21 |
| JPH0222811B2 JPH0222811B2 (en) | 1990-05-21 |
Family
ID=14340396
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP10292483A Granted JPS59228523A (en) | 1983-06-10 | 1983-06-10 | Treatment work for pile head |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS59228523A (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06264441A (en) * | 1993-03-12 | 1994-09-20 | Sumitomo Cement Co Ltd | Disposal of pile head of cast-in-place concrete pile |
| GB2398333A (en) * | 2003-02-07 | 2004-08-18 | Cementation Found Skanska Ltd | Techniques for pile breaking |
| ES2214107A1 (en) * | 2002-08-06 | 2004-09-01 | Terratest Tecnicas Especiales, S.A. | Pile decapitated system, has concrete mass part adhered to upper part, hollow element placed facing pressure element and including corrugated tube or plastic roller that is arranged in plane of breakage part fixed to armature part |
| WO2014188967A1 (en) * | 2013-05-20 | 2014-11-27 | 鹿島建設株式会社 | Pile head processing method |
| JP2015078564A (en) * | 2013-10-18 | 2015-04-23 | 鹿島建設株式会社 | Pile head processing jig and pile head processing method |
| CN106677175A (en) * | 2016-04-07 | 2017-05-17 | 江苏省苏中建设集团股份有限公司 | Innovative treatment method for pile head of prestressed uplift tubular pile |
| CN106930289A (en) * | 2017-03-10 | 2017-07-07 | 东南大学 | A kind of noiseless broken pile device and broken pile method |
| CN111321728A (en) * | 2020-04-15 | 2020-06-23 | 机械工业勘察设计研究院有限公司 | Post-implantation type pile head cutting and crushing device and method |
| CN111395342A (en) * | 2020-03-26 | 2020-07-10 | 中国一冶集团有限公司 | Construction method for cast-in-place pile broken pile head, auxiliary isolation net and preparation method of auxiliary isolation net |
| EP3771774A1 (en) * | 2019-07-30 | 2021-02-03 | Marti Gründungstechnik AG | Drill head, reinforcing cage and drilling unit for making piles |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0393116U (en) * | 1990-01-11 | 1991-09-24 |
-
1983
- 1983-06-10 JP JP10292483A patent/JPS59228523A/en active Granted
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06264441A (en) * | 1993-03-12 | 1994-09-20 | Sumitomo Cement Co Ltd | Disposal of pile head of cast-in-place concrete pile |
| ES2214107A1 (en) * | 2002-08-06 | 2004-09-01 | Terratest Tecnicas Especiales, S.A. | Pile decapitated system, has concrete mass part adhered to upper part, hollow element placed facing pressure element and including corrugated tube or plastic roller that is arranged in plane of breakage part fixed to armature part |
| GB2398333A (en) * | 2003-02-07 | 2004-08-18 | Cementation Found Skanska Ltd | Techniques for pile breaking |
| TWI622692B (en) * | 2013-05-20 | 2018-05-01 | Kajima Corp | Pile head treatment method |
| WO2014188967A1 (en) * | 2013-05-20 | 2014-11-27 | 鹿島建設株式会社 | Pile head processing method |
| JP2014227675A (en) * | 2013-05-20 | 2014-12-08 | 鹿島建設株式会社 | Pile head processing method |
| JP2015078564A (en) * | 2013-10-18 | 2015-04-23 | 鹿島建設株式会社 | Pile head processing jig and pile head processing method |
| CN106677175A (en) * | 2016-04-07 | 2017-05-17 | 江苏省苏中建设集团股份有限公司 | Innovative treatment method for pile head of prestressed uplift tubular pile |
| CN106930289A (en) * | 2017-03-10 | 2017-07-07 | 东南大学 | A kind of noiseless broken pile device and broken pile method |
| CN106930289B (en) * | 2017-03-10 | 2019-03-12 | 东南大学 | A kind of noiseless broken pile device and broken pile method |
| EP3771774A1 (en) * | 2019-07-30 | 2021-02-03 | Marti Gründungstechnik AG | Drill head, reinforcing cage and drilling unit for making piles |
| CH716469A1 (en) * | 2019-07-30 | 2021-02-15 | Marti Gruendungstechnik Ag | Drilling head, reinforcement cage and drilling unit for making piles. |
| CN111395342A (en) * | 2020-03-26 | 2020-07-10 | 中国一冶集团有限公司 | Construction method for cast-in-place pile broken pile head, auxiliary isolation net and preparation method of auxiliary isolation net |
| CN111321728A (en) * | 2020-04-15 | 2020-06-23 | 机械工业勘察设计研究院有限公司 | Post-implantation type pile head cutting and crushing device and method |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0222811B2 (en) | 1990-05-21 |
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