JPS63156114A - Construction of cast-in-place pile - Google Patents
Construction of cast-in-place pileInfo
- Publication number
- JPS63156114A JPS63156114A JP30469086A JP30469086A JPS63156114A JP S63156114 A JPS63156114 A JP S63156114A JP 30469086 A JP30469086 A JP 30469086A JP 30469086 A JP30469086 A JP 30469086A JP S63156114 A JPS63156114 A JP S63156114A
- Authority
- JP
- Japan
- Prior art keywords
- concrete
- excavation
- pile
- casing
- cast
- 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 claims description 19
- 239000004576 sand Substances 0.000 claims description 11
- 230000003014 reinforcing effect Effects 0.000 claims description 7
- 238000009412 basement excavation Methods 0.000 abstract description 50
- 230000000087 stabilizing effect Effects 0.000 abstract description 11
- 239000007788 liquid Substances 0.000 abstract description 10
- 238000002347 injection Methods 0.000 abstract description 2
- 239000007924 injection Substances 0.000 abstract description 2
- 238000005266 casting Methods 0.000 abstract 1
- 239000012530 fluid Substances 0.000 description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 11
- 239000002689 soil Substances 0.000 description 7
- 238000000034 method Methods 0.000 description 4
- 239000004927 clay Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 238000012805 post-processing Methods 0.000 description 2
- 239000010802 sludge Substances 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 241000612703 Augusta Species 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 229920006248 expandable polystyrene Polymers 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 239000002440 industrial waste Substances 0.000 description 1
- 239000000314 lubricant Substances 0.000 description 1
- 239000003595 mist Substances 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
Description
【発明の詳細な説明】 〔産業上の利用分野〕 本発明は、場所打ち杭の構築工法に関するものである。[Detailed description of the invention] [Industrial application field] The present invention relates to a construction method for cast-in-place piles.
〔従来の技術）
場所打ち杭構築工法の一つに、壁面崩壊防止用の周面安
定液（例えばベントナイト溶液）を掘削穴に満たしなが
ら、ドリリングバケットによって所定深さの穴を掘削し
、次いで該掘削穴に鉄筋カゴを挿入すると共にコンクリ
ートを打設し、かつ、このコンクリートの打設に並行し
て前記周面安定液をサンドポンプで回収する所謂アース
工法がある。[Prior art] One method for constructing cast-in-place piles is to use a drilling bucket to drill a hole to a predetermined depth while filling the hole with a surrounding surface stabilizing solution (for example, bentonite solution) to prevent wall collapse. There is a so-called earthing method in which a reinforcing bar cage is inserted into an excavated hole, concrete is poured, and the surrounding surface stabilizing liquid is collected using a sand pump in parallel with the concrete pouring.
かかる工法においては次なる問題がある。 This construction method has the following problems.
（１）周面安定液供給のための設備とこれの現場搬入、
並びに、該設備の設置場所を要する点。(1) Equipment for supplying peripheral surface stabilizing liquid and its delivery to the site;
Also, the installation location of the equipment is required.
（２）周面安定液の回収と後処理に多大の費用を要する
点。(2) Recovery and post-processing of the peripheral surface stabilizing liquid requires a large amount of cost.
（３）掘削排土に周面安定液が浸透して取り出されるた
め、残土処理が非常に困難になり、かつ、該残土が産業
廃棄物と見做されるため処理コストが高くつく点。(3) Since the surrounding surface stabilizing liquid permeates into the excavated soil and is taken out, it becomes extremely difficult to dispose of the remaining soil, and the processing cost is high because the remaining soil is considered as industrial waste.
（４） 打設コンクリートに周面安定液が混入し杭天
端にスラッジが浮き上がることから、抗頭にコンクリー
トを予盛りしておいて、杭構築後に設計上の杭天端位置
まで前記予盛りコンクリートをはつり取る極めて困難で
時間の掛かる作業を要する点。(4) Because the surrounding surface stabilizing liquid mixes with the poured concrete and sludge floats to the top of the pile, pre-fill concrete at the head of the pile, and after constructing the pile, peel off the pre-filled concrete to the designed pile top position. Points that require extremely difficult and time-consuming work.
本発明は、上述の実情に鑑みて発案されたものであって
、上記の問題を一切伴わない極めて合理的な場所打ち杭
の構築工法を提供せんことを目的としている。The present invention was devised in view of the above-mentioned circumstances, and aims to provide an extremely rational construction method for cast-in-place piles that does not involve any of the above-mentioned problems.
かかる目的を達成するための本発明による場所打ち杭の
構築工法は、長手方向で分離自在な壁面崩壊防止用の連
結ケーシングによる杭構築用空間に鉄筋カゴを挿入する
と共にコンクリートを打設し、該コンクリートの打設に
並行して前記連結ケーシングを引き上げ当該連結ケーシ
ングの上部側のケーシング体を順次分離すると共に、下
部側のケーシング体を、それの下端を設計上の杭天端よ
りもやや下方に上端を地表上に位置させた状態で地中に
残置し、かつ、打設コンクリートが硬化する前に杭天端
を所定通りに処理して後に、当該杭天端を分割キャップ
で保護すると共に該分割キャップ上に土砂を埋め戻し、
然るのち前記地中に残置させたケーシング体を引き抜く
点に特徴がある。To achieve this purpose, the cast-in-place pile construction method according to the present invention involves inserting a reinforcing bar cage into a pile construction space using a longitudinally separable connected casing for wall collapse prevention, and pouring concrete. In parallel with the pouring of concrete, the connected casing is pulled up and the upper casing body of the connected casing is successively separated, and the lower end of the lower casing body is moved slightly below the designed top of the pile. The pile is left in the ground above the ground surface, and after the top of the pile is treated as specified before the poured concrete hardens, the top of the pile is protected with a split cap, and earth and sand are poured onto the split cap. backfilling,
The feature is that the casing body left underground is then pulled out.
上記の特徴構成によれば、杭構築後に前記分割キャップ
上の土砂を排除し且つ前記分割キャップを取り除くこと
で、杭天端に所定の処理が成された抗頭部を露出でき、
而して、直ちに床面施工などの作業に取り掛かることが
できる。According to the above characteristic structure, by removing the earth and sand on the divided cap and removing the divided cap after the pile is constructed, it is possible to expose the head of the pile which has been subjected to a predetermined treatment at the top of the pile,
Therefore, work such as floor construction can be started immediately.
先ず、本発明による場所打ち杭の構築工法に用いて好適
な掘削機を第１図に基づいて説明する。First, an excavator suitable for use in the cast-in-place pile construction method according to the present invention will be explained based on FIG.
かかる掘削機は、クローラ式走行装置１に備えられた旋
回台２に、アウトリガ−３，３ならびにオペレーター室
４を設けると共に、該旋回台２に対して前記オペレータ
ー室４の前部側にガイド支柱５を設け、かつ、回転式の
掘削体６を駆動回転させるための掘削体駆動装置７と、
連結ケーシング８を駆動回転させるためのケーシング駆
動装置９とを、前記ガイド支柱５に沿わせて一体的に吊
り下げワイヤーＩＯを介して昇降自在に設けると共に、
前記連結ケーシング８を地中に押し込むためのワイヤー
１１を前記掘削体駆動袋ｆｆ７に連動連結しである。This excavator is provided with outriggers 3, 3 and an operator's room 4 on a swivel 2 provided on a crawler-type traveling device 1, and a guide column is provided on the front side of the operator's room 4 with respect to the swivel 2. 5, and an excavation body driving device 7 for driving and rotating a rotary excavation body 6;
A casing drive device 9 for driving and rotating the connecting casing 8 is integrally provided along the guide column 5 via a hanging wire IO, and is movable up and down.
A wire 11 for pushing the connection casing 8 into the ground is interlocked and connected to the excavation body drive bag ff7.
そして、必要に応じて前記掘削体６の流体導入路を通し
て掘削ヘッド１２の先端から掘削・排出用の霧状流体を
加圧供給するための霧状流体供給装置１３を配置しであ
る。A mist fluid supply device 13 is disposed for supplying atomized fluid for excavation and discharge under pressure from the tip of the excavation head 12 through the fluid introduction path of the excavation body 6 as required.
かかる霧状流体の供給装置１３は、第２図に示すように
、エアーコンプレッサ１４からの高圧空気供給管１５と
水ポンプ１６からの高圧水供給管１７とを合流させると
共に、その合流管１８を前記掘削体駆動袋Ｗ７の霧状流
体導入路に対し着脱自在に構成し、かつ、手動切換え自
在な圧力パルプ１９を前記合流管１８に介装して成る。As shown in FIG. 2, this atomized fluid supply device 13 connects a high-pressure air supply pipe 15 from an air compressor 14 and a high-pressure water supply pipe 17 from a water pump 16, and connects the joining pipe 18 to a high-pressure air supply pipe 15 from an air compressor 14. A pressure pulp 19 which is configured to be detachable from the atomized fluid introduction path of the excavation body drive bag W7 and can be manually switched is interposed in the confluence pipe 18.
而して、前記エアーコンプレッサ１４から加圧空気（例
えば７ｋｇ／ａＪの圧力空気を８００〜１０００１ ／
５ｉｎ）を吐出させると共に、前記水ポンプ１６から加
圧水（例えば４０ｋｇ／−の圧力水を１５ ｊ！ ／ｍ
ｔｎ）を吐出させることによって、前記大量の空気に少
量の水を混合した霧状の流体を合流管１日を介して前記
掘削体駆動装置７の流体導入路に供給できるようになっ
ている。Then, pressurized air (for example, 7 kg/aJ of pressurized air is supplied from the air compressor 14 at a rate of 800 to 10,001 /
At the same time, the water pump 16 discharges pressurized water (for example, 40 kg/- of pressurized water at 15 j!/m).
By discharging a large amount of air and a small amount of water, a mist-like fluid can be supplied to the fluid introduction path of the excavation body driving device 7 through the confluence pipe.
尚、上記の圧力パルプ１９は、合流管１日における背圧
が設定圧（例えば６ｋｇ／ａＪ）以上になると閉弁され
、このとき同時に、前記水ポンプ１６のモータＭを停止
させるようにしである。The above-mentioned pressure pulp 19 is closed when the back pressure of the confluence pipe in one day exceeds a set pressure (for example, 6 kg/aJ), and at the same time, the motor M of the water pump 16 is stopped. .
次に、場所打ち杭構築のための掘削穴の形成手順につい
て説明すると、先ず、合計長さが所定の穴深さに対応す
る長さよりも長くなる個数のケーシング体２０・・・を
用意し、且つ第３図に示すように、その内の一つの下端
には掘削刃ａを備えたものとして、該掘削刃ａ付のケー
シング体２０と残りのケーシング体２０の幾つかを長手
方向で連結して連結ケーシング８を構成すると共に、該
連結ケーシング８を前記ケーシング駆動袋Ｗ９に吊り下
げ連結する。Next, to explain the procedure for forming an excavated hole for constructing a cast-in-place pile, first, prepare a number of casing bodies 20 whose total length is longer than the length corresponding to a predetermined hole depth, As shown in FIG. 3, the lower end of one of the casing bodies 20 is provided with a digging blade a, and the casing body 20 with the digging blade a and some of the remaining casing bodies 20 are connected in the longitudinal direction. The connecting casing 8 is constructed by connecting the connecting casing 8 to the casing driving bag W9.
一方、先端に掘削ヘッド１２を有する回転式の掘削体６
（オーガスタリュを例示してあり、これもスクリュ単
体６ａを連結して成る。）を、前記連結ケーシング８に
挿入さセる状態で前記スクリュ駆動装置７に吊り下げ連
結し、かつ、前記霧状流体供給装置１３の合流管１８を
前記掘削体駆動装置７の霧状流体導入路に接続する。On the other hand, a rotary excavating body 6 having an excavating head 12 at its tip
(An Augusta screw is shown as an example, and this is also formed by connecting screw units 6a.) is suspended and connected to the screw drive device 7 while being inserted into the connection casing 8, and the atomized The confluence pipe 18 of the fluid supply device 13 is connected to the atomized fluid introduction path of the excavation body drive device 7.
そして、前記合流管１８を通して前記掘削ヘッド１２の
先端から霧状流体を導出させながら、前記掘削体６を掘
削方向に回転させると共に、該掘削体６よりも遅い速度
で同方向（逆方向でもよい、）に前記連結ケーシング８
を回転させ、もって、当該連結ケーシング８と掘削体６
の回転、並びに霧状流体６の導出によって地盤を掘削・
排土しつつ、前記ワイヤー１１の巻き込みによって前記
連結ケーシング８を地中に圧入させるのであり、かつ、
掘削の進行に伴い順次スクリュ単体６ａ並びにケーシン
グ体２０を連結するのである。Then, while the atomized fluid is led out from the tip of the excavation head 12 through the merging pipe 18, the excavation body 6 is rotated in the excavation direction, and at a speed slower than that of the excavation body 6 in the same direction (or in the opposite direction). , ) to the connecting casing 8
by rotating the connected casing 8 and the excavated body 6.
The ground is excavated and excavated by the rotation of the
While removing the earth, the connection casing 8 is press-fitted into the ground by the winding of the wire 11, and
As excavation progresses, the screw unit 6a and the casing body 20 are successively connected.
而して、上記の霧状流体を導出する掘削によれば、該霧
状流体の水分が潤滑剤になることで、掘削対象土質の如
何に拘らず掘削を良好に行えると共に、掘削体６に掘削
土砂が密着することがない “ので、該掘削土砂を
大量の霧状流体によって所定通り容易に加圧排土するこ
とができる。According to the above-mentioned excavation that derives the atomized fluid, the moisture in the atomized fluid acts as a lubricant, so that the excavation can be performed well regardless of the soil quality of the excavation target, and the excavation body 6 is Since the excavated earth and sand do not stick together, the excavated earth and sand can be easily pressurized and discharged as specified using a large amount of atomized fluid.
かかる掘削に際して、前記掘削体６の掘進速度を速くし
過ぎると、掘削ヘッド１２の霧状流体導出口が詰まって
閉塞されてしまい、水ポンプ１６による加圧水供給の高
圧がエアーコンプレッサ１４にかかって、該コンプレッ
サ１４が破損する虞れがある。During such excavation, if the excavation speed of the excavation body 6 is made too fast, the atomized fluid outlet of the excavation head 12 will become clogged and blocked, and the high pressure of pressurized water supplied by the water pump 16 will be applied to the air compressor 14. There is a risk that the compressor 14 may be damaged.
しかし、かかる導出口閉塞の事態を生じると、前記合流
管１８に介装した圧力パルプ１９がその異常圧を感知し
て、前記合流管１８を閉止すると共に、同時に前記水ポ
ンプ１６のモータＭが駆動停止されるので、前記エアー
コンプレッサ１４が破損する事態を回避できる。However, when such a situation where the outlet port is blocked occurs, the pressure pulp 19 installed in the merging pipe 18 senses the abnormal pressure and closes the merging pipe 18, and at the same time, the motor M of the water pump 16 is turned off. Since the drive is stopped, a situation where the air compressor 14 is damaged can be avoided.
ところで、前記掘削体６の先端に付設された第３図に示
す掘削ヘッド１２は、粘土や砂礫、シルト等の地盤の掘
削に適するものであって、掘削部分に岩石やコンクリー
ト構造物などの障害物があると掘削が不可能になること
がある。By the way, the excavation head 12 shown in FIG. 3 attached to the tip of the excavation body 6 is suitable for excavating ground such as clay, gravel, silt, etc. Objects may make excavation impossible.
かかる場合は、前記掘削体６を地表上に引き上げて前記
掘削ヘッド１２を取り外し、第４図に示すような障害物
破壊用の掘削ヘッド２１を装着して掘削を行えば良い、
あるいは、掘削当初から前記掘削ヘッド２１によって掘
削を行うも良い。In such a case, the excavator 6 may be lifted above the ground surface, the excavation head 12 removed, and the excavation head 21 for destroying obstacles as shown in FIG. 4 may be attached and excavation performed.
Alternatively, the excavation may be performed by the excavation head 21 from the beginning of excavation.
尚、上記掘削の開始と同時に前記掘削ヘッド１２（また
は２１）の先端から霧状流体を導出させる必要はなく、
ある程度掘削が進行してから霧状流体を掘削へγド１２
（または２１）から導出させるも良（、あるいは、加圧
空気のみを供給しながら掘削を行うと共に、前記掘削ヘ
ッド１２（または２１）が硬質粘土や粘性岩などの地層
に達した時点で水ポンプ１６を作動させて、前記掘削ヘ
ッド１２（または２１）から霧状流体を導出させる掘削
形態をとるも良い。Note that it is not necessary to lead out the atomized fluid from the tip of the excavation head 12 (or 21) at the same time as the start of the excavation.
After the excavation has progressed to a certain extent, the atomized fluid is applied to the excavation.
(or 21) (Alternatively, excavation may be carried out while supplying only pressurized air, and when the excavation head 12 (or 21) reaches a stratum such as hard clay or viscous rock, a water pump 16 may be operated to take a form of excavation in which atomized fluid is drawn out from the excavation head 12 (or 21).
さて、前記連結ケーシング８の所定深さへの圧入ならび
に掘削土砂の排出を完了した時点で前記掘削体６を地表
上に引き上げ、第５図に示すような底浚い用の掘削体２
２を前記掘削体駆動装Ｗ７に連結して、該底浚い用掘削
体２２により掘削穴の底浚いを行うのである。Now, when the connection casing 8 has been press-fitted to a predetermined depth and the excavated soil has been discharged, the excavation body 6 is pulled up above the ground surface, and the excavation body 6 for bottom dredging as shown in FIG.
2 is connected to the excavation body driving device W7, and the bottom of the excavation hole is dredged by the bottom dredging excavation body 22.
以上をもって場所打ち杭構築用の穴掘削を完了するので
あり、そして第６図に示すように、かくして形成された
連結ケーシング８による杭構築用空間Ａに、縦筋２３ａ
のみが設計上の杭天端よりも上方に突出するように形成
された鉄筋カゴ２３を挿入すると共に、例えばコンクリ
ートミキサー車に接続されたコンクリート注入ホース２
４を、それの下端側にバイブレータ−２５を付設して、
該ホース２４のコンクリート吐出口を苅記杭構築用空間
Ａの下方に位置させ、コンクリートＢの打設を行うので
ある。With the above, the hole excavation for constructing the cast-in-place pile is completed, and as shown in FIG.
A reinforcing bar cage 23 is inserted so that its only part protrudes above the designed top of the pile, and a concrete injection hose 2 connected to, for example, a concrete mixer truck is inserted.
4, with a vibrator 25 attached to its lower end,
The concrete discharge port of the hose 24 is positioned below the pile construction space A, and concrete B is placed.
このコンクリートＢの打設に際して、前記ホース２４の
コンクリート吐出口が常にコンクリート上面近くに位置
するように、当該ホース２４を引き上げながら、設計上
の杭天端Ｓよりもやや上方にまでコンクリートＢを打設
するのであり、かつ、該コンクリートＢの打設に並行し
て、前記連結ケーシング８の下端がコンクリート上面よ
り上方に抜は出さないようにしながら当該連結ケーシン
グ８を引き抜くと共に、この連結ケーシング８の引き抜
きに伴つて地表上に現れてくる上部側のケーシング体２
０を順次分離するのである。When placing this concrete B, the concrete B is placed slightly above the designed pile top S while pulling up the hose 24 so that the concrete discharge port of the hose 24 is always located near the top surface of the concrete. In addition, in parallel with the pouring of the concrete B, the connecting casing 8 is pulled out while ensuring that the lower end of the connecting casing 8 does not come out above the upper surface of the concrete. The upper casing body 2 appears above the ground.
The 0s are separated one after another.
このように、コンクリートＢの打設に並行して連結ケー
シング８を引き抜くことで、該連結ケーシング８の引き
抜きを容易に行えるのであり、かつ、連結ケーシング引
き抜き後の掘削穴にはコンクリートＢが充満しているの
で、掘削穴の壁面崩壊を良好に防止できる。In this way, by pulling out the connecting casing 8 in parallel with the pouring of concrete B, the connecting casing 8 can be easily pulled out, and the excavated hole after pulling out the connecting casing is filled with concrete B. This effectively prevents wall collapse of the excavated hole.
この連結ケーシング８の引き抜きにとって大切なことは
、前記連結ケーシング８の全体を地表上に引き抜いてし
まわないことである。即ち、第７図に示すように、下端
側のケーシング体２０を、それの下端を設計上の杭天端
Ｓよりもやや下方に且つ上端を地表上に位置させた状態
で地中に残置させるのである。What is important for pulling out the connecting casing 8 is not to pull out the entire connecting casing 8 above the ground surface. That is, as shown in FIG. 7, the lower end side casing body 20 is left in the ground with its lower end located slightly below the designed pile top S and its upper end positioned above the ground surface. .
該地中に残置させるケーシング体２０は、上記の条件を
満たすならば個数は不問であるが、該ケーシング体２０
の上端をあまり高く地表上に突出させると、後述する作
業の邪魔になることから、１ｍ程度が好適である。The number of casing bodies 20 to be left underground is not limited as long as the above conditions are satisfied;
If the upper end protrudes too high above the ground surface, it will get in the way of the work to be described later, so it is preferably about 1 m.
さて、上記のコンクリートＢの打設ならびに下部側ケー
シング体２０の地中残置を所定通りに完了して後で、か
つ、前記コンクリートＢが未だ完全に硬化し切らないう
ち（例えばコンクリートを打設して２〜３時間経過後）
において、前記地中に残置させた下部側ケーシング体２
０の上端と前記鉄筋カゴ２３とにわたって梯子などを掛
は渡し、該鉄筋カゴ２３や梯子などを足場にして、コン
クリート上面が設計上の杭天端Ｓ相当高さになるように
、前記コンクリート上面のスラッジと余分のコンクリー
トとを吸引排除すると共に、コンクリート上面に浮いて
いる砂分を押し込むように該コンクリート上面を木ごて
などで均らす杭天端処理の作業を行うのである。Now, after the concrete B has been poured and the lower casing body 20 has been left in the ground as specified, and before the concrete B has completely hardened (for example, the concrete is poured). (After 2-3 hours)
, the lower casing body 2 left underground
0 and the reinforcing bar cage 23, and using the reinforcing bar cage 23 and the ladder as a foothold, remove the sludge on the top surface of the concrete so that the top surface of the concrete is at a height equivalent to the designed top of the pile S. At the same time, the top of the pile is treated by suctioning out the excess concrete and leveling the top surface of the concrete with a wooden trowel so as to push in any sand floating on the top surface of the concrete.
そして第８図に示すように、前記鉄筋カゴ２３の縦筋２
３ａ・・・を貫通させる孔ａ・・・が形成され且つ扇形
に分割された杭天端保護用の分割キャップ（外観形状が
前記ケーシング体２０の内径に略等しい大きさの例えば
発泡スチロール板などから成る。）２６を、前記杭天端
処理されたコンクリート上面に敷き並べて前記杭天端Ｓ
を保護すると共に、該分割キャップ２６上に土砂を埋め
戻し、然るのち前記地中に残置させたケーシング体２０
を引き抜くのである。As shown in FIG. 8, the vertical bars 2 of the reinforcing bar basket 23
A split cap for protecting the top of a pile is formed with a hole a passing through the cap, and is divided into fan shapes (made of, for example, a foamed polystyrene plate or the like, the external shape of which is approximately equal to the inner diameter of the casing body 20). ) 26 on the top surface of the concrete treated with the pile top to form the pile top S.
The casing body 20 that protects the split cap 26 and backfills earth and sand, and then leaves it in the ground.
It pulls out the.
上記の杭天端処理ならびに杭天端保護の作業に際して、
掘削穴まわりの土砂等がコンクリート上面に落ちこぼれ
ることを防止する上で、前記下部側のケーシング体２０
を地中に残置させておくのである。When performing the above pile top treatment and pile top protection work,
The lower casing body 20 is used to prevent earth and sand around the excavation hole from falling onto the upper surface of the concrete.
is left underground.
以上の作業で場所打ち杭の構築を完了するのであり、後
は前記コンクリートＢの硬化を待って前記埋め戻し土砂
を排除し且つ分割キャップ２６を取り除くことで、所定
の杭天端処理が成された杭頭部を露出でき、而して、直
ちに床面施工などの作業に取り掛かることができるので
ある。The construction of the cast-in-place pile is completed with the above operations, and the next step is to wait for the concrete B to harden, remove the backfill earth and sand, and remove the split cap 26, so that the pile is finished with the specified pile top treatment. The head can be exposed, and work such as floor construction can be started immediately.
以上説明したように本発明による場所打ち杭の構築工法
によれば、壁面の崩壊防止にケーシングを用いるので、
従来のように壁崩壊防止用の開面安定液供給設備と、こ
れの現場搬入ならびに設置場所が不要になることはもと
より、周面安定液の回収と後処理も要せず、かつ、掘削
排土に周面安定液が浸透することもないので、掘削排土
の処理も容易になる。As explained above, according to the construction method of cast-in-place piles according to the present invention, a casing is used to prevent wall collapse.
Not only does it eliminate the need for conventional open surface stabilizing liquid supply equipment to prevent wall collapse, its delivery and installation location, but it also eliminates the need for collecting and post-processing of surrounding surface stabilizing liquid, and eliminates the need for excavation and drainage. Since the surrounding surface stabilizing liquid does not penetrate into the soil, the disposal of excavated soil becomes easier.
更には、コンクリートが硬化する前に杭天端処理をして
おいて、当該杭天端を分割キャップで保護しておくので
、杭構築後に前記分割キャップ上の土砂を排除し且つ前
記分割キャップを取り除くことで、杭天端に所定の処理
が成された杭頭部を露出でき、而して、直ちに床面施工
などの作業に取り掛かることができる。Furthermore, since the top of the pile is treated before the concrete hardens and the top of the pile is protected with a split cap, by removing the earth and sand on the split cap and removing the split cap after the pile is constructed, The pile head, which has undergone a predetermined treatment, can be exposed at the top of the pile, and work such as floor construction can be started immediately.
而して従来のように、抗頭にコンクリートを予盛りして
おいて、杭構築後に設計上の杭天端位置まで前記予盛り
コンクリートをはつり取る極めて困難で時間の掛かる作
業が不要になり、全体として、床面施工に取り掛かるま
での工期を短縮できると共にコスト的に安価に場所打ち
杭を構築できる合理的な工法を提供できるに至つたので
ある。This eliminates the need for the extremely difficult and time-consuming work of pre-filling the pile with concrete at the shaft head and then removing the pre-filled concrete to the designed top of the pile after constructing the pile. As a result, we have been able to provide a rational construction method that can shorten the construction period until floor construction begins, and can construct cast-in-place piles at a low cost.
第１図は本発明の工法に用いて好適な掘削機全体の側面
図、第２図は霧状流体供給装置の形態図、第３図及び第
４図は掘削ヘッドの詳細図、第５図は底浚い用掘削体の
破断斜視図、第６図乃至第Ｓ図は場所打ち杭構築の手順
を示す説明図である。
８・・・連結ケーシング、２０・・・ケーシング体、２
３・・・鉄筋カゴ、２６・・・分割キャップ、Ａ・・・
杭構築用空間、Ｂ・・・コンクリート、Ｓ・・・杭天端
。
出 願 人 石岡建設株式会社
代 理 人 弁理士 藤本英夫
第１図
第２図
第３図
第６図
第８図Figure 1 is a side view of the entire excavator suitable for use in the construction method of the present invention, Figure 2 is a configuration diagram of the atomized fluid supply device, Figures 3 and 4 are detailed views of the excavation head, and Figure 5. FIG. 6 is a cutaway perspective view of an excavation body for bottom dredging, and FIGS. 6 to S are explanatory diagrams showing the procedure for constructing cast-in-place piles. 8... Connected casing, 20... Casing body, 2
3... Rebar basket, 26... Split cap, A...
Space for pile construction, B: Concrete, S: Pile top. Applicant Ishioka Construction Co., Ltd. Agent Patent Attorney Hideo Fujimoto Figure 1 Figure 2 Figure 3 Figure 6 Figure 8
Claims (1)
による杭構築用空間に鉄筋カゴを挿入すると共にコンク
リートを打設し、該コンクリートの打設に並行して前記
連結ケーシングを引き上げ当該連結ケーシングの上部側
のケーシング体を順次分離すると共に、下部側のケーシ
ング体を、それの下端を設計上の杭天端よりもやや下方
に上端を地表上に位置させた状態で地中に残置し、かつ
、打設コンクリートが硬化する前に杭天端を所定通りに
処理して後に、当該杭天端を分割キャップで保護すると
共に該分割キャップ上に土砂を埋め戻し、然るのち前記
地中に残置させたケーシング体を引き抜くことを特徴と
する場所打ち杭の構築工法。A reinforcing cage is inserted into the space for building piles using a connecting casing for preventing wall collapse that can be separated in the longitudinal direction, and concrete is poured, and in parallel with the pouring of the concrete, the connecting casing is pulled up and the upper part of the connecting casing is placed. The side casing bodies are separated in sequence, and the lower side casing body is left in the ground with its lower end slightly below the designed top of the pile and its upper end above the ground surface, and is then driven. After the pile top is treated as specified before the concrete hardens, the pile top is protected with a split cap, earth and sand is backfilled onto the split cap, and then the casing body left in the ground is pulled out. A construction method for cast-in-place piles characterized by:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP30469086A JPS63156114A (en) | 1986-12-20 | 1986-12-20 | Construction of cast-in-place pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP30469086A JPS63156114A (en) | 1986-12-20 | 1986-12-20 | Construction of cast-in-place pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPS63156114A true JPS63156114A (en) | 1988-06-29 |
Family
ID=17936048
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP30469086A Pending JPS63156114A (en) | 1986-12-20 | 1986-12-20 | Construction of cast-in-place pile |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS63156114A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011137318A (en) * | 2009-12-28 | 2011-07-14 | Daiho Constr Co Ltd | Construction method and apparatus for cast-in-place pile |
| JP2015042833A (en) * | 2013-01-23 | 2015-03-05 | 辻 八郎 | Reinforcement assembly device utilizing shaft, reinforcement assembly method utilizing shaft, and shaft construction method using the method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS4935512B1 (en) * | 1970-09-30 | 1974-09-24 | ||
| JPS54156310A (en) * | 1978-05-31 | 1979-12-10 | Buichi Higuchi | Constructing method of concrete pile by place driving that do not use bentonite solution |
| JPS598827A (en) * | 1982-07-03 | 1984-01-18 | Katsumaru Yanaida | Large-diameter foundation work |
-
1986
- 1986-12-20 JP JP30469086A patent/JPS63156114A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS4935512B1 (en) * | 1970-09-30 | 1974-09-24 | ||
| JPS54156310A (en) * | 1978-05-31 | 1979-12-10 | Buichi Higuchi | Constructing method of concrete pile by place driving that do not use bentonite solution |
| JPS598827A (en) * | 1982-07-03 | 1984-01-18 | Katsumaru Yanaida | Large-diameter foundation work |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011137318A (en) * | 2009-12-28 | 2011-07-14 | Daiho Constr Co Ltd | Construction method and apparatus for cast-in-place pile |
| JP2015042833A (en) * | 2013-01-23 | 2015-03-05 | 辻 八郎 | Reinforcement assembly device utilizing shaft, reinforcement assembly method utilizing shaft, and shaft construction method using the method |
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