JPS626023A - Construction work for foundation pile - Google Patents
Construction work for foundation pileInfo
- Publication number
- JPS626023A JPS626023A JP14412885A JP14412885A JPS626023A JP S626023 A JPS626023 A JP S626023A JP 14412885 A JP14412885 A JP 14412885A JP 14412885 A JP14412885 A JP 14412885A JP S626023 A JPS626023 A JP S626023A
- Authority
- JP
- Japan
- Prior art keywords
- casing
- foundation pile
- pile
- hole
- pit
- 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
Landscapes
- Piles And Underground Anchors (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
Description
【発明の詳細な説明】 「産業上の利用分野」 本発明は構築物等の基礎杭施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 method for constructing foundation piles for structures, etc.
「従来の技術」
従来、オーガ一孔の内部に基礎杭を挿入し、基礎杭とオ
ーガ一孔との間隙部にベントナイト溶液、セメントミル
ク等による液状充填材を充填したものである。"Prior Art" Conventionally, a foundation pile is inserted into an auger hole, and the gap between the foundation pile and the auger hole is filled with a liquid filler such as bentonite solution or cement milk.
又オーガ一孔は一般にスクリュー接手より少しづつ曲っ
て垂直度が確保し難く特に地中に玄武岩の転石(長崎県
平戸で圧縮強度1700〜1800にfcrl )に当
接するとオーガーけその抵抗によってこれを避けて曲る
ため垂直孔の穿設が困難である。そのためケーシングを
回転させて垂直を保持し内部のオーガーによって基礎孔
を掘削したものである。In addition, the auger hole is generally bent slightly more than the screw joint, making it difficult to maintain verticality.In particular, when it comes into contact with underground basalt boulders (compressive strength 1700-1800 fcrl in Hirado, Nagasaki Prefecture), the auger's resistance causes it to bend. It is difficult to drill vertical holes because of the bending. For this purpose, the casing was rotated to keep it vertical and the foundation hole was excavated using an internal auger.
ところが基礎孔内にコンクリートパイル等の基礎杭を挿
入すると杭は基礎孔との間隙のため孔内で傾倒し易く、
かつケーシングを除去すると上記間隙のため杭への土質
密着が不良となり、密着すると土質は損傷し支持力は低
下し易い。間隙内の液状充填材では杭の垂直を保持する
ことはできないし、土質の損傷による支持力低下は免れ
なかった。However, when a foundation pile such as a concrete pile is inserted into a foundation hole, the pile tends to tilt inside the hole due to the gap between the pile and the foundation hole.
In addition, if the casing is removed, the above-mentioned gap causes poor soil adhesion to the pile, and if the casing adheres closely, the soil is likely to be damaged and the bearing capacity to be reduced. The liquid filler in the gap could not maintain the verticality of the pile, and the bearing capacity was inevitably reduced due to damage to the soil.
「発明が解決しようとする問題点」
本発明は基礎孔の垂直度を確保し、かつ同孔内に挿入し
た基礎杭の垂直度を確保しかつ土質の損傷を防止して杭
の支持力を向上しようとするものである0
「問題点を解決するための手段」
本発明はケーシングを下降しその内部のオーガーによっ
て掘削孔を穿設した後、同ケーシングに沿ってオーガー
を孔外に上昇し、その後上記掘削孔内に上記ケーシング
とほぼ同心に基礎杭を挿入し、さらに基礎杭とケーシン
グとの間隙部を砂状充填材で充填した後ケーシングを孔
外に上昇させることを特徴とする基礎杭施工法によって
構成される。"Problems to be Solved by the Invention" The present invention secures the verticality of the foundation hole, ensures the verticality of the foundation pile inserted into the hole, prevents damage to the soil, and increases the bearing capacity of the pile. 0 ``Means for Solving the Problems'' The present invention involves lowering a casing and drilling a bore hole with an auger inside the casing, and then lifting the auger out of the hole along the casing. , after that, a foundation pile is inserted into the excavated hole almost concentrically with the casing, and the gap between the foundation pile and the casing is filled with a sand-like filler, and then the casing is raised out of the hole. It is constructed using the pile construction method.
「作用」
従って掘削時に地中転石に触れるとケーシング下端の刃
物又は高圧噴出水等が同転石を切削し内部のオーガーの
回動を防衛し掘削の垂直度が保たれる。又オーガーを上
昇させた後掘削孔の内壁は残留ケーシングによって保持
され内壁の崩解は防止される。そしてこのケーシング内
に挿入した基礎杭は同ケーシングの中心線と同心に保持
しその状態においてケーシングの上端開口部から間隙内
に砂状充填材をケーシングの上端部附近(地面上)まで
充填した後ケーシングをクレーン等で孔外に緩慢に除去
するとケーシングの厚さ部分の空隙に上記充填材が進入
しこれを充填しケーシングの厚さ部分の空隙は埋められ
、基礎杭は掘削孔の中心線とほぼ同心に垂直に保持され
ケーシング除去後の孔壁は上記砂状充填材で保持される
。。``Function'' Therefore, when an underground boulder is touched during excavation, the cutter at the lower end of the casing or high-pressure jet water cuts the boulder, protects the rotation of the internal auger, and maintains the verticality of the excavation. Furthermore, after the auger is raised, the inner wall of the wellbore is held by the residual casing, preventing the inner wall from collapsing. Then, the foundation pile inserted into this casing is held concentrically with the center line of the casing, and in this state, sand-like filler is filled into the gap from the upper end opening of the casing to the vicinity of the upper end of the casing (above the ground). When the casing is slowly removed out of the hole using a crane, etc., the above-mentioned filler material enters and fills the voids in the thick part of the casing, filling the voids in the thick part of the casing, and the foundation pile is aligned with the center line of the excavated hole. The hole wall, which is held substantially concentrically and vertically after the casing has been removed, is held by the sand-like filler. .
「実施例」
下端に刃物6を設けた回転ケーシング1の内部にオーガ
ー2を嵌合し、互に反対方向に回転させて地中に推進し
、掘削孔3を穿設するものである〇その際地中の玄武岩
転石7は回転ケーシング1の刃物6によって切削される
。所定深度に到達した後は下降を停止するとオーガー2
の回転によって掘削土砂は孔外に排出されかつ回転を止
めて同オーガー2を孔外に排出することによって掘削孔
3の内壁はケーシング1によって保持される(第i図)
。この状態において下端鋼板8に間隙支持突起9を3方
に突設したコンクリートパイル(基礎杭)4を上記ケー
シング1内に挿入し、同パイル4の上端には円錐形−l
Oの下端突起を妖合し、開蓋lOの外周部に間隙支持突
起11を3方に突設して同パイル4の中心線をケーシン
グlの中心線に一致させる(第3図)この突起11はパ
イル4の上端鋼板8に設けても良い。ケーシングlの上
端部は地面12の上方に突出し開口13している。この
状態において開口部13がら砂状充填材5(以下砂とい
う)をケーシング1内に投入すると同砂5け間@tを下
降して下端部から間隙tを充填する(第4図)0砂5の
投入量はケーシング1の厚さ部分の容積と間atの容積
の合計量よりもio〜30%程度増加し、上記蓋10の
上部に貯留させる。この状態においてケーシングlを緩
慢に上方にクレーン等で引上げるとケーシングlの厚さ
部分に生じる空隙tを砂5が充填し、遂には第7図に示
すように掘削孔3の内壁はパイル4の外面に砂5を介し
て保持される。尚図中14で示すものFi+−シングl
の上端に設けたケーシング引上用振動機である。``Example'' An auger 2 is fitted into the inside of a rotating casing 1 having a cutter 6 provided at the lower end, and the auger 2 is rotated in opposite directions to be propelled into the ground to drill an excavation hole 3. The basalt boulders 7 in the ground are cut by the cutter 6 of the rotating casing 1. After reaching the specified depth, stop descending and the auger 2
The rotation of the auger 2 discharges the excavated earth and sand out of the hole, and by stopping the rotation and discharging the auger 2 out of the hole, the inner wall of the borehole 3 is held by the casing 1 (Figure i).
. In this state, a concrete pile (foundation pile) 4 with gap support protrusions 9 protruding from the lower end steel plate 8 on three sides is inserted into the casing 1, and the upper end of the pile 4 has a conical shape -l.
By aligning the lower end protrusion of O, gap support protrusions 11 are provided on the outer periphery of the open lid lO to protrude in three directions, and the center line of the pile 4 is aligned with the center line of the casing L (Fig. 3). 11 may be provided on the upper end steel plate 8 of the pile 4. The upper end of the casing l projects above the ground 12 and has an opening 13. In this state, when the sandy filler 5 (hereinafter referred to as sand) is introduced into the casing 1 through the opening 13, the sand descends through the 5 spaces @t and fills the gap t from the lower end (Fig. 4). The input amount of 5 is approximately io~30% larger than the total volume of the thick portion of the casing 1 and the volume of the gap, and is stored in the upper part of the lid 10. In this state, when the casing 1 is slowly pulled upward by a crane or the like, the sand 5 fills the gap t created in the thickness of the casing 1, and the inner wall of the excavated hole 3 finally becomes a pile 4 as shown in FIG. It is held on the outer surface of the body through sand 5. In addition, what is indicated by 14 in the figure is Fi+-Singl.
This is a vibrator for lifting the casing installed at the upper end of the casing.
「効果」
本発明は上述の方法によったので基礎杭用掘削孔3の垂
直度を向上し得るばかりでなく基礎杭4の掘削孔3の内
部における垂直度も向上し得ると ゛共に地下の土
質が崩解することなく砂状充填材5を介して基礎杭4の
外面に保持され基礎杭4の支持力を向上し得る効果があ
る。"Effects" Since the present invention is based on the method described above, it is possible not only to improve the verticality of the excavated hole 3 for the foundation pile, but also to improve the verticality inside the excavated hole 3 of the foundation pile 4. This has the effect that the soil quality is retained on the outer surface of the foundation pile 4 via the sandy filler 5 without collapsing, and the supporting capacity of the foundation pile 4 can be improved.
第1図は本発明の基礎杭施工法における掘削孔 ゛
穿設状態を示す正面図、第2図は埋設ケーシングの正面
図、第3図は基礎杭挿入状態の正面図、第4図は砂状充
填材充填状態の正面図、第5図は第4図A−A線による
平面図、第6図はケーシング引上状態図、第7図は引上
終了図、第8図は工事終了状態図である。
l・・ケーシング、2・・オーガー、3・・掘削孔、4
・・基礎杭、t・・間隙部、5・・砂状充填材。Figure 1 is a front view of the excavated hole in the foundation pile construction method of the present invention, Figure 2 is a front view of the buried casing, Figure 3 is a front view of the foundation pile inserted, and Figure 4 is a sand Fig. 5 is a plan view taken along the line A-A in Fig. 4, Fig. 6 is a drawing of the casing being pulled up, Fig. 7 is a drawing of the casing being pulled up, and Fig. 8 is a drawing of the completed construction. It is a diagram. l...Casing, 2...Auger, 3...Drilling hole, 4
...Foundation pile, T...Gap, 5...Sandy filler.
Claims (1)
掘削孔を穿設した後、同ケーシングに沿ってオーガーを
孔外に上昇し、その後上記掘削孔内に上記ケーシングと
ほぼ同心に基礎杭を挿入し、さらに基礎杭とケーシング
との間隙部を砂状充填材で充填した後ケーシングを孔外
に上昇させることを特徴とする基礎杭施工法。(1) After lowering the casing and drilling an excavation hole with the auger inside the casing, the auger is raised out of the hole along the casing, and then a foundation pile is inserted into the excavation hole almost concentrically with the casing. , a foundation pile construction method characterized by further filling the gap between the foundation pile and the casing with a sand-like filler and then lifting the casing out of the hole.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP14412885A JPS626023A (en) | 1985-07-01 | 1985-07-01 | Construction work for foundation pile |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP14412885A JPS626023A (en) | 1985-07-01 | 1985-07-01 | Construction work for foundation pile |
Publications (1)
Publication Number | Publication Date |
---|---|
JPS626023A true JPS626023A (en) | 1987-01-13 |
Family
ID=15354850
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP14412885A Pending JPS626023A (en) | 1985-07-01 | 1985-07-01 | Construction work for foundation pile |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPS626023A (en) |
Cited By (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH02217516A (en) * | 1989-02-16 | 1990-08-30 | Matsuzawa Kiko:Kk | Pile driving method and excavating casing |
JPH03257215A (en) * | 1990-03-07 | 1991-11-15 | Matsuzawa Kiko:Kk | Pile constructing method |
Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS5028113A (en) * | 1973-07-17 | 1975-03-22 | ||
JPS5681719A (en) * | 1979-12-08 | 1981-07-04 | Tokyo Sakae Kogyo:Kk | Driving method of precast pile |
-
1985
- 1985-07-01 JP JP14412885A patent/JPS626023A/en active Pending
Patent Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS5028113A (en) * | 1973-07-17 | 1975-03-22 | ||
JPS5681719A (en) * | 1979-12-08 | 1981-07-04 | Tokyo Sakae Kogyo:Kk | Driving method of precast pile |
Cited By (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH02217516A (en) * | 1989-02-16 | 1990-08-30 | Matsuzawa Kiko:Kk | Pile driving method and excavating casing |
JPH03257215A (en) * | 1990-03-07 | 1991-11-15 | Matsuzawa Kiko:Kk | Pile constructing method |
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