JPH01102125A - Placement of concrete pile at site - Google Patents
Placement of concrete pile at siteInfo
- Publication number
- JPH01102125A JPH01102125A JP26126687A JP26126687A JPH01102125A JP H01102125 A JPH01102125 A JP H01102125A JP 26126687 A JP26126687 A JP 26126687A JP 26126687 A JP26126687 A JP 26126687A JP H01102125 A JPH01102125 A JP H01102125A
- Authority
- JP
- Japan
- Prior art keywords
- pit
- concrete
- hole
- tube
- inner grain
- 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
- 238000000034 method Methods 0.000 claims abstract description 8
- 238000010276 construction Methods 0.000 abstract description 6
- 230000003014 reinforcing effect Effects 0.000 abstract description 5
- 239000004576 sand Substances 0.000 abstract description 5
- 239000002689 soil Substances 0.000 abstract description 5
- 229910000831 Steel Inorganic materials 0.000 abstract description 3
- 239000010959 steel Substances 0.000 abstract description 3
- 102000001999 Transcription Factor Pit-1 Human genes 0.000 abstract 5
- 108010040742 Transcription Factor Pit-1 Proteins 0.000 abstract 5
- 238000009412 basement excavation Methods 0.000 description 3
- 229910000278 bentonite Inorganic materials 0.000 description 2
- 239000000440 bentonite Substances 0.000 description 2
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 239000011347 resin Substances 0.000 description 2
- 229920005989 resin Polymers 0.000 description 2
- 238000007796 conventional method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 239000000463 material Substances 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、地盤に縦孔を掘削形成して、その孔にコンク
リートを打設する場所打ちコンクリート杭の打設方法に
関する。DETAILED DESCRIPTION OF THE INVENTION [Field of Industrial Application] The present invention relates to a method for driving cast-in-place concrete piles, which involves drilling a vertical hole in the ground and pouring concrete into the hole.
従来は、第５図に示すように、地盤（３）に形成した円
柱状の縦孔（２）に、その孔内の全体に充填する状態で
コンクリート（Ｃ）を打設したり、あるいは、第６図又
は第７図に示すように、孔底又は孔の上端部に拡径部を
形成した縦孔（２）に、同じくその孔内の全体に充填す
る状態でコンクリート（Ｃ）を打設していた。Conventionally, as shown in Fig. 5, concrete (C) is poured into a cylindrical vertical hole (2) formed in the ground (3), filling the entire hole, or As shown in Figure 6 or Figure 7, concrete (C) is poured into a vertical hole (2) with an enlarged diameter section formed at the bottom or the upper end of the hole, filling the entire hole. It was set up.
図中（４）はコンクリート打設に先立って孔内に設置し
た鉄筋組である。(4) in the figure shows the reinforcing bars installed in the hole prior to concrete pouring.
しかし、上述従来の方法のうち、縦孔を円柱状にするも
のでは、形成杭における底面の面積を大きくして十分な
支持力を得ようとすると、縦孔の径が全体的に大きくな
り、それに伴ってコンクリートの必要量が大となるため
に、抗重量が大となってそれが支持性の面でのマイナス
要因になると共に、コストが嵩む問題があった。However, among the above-mentioned conventional methods, in which the vertical hole is formed into a cylindrical shape, if an attempt is made to increase the area of the bottom surface of the formed pile to obtain sufficient supporting force, the diameter of the vertical hole becomes large as a whole. As a result, the required amount of concrete increases, resulting in an increase in drag weight, which becomes a negative factor in terms of support, and also increases costs.
一方、孔底や孔の上端部に拡径部を形成するものでは、
コンクリートの必要量を小としながら形成杭における底
面積を大きく採れるものの、拡径部以外の部分における
周面積が小であるために周面摩擦力による支持力が劣る
と共に、縦孔に拡径部を形成するために縦孔の掘削形成
が繁雑となって施工能率が低下する問題があった。On the other hand, in the case where an enlarged diameter part is formed at the bottom or the top of the hole,
Although the required amount of concrete can be reduced and the base area of the formed pile can be increased, the circumferential area other than the enlarged diameter part is small, so the supporting force due to the circumferential friction force is poor, and the enlarged diameter part of the vertical hole is There was a problem in that the excavation of vertical holes was complicated and the construction efficiency was reduced.
本発明の目的は、コンクリートの必要量を節減し、かつ
、縦孔の掘削形成を容易にしながら、形成杭において底
面積及び周面積を共に大きく採れるようにする点にある
。SUMMARY OF THE INVENTION An object of the present invention is to reduce the amount of concrete required, facilitate the excavation of vertical holes, and increase both the bottom area and circumferential area of the formed pile.
本発明による場所打ちコンクリート杭の打設方法の特徴
手段は、地盤に掘削形成する縦孔をその上端から下端ま
でほぼ同径の円柱状の孔とし、その孔の中心部に内穀管
を、孔軸芯に沿う姿勢で、かつ、内穀管の下端が孔底よ
りも上方に位置する状態に挿入設置し、前記孔の内部の
うち前記内穀管の外側にコンクリートを打設することに
あり、その作用・効果は次の通りである。The characteristic means of the method for driving cast-in-place concrete piles according to the present invention is that the vertical hole to be excavated in the ground is a cylindrical hole with approximately the same diameter from the upper end to the lower end, and an inner grain pipe is placed in the center of the hole. The inner grain pipe is inserted and installed in a posture along the hole axis and the lower end of the inner grain pipe is located above the hole bottom, and concrete is poured outside the inner grain pipe inside the hole. There is, and its actions and effects are as follows.
〔作 用〕
つまり、本発明方法によれば、内穀管の内部にはコンク
リートを打設しないから、コンクリートの必要量を小に
しなかなら、大径の円柱状抗を形成できる。[Function] That is, according to the method of the present invention, since concrete is not placed inside the inner grain pipe, a large diameter cylindrical shaft can be formed while reducing the amount of concrete required.
又、内穀管の下端は孔底よりも上方に位置させるから、
孔の底部にはその全体にわたってコンクリートが充填さ
れ、それによって、形成抗の底面積は上述の大径化に伴
って杭途中のコンクリート断面積に比して大きく確保さ
れる。Also, since the lower end of the inner grain tube is located above the hole bottom,
The entire bottom of the hole is filled with concrete, so that the bottom area of the forming pile is secured to be larger than the cross-sectional area of the concrete in the middle of the pile due to the above-mentioned increase in diameter.
その結果、縦孔としては上端から下端までほぼ同径の円
柱状孔を形成するだけであるから、孔の掘削施工が容易
であり施工能率が高く、又、コンクリートの必要量が節
減されることからコストも安価となるといった施工面並
びに経済面での利点を有しながら、形成杭の周面積及び
底面積を大径化により大きく確保できると共に、コンク
リート量の節減により径の割に抗重量を軽くできて、支
持性に極めて優れた場所打ちコンクリート杭を形成し得
るに至った。As a result, only a cylindrical hole with approximately the same diameter from the upper end to the lower end is formed as a vertical hole, making the drilling of the hole easy and highly efficient, and reducing the amount of concrete required. While having the advantage of construction and economic aspects such as lower costs, it is possible to secure a larger circumferential area and base area by increasing the diameter of the formed pile, and by reducing the amount of concrete, it is possible to reduce the drag weight relative to the diameter. It has now become possible to form cast-in-place concrete piles that are lightweight and have excellent support.
次に実施例を説明する。 Next, an example will be described.
第１図（イ）〜（ハ）は場所打ちコンクリート杭の施工
手順を示し、その手順としては、先ず第１図（イ）に示
すように、オーガ（１）により上端から下端まで同径の
円柱状の縦孔（２）を地盤（３）に掘削形成する。Figures 1 (a) to (c) show the construction procedure for cast-in-place concrete piles. First, as shown in Figure 1 (a), an auger (1) is used to create a pile of the same diameter from the upper end to the lower end. A cylindrical vertical hole (2) is excavated into the ground (3).
次に、第１図（０）に示すように、形成した縦孔（２）
に、筒カゴ状に組んだ鉄筋！ （４）を挿入設置すると
共に、薄肉スパイラル鋼管や樹脂管から成る有底の内穀
管（５）を筒カゴ状鉄筋ｆｍ（４）の内方で縦孔（２）
の中心部に、孔軸芯に沿う姿勢で、かつ、内穀管（５）
の底端が孔底よりも上方に位置する状態に挿入設置する
。Next, as shown in Figure 1 (0), the vertical hole (2) formed
The reinforcing bars arranged in a cylindrical cage shape! (4), and insert a bottomed inner grain pipe (5) made of thin-walled spiral steel pipe or resin pipe into the vertical hole (2) inside the cylindrical cage-shaped reinforcing bar fm (4).
In the center of the hole, in a posture along the hole axis, and with an inner grain tube (5)
Insert and install the hole so that its bottom end is located above the hole bottom.
そして、そのように鉄筋組（４）及び内穀管（５）を縦
孔（２）内に挿入設置した状態で、第１図（ハ）に示す
ように、縦孔（２）内部のうち内穀管（５）の外側にコ
ンクリート（Ｃ）を注入打設すると共に、内穀管（５）
の内部には砂、砂利、掘削残土等（Ｓ）を投入充填する
。Then, with the reinforcing bar set (4) and inner grain pipe (5) inserted and installed in the vertical hole (2), as shown in Figure 1 (c), the inside of the vertical hole (2) is Concrete (C) is poured into the outside of the inner grain pipe (5), and the inner grain pipe (5)
The inside of the tank is filled with sand, gravel, excavated soil, etc. (S).
尚、縦孔（２）内部、及び、内穀管（５）の内部には、
コンクリート打設、及び、砂、砂利、残土の充填に先立
ってベントナイト液を注入しておき、縦孔（２）のうち
内穀管（５）の外側へのコンクリート打設、並びに、内
穀管（５）内への砂、砂利、残土等の充填は、それらコ
ンクリート、砂、砂利、残土等とベントナイト液とを置
換させる状態で行う。In addition, inside the vertical hole (2) and inside the inner grain pipe (5),
Prior to placing concrete and filling with sand, gravel, and residual soil, bentonite liquid is injected, and concrete is placed outside of the inner grain pipe (5) in the vertical hole (2), and the inner grain pipe is (5) Filling the inside with sand, gravel, leftover soil, etc. is carried out in such a way that the concrete, sand, gravel, leftover soil, etc. are replaced with bentonite liquid.
第２図は、上述の如く形成した場所打ちコンクリート杭
の横断面構造を示すものである。FIG. 2 shows the cross-sectional structure of the cast-in-place concrete pile formed as described above.
ｃ別実施例〕 次に別実施例を列記する。Examples according to c] Next, another example will be listed.
（イ）内穀管には、鋼管、樹脂管等々、種々の材質のも
のを適用できる。(a) The inner grain pipe can be made of various materials such as steel pipes and resin pipes.
（ロ）縦孔の中心部に内穀管を１本だけ挿入設置するに
代えて、第３図ないし第４図に示すように、縦孔の中心
部に複数の内穀管（５）を分散配置した状態で、あるい
は、束ねた状態で挿入設置するようにしても良い。(b) Instead of inserting and installing only one inner grain pipe in the center of the vertical hole, multiple inner grain pipes (5) are inserted in the center of the vertical hole as shown in Figures 3 and 4. They may be inserted and installed in a dispersed arrangement or in a bundled state.
（ハ）内穀管の下端を縦孔の孔底よりもどの程度の寸法
だけ上方に位置させるかは適宜決定すれば良いが、その
寸法を縦孔の径より大きい寸法とするのが好適である。(c) The distance above the bottom of the vertical hole by which the lower end of the inner grain tube should be positioned can be determined as appropriate, but it is preferable that the dimension is larger than the diameter of the vertical hole. be.
（ニ）内穀管の下端に、縦孔の孔底に対する脚を付設す
るようにしても良い。(d) A leg may be attached to the bottom of the vertical hole at the lower end of the inner grain tube.
（＊）内穀管の内部にコンクリート以外の充填物を充填
するに代えて、内穀管内部を中空のままにしておくよう
にしても良い。(*) Instead of filling the inside of the inner grain pipe with a filler other than concrete, the inside of the inner grain pipe may be left hollow.
尚、応用例として、縦孔掘削形成の繁雑化を容認すると
すれば、第６図や第７図に示す如き拡径部を形成する場
所打ちコンクリート抗において、内穀管を縦孔に挿入配
置し、縦孔のうち内穀管の外側にのみコンクリートを打
設するようにしても良い。As an application example, if we accept the complexity of vertical hole excavation, it is possible to insert the inner grain pipe into the vertical hole in a cast-in-place concrete shaft that forms an enlarged diameter part as shown in Figures 6 and 7. However, concrete may be placed only on the outside of the inner grain pipe in the vertical hole.
第１図及び第２図は本発明の実施例を示し、第１図（（
） 、 （ａ） 、 （ハ）は施工手順を示す断面図、
第２図は形成杭の横断面図である。第３図及び第４図は
本発明の別実施例を示す横断面図であり、第５図ないし
第７図は夫々従来例を示す断面図である。
（２）・・・・・・縦孔、（３）・・・・・・地盤、（
５）・・・・・・内穀管、（Ｃ）・・・・・・コンクリ
ート。1 and 2 show an embodiment of the present invention, and FIG. 1 ((
), (a), (c) are cross-sectional views showing the construction procedure,
FIG. 2 is a cross-sectional view of the forming pile. 3 and 4 are cross-sectional views showing another embodiment of the present invention, and FIGS. 5 to 7 are cross-sectional views showing conventional examples, respectively. (2)... Vertical hole, (3)... Ground, (
5)・・・Inner grain pipe, (C)・・・Concrete.
Claims (1)
にコンクリート（Ｃ）を打設する場所打ちコンクリート
杭の打設方法であって、前記縦孔（２）をその上端から
下端までほぼ同径の円柱状の孔とし、その孔（２）の中
心部に内穀管（５）を、孔軸芯に沿う姿勢で、かつ、内
穀管（５）の下端が孔底よりも上方に位置する状態に挿
入設置し、前記孔（２）の内部のうち前記内穀管（５）
の外側にコンクリート（Ｃ）を打設する場所打ちコンク
リート杭の打設方法。A vertical hole (2) is excavated in the ground (3), and the hole (2)
A method for driving cast-in-place concrete piles, in which concrete (C) is poured into the pile, wherein the vertical hole (2) is a cylindrical hole with approximately the same diameter from the upper end to the lower end, and the center of the hole (2) is The inner grain tube (5) is inserted into the hole (2) in a position along the hole axis and the lower end of the inner grain tube (5) is located above the hole bottom. Of these, the inner grain pipe (5)
A method of driving cast-in-place concrete piles, in which concrete (C) is placed on the outside of the pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP26126687A JPH01102125A (en) | 1987-10-15 | 1987-10-15 | Placement of concrete pile at site |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP26126687A JPH01102125A (en) | 1987-10-15 | 1987-10-15 | Placement of concrete pile at site |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH01102125A true JPH01102125A (en) | 1989-04-19 |
Family
ID=17359439
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP26126687A Pending JPH01102125A (en) | 1987-10-15 | 1987-10-15 | Placement of concrete pile at site |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH01102125A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20020084646A (en) * | 2001-05-04 | 2002-11-09 | 허진구 | Method of Constructing Piles in Civil Engineering Works |
| CN104179166A (en) * | 2014-08-22 | 2014-12-03 | 中国建筑西南勘察设计研究院有限公司 | Rigid pile composite foundation and construction method thereof |
| CN106567387A (en) * | 2016-07-15 | 2017-04-19 | 刘献刚 | Vibration-pressing tube sinking construction method, vibration-pressing pile construction method and vibratory hammer equipment |
| CN106958246A (en) * | 2016-06-15 | 2017-07-18 | 刘献刚 | The pile body that a kind of shake pressure type pile body construction method and use this method are made |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS51131109A (en) * | 1975-05-10 | 1976-11-15 | Nose Kenchiku Kouzou Kenkiyuus | Method of embedding hollow foundation pile made of concrete |
| JPS59141627A (en) * | 1983-02-03 | 1984-08-14 | Takenaka Komuten Co Ltd | Construction of on-site hollow pile |
| JPS59161515A (en) * | 1983-03-04 | 1984-09-12 | Fujita Corp | Construction of hollow on-site concrete pile |
-
1987
- 1987-10-15 JP JP26126687A patent/JPH01102125A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS51131109A (en) * | 1975-05-10 | 1976-11-15 | Nose Kenchiku Kouzou Kenkiyuus | Method of embedding hollow foundation pile made of concrete |
| JPS59141627A (en) * | 1983-02-03 | 1984-08-14 | Takenaka Komuten Co Ltd | Construction of on-site hollow pile |
| JPS59161515A (en) * | 1983-03-04 | 1984-09-12 | Fujita Corp | Construction of hollow on-site concrete pile |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20020084646A (en) * | 2001-05-04 | 2002-11-09 | 허진구 | Method of Constructing Piles in Civil Engineering Works |
| CN104179166A (en) * | 2014-08-22 | 2014-12-03 | 中国建筑西南勘察设计研究院有限公司 | Rigid pile composite foundation and construction method thereof |
| CN106958246A (en) * | 2016-06-15 | 2017-07-18 | 刘献刚 | The pile body that a kind of shake pressure type pile body construction method and use this method are made |
| CN106567387A (en) * | 2016-07-15 | 2017-04-19 | 刘献刚 | Vibration-pressing tube sinking construction method, vibration-pressing pile construction method and vibratory hammer equipment |
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