JPH0355612B2 - - Google Patents
Info
- Publication number
- JPH0355612B2 JPH0355612B2 JP11202486A JP11202486A JPH0355612B2 JP H0355612 B2 JPH0355612 B2 JP H0355612B2 JP 11202486 A JP11202486 A JP 11202486A JP 11202486 A JP11202486 A JP 11202486A JP H0355612 B2 JPH0355612 B2 JP H0355612B2
- Authority
- JP
- Japan
- Prior art keywords
- hollow
- pile
- hole
- concrete
- mortar
- 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.)
- Expired
Links
- 229910000831 Steel Inorganic materials 0.000 claims description 20
- 239000010959 steel Substances 0.000 claims description 20
- 239000000463 material Substances 0.000 claims description 13
- 239000004570 mortar (masonry) Substances 0.000 claims description 12
- 239000004567 concrete Substances 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 2
- 238000005553 drilling Methods 0.000 description 7
- 238000002347 injection Methods 0.000 description 6
- 239000007924 injection Substances 0.000 description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 239000011440 grout Substances 0.000 description 4
- 235000008331 Pinus X rigitaeda Nutrition 0.000 description 3
- 235000011613 Pinus brutia Nutrition 0.000 description 3
- 241000018646 Pinus brutia Species 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000005923 long-lasting effect Effects 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Description
【発明の詳細な説明】
〔産業上の利用分野〕
この発明は、アースアンカー兼用地中杭の施工
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 of constructing an underground pile that also serves as an earth anchor.
地中杭によつて建造物を支える場合、地中杭Ｂ
は建造物の正の荷重を支持するものである。
When supporting a structure with underground piles, underground piles B
supports the positive loads of the structure.
しかし、最近では、地下構造物の有効利用が非
常に多くなつて来ており、負の荷重である浮力に
対する対応が問題になつている。従来、一般的な
浮力対策としては、建造物の荷重が浮力を上まわ
る正の荷重にすることにより対応している。また
浮力は、常に一定ではなく水位差により変化す
る。そこで杭を設計する時は、浮力が最小の時を
想定して行われているのが現状であり、第１図ａ
のように基礎Ａなどの地下駆体を大きくしたり、
またスパンを小さくすることにより対応していた
が、地下構造物が巨大化してコストアツプとなつ
ていた。 However, in recent years, effective use of underground structures has become very common, and how to deal with buoyancy, which is a negative load, has become an issue. Conventionally, a common measure against buoyancy has been to make the load of the building a positive load that exceeds the buoyancy. Also, buoyancy is not always constant and changes depending on the water level difference. Therefore, when designing piles, the current situation is to assume that the buoyancy is at its minimum, as shown in Figure 1a.
Increasing the size of underground structures such as foundation A,
In addition, the problem was solved by reducing the span, but the underground structure became huge and the cost increased.
また地震時の震動によつて建造物が揺れた場
合、傾いた側の地中杭Ｂには、正の荷重が作用
し、反応側の地中杭Ｂには、負の荷重が作用する
ことになる。（第２図参照）
このような場合にも負の荷重への対応が重要で
あつた。 In addition, when a building shakes due to vibrations during an earthquake, a positive load acts on the underground pile B on the tilted side, and a negative load acts on the underground pile B on the reactive side. become. (See Figure 2) In such cases, it was also important to deal with negative loads.
以上のような場合の地中杭Ｂは、正の荷重を支
えるだけでなく、負の荷重に抵抗するアースアン
カーが必要となる。そこで単なるアースアンカー
としのてものではなく、アースアンカー兼用の地
中杭が非常に都合が良いが、施工が難しい。 The underground pile B in the above case requires an earth anchor that not only supports positive loads but also resists negative loads. Therefore, it is very convenient to use underground piles that also serve as earth anchors, rather than simply using them as earth anchors, but they are difficult to construct.
この発明にかかるアースアンカー兼用地中杭
は、地中に先端部を拡底した削孔を形成して、該
削孔内の先端部にモルタル若しくはコンクリート
を打設して、その孔内に中空パイルを降下し、該
中空パイルの中空部を通つてPC鋼材の下部に取
り付けたアンカー部をまだ固まらない削孔先端部
のモルタル若しくは、コンクリートに埋設し、一
方中空パイル上部にコンクリート基礎の受圧部を
構築した後、PC鋼材を緊張してプレストレス力
を導入し、中空パイルの中空部にモルタル若しく
はコンクリートを注入するものである。
The underground pile that also serves as an earth anchor according to the present invention is provided by forming a hole in the ground with an enlarged tip, pouring mortar or concrete into the tip of the hole, and installing a hollow pile in the hole. The anchor part attached to the lower part of the prestressing steel material through the hollow part of the hollow pile is buried in the mortar or concrete at the tip of the drilled hole that has not hardened yet, while the pressure receiving part of the concrete foundation is placed in the upper part of the hollow pile. After construction, the prestressing force is applied by tensioning the prestressing steel, and mortar or concrete is injected into the hollow part of the hollow pile.
既成中空パイルを使用するための施工が容易で
ある。 Construction is easy because it uses prefabricated hollow piles.
中空パイルの中空部を利用してPC鋼材を降下
するため、削孔内壁の崩壊が生じず確実に削孔底
部まで降下が可能である。 Since the prestressing steel material is lowered using the hollow part of the hollow pile, it is possible to reliably descend to the bottom of the borehole without collapsing the inner wall of the borehole.
複数本の中空パイルを使用してもプレストレス
力によつて一体化し、また中実断面になるので、
長期的にも且つ強固な地中杭となる。 Even if multiple hollow piles are used, they will be integrated by prestressing force and will have a solid cross section, so
It becomes a long-lasting and strong underground pile.
以下、図に示す一実施例に基づきこの発明を詳
細に説明する。
Hereinafter, the present invention will be explained in detail based on an embodiment shown in the drawings.
〈１〉 削孔の形成（第３図、ａ，ｂ）
地中に削孔機１によつて削孔２を形成する。
削孔２は、支持層３まで至るようにし、支持層
３に削孔した先端部４は、上部よりも径を拡大
する。削孔機１の注入パイプを使用して削孔２
の先端部４にモルタル若しくは、コンクリート
５を打設する。<1> Formation of a drilled hole (FIG. 3, a, b) A drilled hole 2 is formed underground using a driller 1.
The hole 2 is made to reach the support layer 3, and the diameter of the tip 4 drilled in the support layer 3 is larger than that of the upper part. Drilling hole 2 using injection pipe of hole drilling machine 1
Mortar or concrete 5 is placed on the tip 4 of the holder.
〈２〉 中空パイルの降下（第３図、ｃ，ｄ）
削孔２内に既成の中空パイル６を降下する。
中空パイル６は、中心に中空部７が貫通された
円筒形状である。中空パイル６は、単数でも複
数でもよく、最下端となる部分は底部４に至ら
せる。<2> Lowering the hollow pile (Fig. 3, c, d) The ready-made hollow pile 6 is lowered into the drilled hole 2.
The hollow pile 6 has a cylindrical shape with a hollow portion 7 passing through the center. The hollow pile 6 may be singular or plural, and the lowermost portion thereof reaches the bottom portion 4.
〈３〉 PC鋼材の降下（第３図、ｅ，ｆ）
下端にアンカー部８であるアンカー金物が取
付けられたPC鋼材９を押し下げパイプ１１に
保護させながら中空部７を通つて削孔最下端の
まだ固まらないモルタル若しくはコンクリート
５内の所定の位置に埋設する。（第４図、ａ，
ｂ）
PC鋼材９としては、PC鋼線、PC鋼より線、
PC鋼棒または、アンポントPC鋼線等が使用で
きる。アンカー部８上には、定着部の支圧補強
用のスパイラル筋１０が取り付けられている。
削孔２内壁は、中空パイル６によつて崩壊が防
げられるため押し下げパイプ１１に保護された
PC鋼線９の降下は容易である。<3> Lowering of the PC steel material (Fig. 3, e, f) The PC steel material 9, to which the anchor hardware that is the anchor part 8 is attached to the lower end, is pushed down and protected by the pipe 11, passing through the hollow part 7 and lowering it to the bottom of the drilling hole. It is buried at a predetermined position in mortar or concrete 5 that has not yet hardened. (Figure 4, a,
b) As the PC steel material 9, PC steel wire, PC steel stranded wire,
PC steel rods or ampont PC steel wires can be used. A spiral reinforcement 10 for reinforcing the bearing pressure of the fixing part is attached to the anchor part 8.
The inner wall of the drilled hole 2 was protected by the push-down pipe 11 because the hollow pile 6 prevented it from collapsing.
Lowering the PC steel wire 9 is easy.
なお、押し下げパイプ１１とともにグラウト
注入パイプ１２を中空部７内を降下させ、注入
パイプ１２下端は、削孔口の底部４近くまで降
下させる。 In addition, the grout injection pipe 12 is lowered in the hollow part 7 together with the push-down pipe 11, and the lower end of the injection pipe 12 is lowered to near the bottom 4 of the drilling hole.
〈４〉 プレストレス力導入（第３図、ｇ，ｈ）
第５図に示すように、中空パイル６上端にキ
ヤツプ１３を被せ、PC鋼材９とグラウト注入
パイプ１２を突出させる。PC鋼材９の上端に
は、シース１４を被せ、シース１４の中間部か
ら泥水排出パイプ１５を連続させる。中空パイ
ル６上には、受圧部１６である、マツトスラ
プ、あるいは基礎Ａを構築する。その後PC鋼
材９を緊張してプレストレス力を導入し、くさ
び等の端部金物によつて定着する。PC鋼材９
によつてマツトスラブ、あるいは基礎を支持層
３に固定するとともに、プレストレス力によつ
て複数本の中空パイル６，６を一体化する。<4> Introduction of prestress force (Fig. 3, g, h) As shown in Fig. 5, the cap 13 is placed on the upper end of the hollow pile 6, and the PC steel material 9 and the grout injection pipe 12 are made to protrude. The upper end of the PC steel material 9 is covered with a sheath 14, and a muddy water discharge pipe 15 is connected to the middle part of the sheath 14. On the hollow pile 6, a pine slab or foundation A, which is a pressure receiving part 16, is constructed. Thereafter, the PC steel material 9 is tensioned to introduce a prestress force, and is fixed using end metal fittings such as wedges. PC steel material 9
The pine slab or the foundation is fixed to the support layer 3 by the pine slab, and the plurality of hollow piles 6, 6 are integrated by the prestressing force.
グラウト注入パイプ１２からモルタル等１８
を中空内に充填するとともに注入することによ
り、削孔時の泥水を底部から押し上げ、泥水パ
イプ１５から泥水を排水する。 From grout injection pipe 12 to mortar etc. 18
By filling and injecting into the hollow, muddy water during drilling is pushed up from the bottom and drained from the muddy water pipe 15.
この発明は、以上のような構成を有し、以下の
ような効果を得ることができる。
The present invention has the above configuration and can obtain the following effects.
(イ) この発明により施工したアースアンカー兼用
地中杭によれば、正の荷重とともに、負の荷重
も支え、地下水による浮力や地震時の杭の引抜
き力に対しても建造物を安定させることができ
る。（第１図ｂ参照）
(ロ) 既成の中空パイルを使用するため施工が容易
である。(a) According to the underground pile that doubles as an earth anchor constructed according to the present invention, it can support not only positive loads but also negative loads, and stabilize buildings against the buoyancy of groundwater and the pull-out force of the piles during earthquakes. I can do it. (See Figure 1b) (b) Construction is easy because ready-made hollow piles are used.
(ハ) 削孔内壁の崩れを中空パイルによつて防げる
ため削孔内へPC鋼材を容易に降下できる。(c) Since the hollow pile prevents the inner wall of the borehole from collapsing, the PC steel material can be easily lowered into the borehole.
(ニ) プレストレス力を導入して複数本の中空パイ
ルを一体化し、またモルタル等の充填によつて
中実断面となり、強固な地中杭とすることがで
きる。(d) By introducing prestressing force, multiple hollow piles can be integrated, and by filling with mortar, etc., a solid cross-section can be obtained, making it possible to create a strong underground pile.
第１図ａ，ｂは従来例と本発明の一実施例の浮
力を受けた状態を比較した概略図、第２図は本発
明の一実施例の地震時の概略図、第３図a.〜ｈは
本発明の一実施例のの施工順序縦断面図、第４図
ａ，ｂはアンカー部の削孔底部への埋設状態の縦
断面図、第５図はPC鋼材の定着部の縦断面図で
ある。
１……削孔機、２……削孔、３……支持層、４
……底部、５……モルタル若しくはコンクリー
ト、６……中空パイル、７……中空部、８……ア
ンカー部、９……PC鋼材、１０……スパイラル
筋、１１……押し下げパイプ、１２……グラウト
注入パイプ、１３……キヤツプ、１４……シー
ス、１５……泥水排出パイプ、１６……受圧部、
１７……端部金物、１８……モルタル。
Figures 1a and b are schematic diagrams comparing the conventional example and an embodiment of the present invention under buoyancy, Figure 2 is a schematic diagram of an embodiment of the present invention during an earthquake, and Figure 3a. -h are longitudinal cross-sectional views of the construction sequence according to an embodiment of the present invention, Fig. 4 a and b are longitudinal cross-sectional views of the anchor part buried in the bottom of the drilled hole, and Fig. 5 is a longitudinal cross-sectional view of the anchoring part of the prestressing steel material. It is a front view. 1... Hole drilling machine, 2... Hole drilling, 3... Support layer, 4
... Bottom, 5 ... Mortar or concrete, 6 ... Hollow pile, 7 ... Hollow part, 8 ... Anchor part, 9 ... PC steel, 10 ... Spiral reinforcement, 11 ... Push down pipe, 12 ... Grout injection pipe, 13... Cap, 14... Sheath, 15... Mud water discharge pipe, 16... Pressure receiving part,
17... End hardware, 18... Mortar.
Claims (1)
ル若しくはコンクリートを打設した削孔を形成し
て該削孔内に中空パイルを降下し、該中空パイル
の中空部を通つてPC鋼材下部に取り付けたアン
カーをまだ固まらない削孔先端部のモルタル若し
くはコンクリートに埋設し、一方、中空パイルの
上部にコンクリート基礎の受圧部を構築した後、
PC鋼材を緊張して、プレストレス力を導入し、
中空パイルの中空部にモルタル若しくはコンクリ
ートを注入することを特徴とするアースアンカー
兼用地中杭の施工法。1. The bottom of the tip is widened in the ground, a hole is formed by pouring mortar or concrete into the bottom part, and a hollow pile is lowered into the hole, and the lower part of the PC steel material is passed through the hollow part of the hollow pile. bury the anchor attached to the hole in the mortar or concrete at the tip of the drilled hole that has not hardened yet, and on the other hand, after constructing the pressure receiving part of the concrete foundation on the top of the hollow pile,
Tension the PC steel material, introduce prestress force,
A method of constructing an underground pile that also serves as an earth anchor, characterized by injecting mortar or concrete into the hollow part of the hollow pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11202486A JPS62268423A (en) | 1986-05-16 | 1986-05-16 | Construction work of underground pile used in common for earth anchor |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11202486A JPS62268423A (en) | 1986-05-16 | 1986-05-16 | Construction work of underground pile used in common for earth anchor |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS62268423A JPS62268423A (en) | 1987-11-21 |
| JPH0355612B2 true JPH0355612B2 (en) | 1991-08-23 |
Family
ID=14576083
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP11202486A Granted JPS62268423A (en) | 1986-05-16 | 1986-05-16 | Construction work of underground pile used in common for earth anchor |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS62268423A (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07103559B2 (en) * | 1990-02-05 | 1995-11-08 | 株式会社大林組 | Construction method for steel pipe piles |
| US7070362B2 (en) * | 2002-01-22 | 2006-07-04 | Henning Baltzer Rasmussen | Reinforcement unit for a reinforcing a footing element when laying pile foundations with a pile, and method for placing a foundation pile and reinforcement of a footing element |
| JP5207047B2 (en) * | 2008-07-30 | 2013-06-12 | 清水建設株式会社 | Seismic reinforcement method for existing foundation and seismic reinforcement structure for existing foundation |
| JP5684069B2 (en) * | 2011-08-05 | 2015-03-11 | 大成建設株式会社 | Pile structure |
| TWI634249B (en) * | 2017-05-24 | 2018-09-01 | 潤弘精密工程事業股份有限公司 | Method for forming underground construction and underground construction formed thereby |
-
1986
- 1986-05-16 JP JP11202486A patent/JPS62268423A/en active Granted
Also Published As
| Publication number | Publication date |
|---|---|
| JPS62268423A (en) | 1987-11-21 |
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