JP2003213675A - Wall pile - Google Patents
Wall pileInfo
- Publication number
- JP2003213675A JP2003213675A JP2002017076A JP2002017076A JP2003213675A JP 2003213675 A JP2003213675 A JP 2003213675A JP 2002017076 A JP2002017076 A JP 2002017076A JP 2002017076 A JP2002017076 A JP 2002017076A JP 2003213675 A JP2003213675 A JP 2003213675A
- Authority
- JP
- Japan
- Prior art keywords
- pile
- wall
- width
- ground
- cross
- 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)
- Foundations (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、壁杭に関する。TECHNICAL FIELD The present invention relates to a wall pile.
【０００２】[0002]
【従来の技術】図５に示すように、従来の壁杭２０は、
地中連続壁工法によって構築された壁状の杭であり、多
くの建設現場で施工されている。また、例えば、特開２
００１−２２６９８７号公報には、図５の壁杭と同様の
構造を有する地中連続壁が開示されている。壁杭２０
は、長方形状の横断面を有しており、壁杭２０の上端は
地上に構築されたフーチング、地中梁、耐圧盤等の基礎
４に接合され、上端から表層地盤５を通して鉛直下方向
へと延在されて、下端が表層地盤５の下層の支持層６へ
根入れされており、基礎４や基礎４上に構築される建造
物を支持している。なお、支持層６は表層地盤５より強
固な地盤である。2. Description of the Related Art As shown in FIG.
It is a wall-shaped pile constructed by the underground continuous wall method and is used at many construction sites. In addition, for example, Japanese Patent Laid-Open No.
Japanese Patent Publication No. 001-226987 discloses an underground continuous wall having a structure similar to that of the wall pile of FIG. Wall stake 20
Has a rectangular cross section, and the upper end of the wall pile 20 is joined to a foundation 4 such as a footing, an underground beam, and a pressure plate constructed on the ground, and from the upper end to a vertically downward direction through the surface ground 5. And the lower end is rooted in the support layer 6 under the surface ground 5, and supports the foundation 4 and the building constructed on the foundation 4. The support layer 6 is a firmer ground than the surface ground 5.
【０００３】[0003]
【発明が解決しようとする課題】ところで、壁杭は、上
述のように基礎や基礎上の建造物を支持する役割を果た
しているが、壁杭の横断面が長方形であることから、水
平支持力の方向性が一様ではなく、大地震の発生時に
は、基礎に偏心が生じて基礎や基礎上の建造物の傾斜・
倒壊を招く恐れがある。また、地表からの深さ位置によ
って壁杭に発生する曲げ応力やせん断応力は異なるた
め、従来のように壁杭の上端から下端までの幅を同じに
すると、壁杭を構築する際の表層地盤の掘削土量や壁杭
を形成するコンクリート等の材料の使用量が必要以上に
多くなるという問題があった。By the way, the wall pile plays a role of supporting the foundation and the building on the foundation as described above. However, since the cross section of the wall pile is rectangular, the horizontal bearing capacity is increased. The directionality of the foundation is not uniform, and when a large earthquake occurs, the foundation is eccentric and the inclination of the foundation or the structure on the foundation
May cause collapse. In addition, since bending stress and shearing stress generated in the wall pile differ depending on the depth position from the ground surface, if the width from the upper end to the lower end of the wall pile is made the same as in the conventional case, the surface ground when constructing the wall pile will be There was a problem that the amount of excavated soil and the amount of materials such as concrete used to form wall piles were increased more than necessary.
【０００４】そこで、本発明の課題は、水平支持力の方
向性を一様とすることで従来の壁杭より耐震性を向上で
きるとともに、壁杭を構築する際の表層地盤の掘削土量
や壁杭を形成する材料の使用量を低減できる壁杭を提供
することである。Therefore, an object of the present invention is to improve the seismic resistance as compared with the conventional wall pile by making the direction of the horizontal bearing force uniform, and to excavate the amount of soil excavated in the surface ground when constructing the wall pile. An object of the present invention is to provide a wall pile that can reduce the amount of material used to form the wall pile.
【０００５】[0005]
【課題を解決するための手段】上記課題を解決するた
め、請求項１記載の発明は、例えば、図１及び図２に示
すように、地盤に埋設されて基礎４や基礎上の建造物を
支持する壁杭１０であって、横断面の中心を軸として９
０度回転させた際に、回転前後で横断面が一致するよう
な横断面形状を有し、地盤の地表付近に埋設される杭頭
部１と、この杭頭部の幅よりも狭い幅を有し、前記杭頭
部の下端に一体に形成されて、地表付近より下方の表層
地盤５に埋設される杭軸部２と、この杭軸部の幅よりも
広い幅を有し、前記杭軸部の下端に一体に形成され、表
層地盤より強固で、かつ、表層地盤より下方にある支持
層６内に埋設される杭底部３とを備えていることを特徴
とする。In order to solve the above problems, the invention according to claim 1 is, for example, as shown in FIGS. 1 and 2, a foundation 4 and a building on the foundation which are buried in the ground. It is a wall pile 10 that supports, with the center of the cross section as the axis.
It has a cross-sectional shape that the cross-sections match before and after the rotation when it is rotated by 0 degree, and the pile head 1 buried near the ground surface of the ground and the width narrower than the width of this pile head are used. And a pile shaft portion 2 integrally formed at the lower end of the pile head and embedded in the surface ground 5 below the surface of the earth, and a width wider than the width of the pile shaft portion. It is characterized in that it is integrally formed at the lower end of the shaft portion, and is provided with a pile bottom portion 3 which is stronger than the surface ground and is embedded in the support layer 6 below the surface ground.
【０００６】請求項１記載の発明によれば、大地震の発
生時には、地盤の地表付近に形成された杭頭部に最も大
きな曲げ応力やせん断応力が発生することになるが、杭
頭部は横断面の中心を軸として９０度回転させた際に、
回転前後で横断面が一致するような横断面形状を有して
いるので、水平支持力の方向性を一様にでき、多方向か
らの地震波に対しても耐震性を有する。また、杭軸部に
は杭頭部程の曲げ応力やせん断応力は発生しないので、
杭頭部の幅より狭い幅であっても、十分水平力を支持で
きる。また、杭底部は杭軸部の幅よりも広い幅を有して
おり、表層地盤より強固で、かつ、表層地盤より下方に
ある支持層内に埋設されるので、杭軸部の幅を狭くした
ことによる鉛直支持力の低下を防止する。このように、
本発明の壁杭では、水平支持力の方向性を一様にできる
とともに、鉛直支持力の低下を防止できるので、従来の
壁杭より耐震性を向上できる。また、杭軸部の幅を狭く
したことから、壁杭を構築する際の表層地盤の掘削土量
や壁杭を形成する材料の使用量を低減できる。According to the invention described in claim 1, when a large earthquake occurs, the largest bending stress and shear stress are generated in the pile head formed near the ground surface of the ground. When rotated 90 degrees around the center of the cross section,
Since it has a cross-sectional shape in which the cross-sections are the same before and after rotation, the directionality of the horizontal bearing force can be made uniform, and it has seismic resistance against seismic waves from multiple directions. Also, since the bending stress and shearing stress of the pile head are not generated in the pile shaft,
Even if the width is narrower than the width of the pile head, the horizontal force can be sufficiently supported. Also, the pile bottom has a width wider than the width of the pile shaft, is stronger than the surface ground, and is embedded in the supporting layer below the surface ground, so the width of the pile shaft is narrow. This prevents the vertical support force from decreasing. in this way,
In the wall pile of the present invention, the directionality of the horizontal supporting force can be made uniform and the vertical supporting force can be prevented from lowering, so that the earthquake resistance can be improved as compared with the conventional wall pile. In addition, since the width of the pile shaft portion is narrowed, it is possible to reduce the amount of excavated soil in the surface ground and the amount of material used to form the wall pile when constructing the wall pile.
【０００７】請求項２記載の発明は、例えば、図１及び
図２に示すように、請求項１記載の壁杭において、前記
杭頭部は、複数の壁体が互いに壁体の幅を二分する位置
で交差するように一体に形成されていることを特徴とす
る。According to a second aspect of the present invention, for example, as shown in FIGS. 1 and 2, in the wall pile according to the first aspect, the pile head has a plurality of wall bodies that divide the width of the wall body into two halves. It is characterized in that it is integrally formed so as to intersect at a position.
【０００８】請求項２記載の発明によれば、杭頭部は、
複数の壁体を互いに壁体の幅を二分する位置で交差する
ように一体に形成されているため、構造が簡単であり、
設計及び施工が容易となり、施工コストの低減を図るこ
とができる。According to the invention of claim 2, the pile head is
Since the plurality of wall bodies are integrally formed so as to intersect each other at a position that divides the width of the wall body into two, the structure is simple,
Design and construction become easy, and construction cost can be reduced.
【０００９】請求項３記載の発明は、例えば、図１及び
図２に示すように、請求項２記載の壁杭において、前記
壁体は、二つであり、これらの壁体が互いに壁体の幅を
二分する位置で直交するように一体に形成されているこ
とを特徴とする。The invention according to claim 3 is, for example, as shown in FIGS. 1 and 2, in the wall pile according to claim 2, the number of the wall bodies is two, and these wall bodies are mutually wall bodies. Is formed integrally so as to be orthogonal to each other at a position that divides the width of the.
【００１０】請求項３記載の発明によれば、杭頭部は、
二つの壁体が互いに壁体の幅を二分する位置で直交する
ように一体に形成されているため、水平支持力の方向性
を一様とするのに必要な構成要素を最小限にできる。ま
た、構造が簡単であり、設計及び施工が容易となり、施
工コストの低減を図ることができる。According to the invention described in claim 3, the pile head is
Since the two wall bodies are integrally formed so as to be orthogonal to each other at a position that bisects the width of the wall body, it is possible to minimize the components required to make the directionality of the horizontal supporting force uniform. Further, the structure is simple, the design and construction are easy, and the construction cost can be reduced.
【００１１】[0011]
【発明の実施の形態】以下、図面を参照して本発明に係
る実施の形態の壁杭について詳細に説明する。最初に、
壁杭の構成について説明する。なお、従来の技術で述べ
た壁杭２０と同様の構成要素には同一記号を付して説明
する。図１及び図２に示すように、壁杭１０は、地盤に
埋設されて基礎４やその基礎４上の建造物を支持するも
のであり、杭頭部１、杭軸部２、杭底部３が一体に形成
されたものである。BEST MODE FOR CARRYING OUT THE INVENTION A wall pile according to an embodiment of the present invention will be described in detail below with reference to the drawings. At first,
The structure of the wall pile will be described. The same components as those of the wall pile 20 described in the related art will be described with the same symbols. As shown in FIGS. 1 and 2, the wall pile 10 is embedded in the ground to support the foundation 4 and a building on the foundation 4, and the pile head 1, the pile shaft portion 2, and the pile bottom portion 3 are provided. Are integrally formed.
【００１２】杭頭部１は、多方向からの地震波に対する
水平支持力の方向性が一様となるよう、横断面の中心を
軸として９０度回転させた際に、回転前後で横断面が一
致するような横断面形状を有しており、大地震が発生し
た際に、基礎４やその基礎４上の建造物の傾斜や倒壊を
防ぐものであり、例えば、コンクリート製の横断面視略
十字形状（図２（ａ）参照）の壁体から形成されてい
る。また、杭頭部１は、大地震の発生時に最も大きな曲
げ応力やせん断応力が発生する部分、すなわち、表層地
盤５内の地表付近に埋設され、図１に示すように、杭頭
部１の上端が地表面とほぼ面一になるように配置されて
いる。なお、杭頭部１は、横断面視略十字形状に限ら
ず、横断面視略米字形状、横断面視円形状、横断面視略
井字形状等でもよい。また、杭頭部１を形成する材料も
コンクリートに限らず、ソイルセメントを用いてもよ
い。When the pile head 1 is rotated 90 degrees about the center of the horizontal cross section so that the horizontal bearing force with respect to seismic waves from multiple directions becomes uniform, the cross sections of the pile head 1 match before and after the rotation. It has a cross-sectional shape such as that which prevents tilting or collapse of the foundation 4 and the building on the foundation 4 when a large earthquake occurs. It is formed from a wall body having a shape (see FIG. 2A). Further, the pile head 1 is buried in a portion where the largest bending stress or shear stress is generated when a large earthquake occurs, that is, near the ground surface in the surface ground 5, and as shown in FIG. It is arranged so that the upper end is almost flush with the ground surface. In addition, the pile head 1 is not limited to the cross-section substantially cross shape, but may be the cross-section substantially US shape, the cross-section circular shape, the cross-section substantially square shape, or the like. Further, the material forming the pile head 1 is not limited to concrete, and soil cement may be used.
【００１３】杭軸部２は、杭頭部１を表層地盤５内で支
持するものであり、例えば、コンクリート製の横断面視
長方形状（図２（ｂ）参照）の壁体から形成されてい
る。また、杭軸部２は、その上端が杭頭部１の下端と一
体に形成されており、上端から鉛直下方向へと延在され
て、下端が表層地盤５より強固で、かつ、表層地盤５よ
り下方にある支持層６と表層地盤５との境界に位置する
ように配置されている。また、杭軸部２は、地表面から
離れているため、大地震が発生した際に杭頭部１程の大
きな曲げ応力やせん断応力が発生することはなく、杭頭
部１の幅に比べて狭い幅を有するものとなっている。な
お、支持層６は、自然に存在する強固な岩盤層等や、表
層地盤５が軟弱であれば、事前に地盤改良を施した処理
土層等が好ましい。The pile shaft portion 2 supports the pile head portion 1 in the surface layer ground 5, and is formed of, for example, a wall body made of concrete and having a rectangular cross section (see FIG. 2 (b)). There is. In addition, the pile shaft portion 2 has an upper end integrally formed with the lower end of the pile head 1, extends vertically downward from the upper end, and has a lower end that is stronger than the surface soil 5 and is also the surface soil. It is arranged so as to be located at the boundary between the support layer 6 and the surface layer ground 5 below 5. Further, since the pile shaft portion 2 is separated from the ground surface, when a large earthquake occurs, the bending stress and the shear stress as large as those of the pile head portion 1 do not occur, and the width of the pile head portion 1 is smaller than that of the pile head portion 1. Has a narrow width. The support layer 6 is preferably a naturally existing strong rock layer or the like, or a treated soil layer that has been subjected to ground improvement in advance if the surface layer 5 is soft.
【００１４】杭底部３は、杭頭部１を支持する杭軸部２
を支持層６内で支持するものであり、例えば、コンクリ
ート製の横断面視長方形状（図２（ｃ）参照）の壁体か
ら形成されている。また、杭底部３は、図１に示すよう
に、その上端が表層地盤５と支持層６との境界とほぼ面
一となるように支持層６内に埋設されており、さらに
は、杭軸部２の下端と一体に形成されている。また、杭
底部３は、杭軸部２の幅に比べて広い幅を有するものと
されており、杭軸部２の幅を狭くしたことによる鉛直支
持力の低下を防止している。The pile bottom portion 3 is a pile shaft portion 2 for supporting the pile head portion 1.
Is supported in the support layer 6, and is formed of, for example, a wall body made of concrete and having a rectangular shape in cross section (see FIG. 2C). Further, as shown in FIG. 1, the pile bottom portion 3 is embedded in the support layer 6 such that the upper end thereof is substantially flush with the boundary between the surface ground 5 and the support layer 6, and further, the pile shaft 3 It is formed integrally with the lower end of the portion 2. Further, the pile bottom portion 3 has a width wider than the width of the pile shaft portion 2, and prevents the vertical support force from being reduced due to the narrow width of the pile shaft portion 2.
【００１５】次に、図３及び図４を参照して壁杭１０を
構築する方法について説明する。壁杭１０を構築するに
は、最初に汎用の掘削機を用いて、図３に示すように、
２ヶ所の第１掘削部７１を掘削する。その際、第１掘削
部７１間に第１掘削部７１の長さより少し短い間隔をあ
けておく。Next, a method of constructing the wall pile 10 will be described with reference to FIGS. 3 and 4. To build the wall stake 10, first use a general-purpose excavator, as shown in FIG.
Excavate two first excavation parts 71. At that time, an interval slightly shorter than the length of the first excavation part 71 is provided between the first excavation parts 71.
【００１６】次いで、両第１掘削部７１間を繋ぐように
１ヶ所の第２掘削部７２を掘削する。この時、第２掘削
部７２は、第１掘削部７１の一部と重なるように掘削さ
れ、これにより、ほぼ長円状の孔が形成される。また、
形成された孔の長さＬは、杭頭部１の幅より少し長くな
っている。以下、杭頭部１の深さ、例えば、地表から約
５ｍ程度まで第１掘削部７１と第２掘削部７２とを交互
に掘削していく。Next, one second excavation part 72 is excavated so as to connect the two first excavation parts 71. At this time, the second excavation part 72 is excavated so as to overlap a part of the first excavation part 71, whereby a substantially oval hole is formed. Also,
The length L of the formed hole is slightly longer than the width of the pile head 1. Hereinafter, the first excavation part 71 and the second excavation part 72 are alternately excavated up to a depth of the pile head 1, for example, about 5 m from the ground surface.
【００１７】第１掘削部７１及び第２掘削部７２の掘削
が終わると、図４に示すように、第１掘削部７１及び第
２掘削部７２の長さ方向に直交する方向に同様の手順で
２ヶ所の第３掘削部７３及び１ヶ所の第４掘削部７４を
掘削する。なお、第３掘削部７３及び第４掘削部７４
は、第４掘削部７４が第２掘削部７２に直交する位置に
合わせて形成される。これにより、表層地盤５は、杭頭
部１の横断面より少し大きな略十字形状に掘削される。When the excavation of the first excavation part 71 and the second excavation part 72 is completed, as shown in FIG. 4, the same procedure is performed in the direction orthogonal to the longitudinal direction of the first excavation part 71 and the second excavation part 72. The two third drilling parts 73 and one fourth drilling part 74 are drilled. The third excavation unit 73 and the fourth excavation unit 74
Is formed so that the fourth excavation portion 74 is aligned with the position orthogonal to the second excavation portion 72. As a result, the surface ground 5 is excavated in a substantially cross shape slightly larger than the cross section of the pile head 1.
【００１８】次いで、掘削した第２掘削部７２をさらに
表層地盤５と支持層６との境界まで掘削する。次いで、
拡幅バケットを備えた掘削機により、第２掘削部７２の
幅を広げながら支持層６を所定の深さまで掘削し、掘削
孔７を形成する。最後に、掘削孔７に鉄筋かご（図示し
ない）の挿入を行い、コンクリートを打設し、壁杭１０
を構築する。Next, the excavated second excavated portion 72 is further excavated to the boundary between the surface layer ground 5 and the support layer 6. Then
By using an excavator equipped with a widening bucket, the support layer 6 is excavated to a predetermined depth while widening the width of the second excavation portion 72 to form the excavation hole 7. Finally, a reinforcing steel cage (not shown) is inserted into the excavation hole 7, concrete is placed, and the wall pile 10
To build.
【００１９】次に、大地震が発生したときの壁杭１０の
動作について説明する。大地震が発生し、従来であれ
ば、壁杭１０が水平支持力に乏しい方向、すなわち、図
１の紙面に対して手前（奥）側から奥（手前）側へ地震
波が伝播すると表層地盤５内では杭頭部１の付近が最も
揺れるため、最も大きな曲げ応力やせん断応力が杭頭部
１に発生することになる。ここで、杭頭部１は、横断面
が略十字形状であるため、図１の紙面に対して左（右）
側から右（左）側へ地震波が伝播した場合と同様の水平
支持力を発揮する。また、杭頭部１の下端に一体に形成
された杭軸部２に発生する曲げ応力やせん断応力は、杭
頭部１に比べてはるかに小さいので、杭軸部２は、杭頭
部１に比べて幅が狭くても、これらの応力の影響は少な
く、杭頭部１を十分支持することができる。また、杭軸
部２の下端に一体に形成された杭底部３は、杭軸部２よ
り広い幅を有しており、鉛直支持力の低下を防止する。Next, the operation of the wall pile 10 when a large earthquake occurs will be described. If a large earthquake occurs and in the conventional case, the wall pile 10 has a poor horizontal bearing capacity, that is, if the seismic wave propagates from the front (back) side to the back (front) side with respect to the paper surface of FIG. 1, the surface ground 5 Since the vicinity of the pile head 1 shakes most inside, the largest bending stress and shear stress are generated in the pile head 1. Here, since the cross section of the pile head 1 is substantially cross-shaped, the pile head 1 is left (right) with respect to the plane of FIG.
It exerts the same horizontal bearing capacity as when a seismic wave propagates from one side to the right (left) side. Further, since bending stress and shearing stress generated in the pile shaft portion 2 integrally formed at the lower end of the pile head portion 1 are much smaller than those in the pile head portion 1, the pile shaft portion 2 is Even if the width is narrower than the above, the influence of these stresses is small and the pile head 1 can be sufficiently supported. Further, the pile bottom portion 3 formed integrally with the lower end of the pile shaft portion 2 has a width wider than that of the pile shaft portion 2 and prevents the vertical supporting force from decreasing.
【００２０】本実施の形態の壁杭１０によれば、杭頭部
１の横断面が略十字形状であるため、水平支持力の方向
性がほぼ一様となる。よって、大地震が発生した際に、
壁杭１０上の基礎４の偏心を解消でき、基礎４や基礎４
上の建造物の傾斜・倒壊を防止できる。また、曲げ応力
やせん断応力の最大値は、表層地盤５内の地表付近に発
生するため、杭軸部２の幅を杭頭部１の幅に比べて狭く
でき、表層地盤５の掘削土量や壁杭１０の材料の使用量
を低減できる。さらに、杭底部３は、杭軸部２に比べて
拡幅されているため、杭軸部２の幅を狭くしても、鉛直
支持力を低下させることがない。According to the wall pile 10 of the present embodiment, since the cross section of the pile head 1 is substantially cross-shaped, the directionality of the horizontal supporting force is substantially uniform. Therefore, when a large earthquake occurs,
The eccentricity of the foundation 4 on the wall pile 10 can be eliminated, and the foundation 4 and the foundation 4
It is possible to prevent the upper building from tilting or collapsing. Further, since the maximum values of bending stress and shear stress occur near the ground surface in the surface ground 5, the width of the pile shaft portion 2 can be made narrower than the width of the pile head 1, and the amount of excavated soil in the surface soil 5 can be reduced. The amount of material used for the wall pile 10 can be reduced. Further, since the pile bottom portion 3 is wider than the pile shaft portion 2, even if the width of the pile shaft portion 2 is narrowed, the vertical support force is not reduced.
【００２１】なお、本発明は、上述の実施の形態に限定
されるものではない。例えば、杭頭部、杭軸部、杭底部
の形状、材料、大きさ等は発明の要旨を逸脱しない範囲
内で設計変更が可能である。The present invention is not limited to the above embodiment. For example, the shape, material, size, etc. of the pile head portion, the pile shaft portion, and the pile bottom portion can be modified within the scope of the invention.
【００２２】[0022]
【発明の効果】請求項１記載の発明によれば、壁杭は、
水平支持力の方向性を一様にできるとともに、鉛直支持
力の低下を防止できるので、従来の壁杭より耐震性を向
上できる。また、杭軸部の幅を狭くしたことから、壁杭
を構築する際の表層地盤の掘削土量や壁杭を形成する材
料の使用量を低減できる。According to the invention of claim 1, the wall pile is
Since the direction of the horizontal bearing capacity can be made uniform and the vertical bearing capacity can be prevented from decreasing, seismic resistance can be improved compared to conventional wall piles. In addition, since the width of the pile shaft portion is narrowed, it is possible to reduce the amount of excavated soil in the surface ground and the amount of material used to form the wall pile when constructing the wall pile.
【００２３】請求項２記載の発明によれば、杭頭部は、
複数の壁体を互いに壁体の幅を二分する位置で交差する
ように一体に形成されているため、構造が簡単であり、
設計及び施工が容易となり、施工コストの低減を図るこ
とができる。According to the invention of claim 2, the pile head is
Since the plurality of wall bodies are integrally formed so as to intersect each other at a position that divides the width of the wall body into two, the structure is simple,
Design and construction become easy, and construction cost can be reduced.
【００２４】請求項３記載の発明によれば、杭頭部は、
二つの壁体が互いに壁体の幅を二分する位置で直交する
ように一体に形成されているため、水平支持力の方向性
を一様とするのに必要な構成要素を最小限にできる。ま
た、構造が簡単であり、設計及び施工が容易となり、施
工コストの低減を図ることができる。According to the invention of claim 3, the pile head is
Since the two wall bodies are integrally formed so as to be orthogonal to each other at a position that bisects the width of the wall body, it is possible to minimize the components required to make the directionality of the horizontal supporting force uniform. Further, the structure is simple, the design and construction are easy, and the construction cost can be reduced.
【図１】本発明の実施の形態における壁杭を説明するた
めの縦断面図である。FIG. 1 is a vertical cross-sectional view for explaining a wall pile according to an embodiment of the present invention.
【図２】上記実施の形態における壁杭を説明するための
横断面図である。FIG. 2 is a transverse cross-sectional view for explaining the wall pile in the above embodiment.
【図３】上記実施の形態における壁杭を施工する際の表
層地盤の掘削方法を説明するための模式図である。FIG. 3 is a schematic diagram for explaining a method of excavating the surface layer ground when constructing the wall pile in the above embodiment.
【図４】上記実施の形態における壁杭を施工する際の表
層地盤の掘削方法を説明するための模式図である。FIG. 4 is a schematic diagram for explaining a method for excavating the surface ground when constructing the wall pile in the above-described embodiment.
【図５】従来技術における壁杭を説明するための縦断面
図である。FIG. 5 is a vertical cross-sectional view for explaining a wall pile in the related art.
１ 杭頭部 ２ 杭軸部 ３ 杭底部 ４ 基礎 ５ 表層地盤 ６ 支持層 １０ 壁杭 1 pile head 2 pile shaft 3 pile bottom 4 basics 5 surface ground 6 Support layer 10 wall stakes
───────────────────────────────────────────────────── フロントページの続き Ｆターム(参考） 2D041 AA01 BA12 BA17 CA02 CB04 DA03 DA13 2D046 CA01 ─────────────────────────────────────────────────── ─── Continued front page F-term (reference) 2D041 AA01 BA12 BA17 CA02 CB04 DA03 DA13 2D046 CA01
Claims (3)
を支持する壁杭であって、 横断面の中心を軸として９０度回転させた際に、回転前
後で横断面が一致するような横断面形状を有し、地盤の
地表付近に埋設される杭頭部と、 この杭頭部の幅よりも狭い幅を有し、前記杭頭部の下端
に一体に形成されて、地表付近より下方の表層地盤に埋
設される杭軸部と、 この杭軸部の幅よりも広い幅を有し、前記杭軸部の下端
に一体に形成され、表層地盤より強固で、かつ、表層地
盤より下方にある支持層内に埋設される杭底部とを備え
ていることを特徴とする壁杭。1. A wall pile that is buried in the ground and supports a foundation or a structure on a foundation, and when the cross section is rotated 90 degrees about the center of the cross section, the cross sections before and after the rotation match. A pile head that has a unique cross-sectional shape and is buried near the surface of the ground, and a width that is narrower than the width of this pile head, and is integrally formed at the lower end of the pile head, A pile shaft portion that is embedded in the lower surface layer ground, and a width that is wider than the width of this pile shaft portion, is integrally formed at the lower end of the pile shaft portion, is stronger than the surface layer ground, and is also the surface layer ground. A wall pile, comprising: a pile bottom portion embedded in a lower support layer.
位置で交差するように一体に形成されていることを特徴
とする壁杭。2. The wall pile according to claim 1, wherein the pile head is integrally formed so that a plurality of wall bodies intersect each other at a position that bisects the width of the wall body. Wall stake.
幅を二分する位置で直交するように一体に形成されてい
ることを特徴とする壁杭。3. The wall pile according to claim 2, wherein the number of the wall bodies is two, and these wall bodies are integrally formed so as to be orthogonal to each other at a position that bisects the width of the wall body. A wall pile characterized by.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2002017076A JP2003213675A (en) | 2002-01-25 | 2002-01-25 | Wall pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2002017076A JP2003213675A (en) | 2002-01-25 | 2002-01-25 | Wall pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2003213675A true JP2003213675A (en) | 2003-07-30 |
Family
ID=27652899
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2002017076A Pending JP2003213675A (en) | 2002-01-25 | 2002-01-25 | Wall pile |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2003213675A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2005090689A1 (en) * | 2004-03-20 | 2005-09-29 | Ext Co., Ltd. | Pile with an extended head and working method of the same |
| KR100760888B1 (en) | 2005-05-30 | 2007-09-21 | 송기용 | An extended head pile with inside and outside reinforcement |
| JP2010229715A (en) * | 2009-03-27 | 2010-10-14 | Railway Technical Res Inst | Foundation structure of building over rail track |
| CN110485456A (en) * | 2019-08-26 | 2019-11-22 | 长安大学 | Loess hidden holes area Bored Pile of Bridge lateral bearing capacity and correction factor calculation method |
-
2002
- 2002-01-25 JP JP2002017076A patent/JP2003213675A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2005090689A1 (en) * | 2004-03-20 | 2005-09-29 | Ext Co., Ltd. | Pile with an extended head and working method of the same |
| US7578637B2 (en) | 2004-03-20 | 2009-08-25 | Ki-yong Song | Pile with an extended head and working method of its operation |
| KR100760888B1 (en) | 2005-05-30 | 2007-09-21 | 송기용 | An extended head pile with inside and outside reinforcement |
| JP2010229715A (en) * | 2009-03-27 | 2010-10-14 | Railway Technical Res Inst | Foundation structure of building over rail track |
| CN110485456A (en) * | 2019-08-26 | 2019-11-22 | 长安大学 | Loess hidden holes area Bored Pile of Bridge lateral bearing capacity and correction factor calculation method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105714833A (en) | Construction method of steel plate pile open caisson support | |
| JP2008057184A (en) | Method of constructing underground wall by using h-shaped pc pile | |
| JP7094423B2 (en) | Underground wall pile structure with expanded bottom | |
| JP6632028B2 (en) | Concrete assembly retaining wall | |
| JP2003119775A (en) | Construction of foundation pile | |
| KR102233572B1 (en) | Inverse casing for perforating ground bore and inverse casing manufacturing method thereof | |
| KR102351397B1 (en) | Construction method of circular vertical wall by polygon overlapping column Pile and circular vertical wall | |
| JPH0460022A (en) | Sheathing method and sheathing pile therefor | |
| JPH0960028A (en) | Method for increasing strength of existing steel pipe pile | |
| JP3448629B2 (en) | Seismic retrofitting method for existing structure foundation | |
| JP2003213675A (en) | Wall pile | |
| JP4029191B2 (en) | Subsidence suppression structure, construction method of settlement suppression structure | |
| JP5075094B2 (en) | Construction method and foundation structure of foundation structure in structure | |
| KR100714060B1 (en) | Construction method of two-step supporting pile | |
| JP2005282043A (en) | Earth retaining wall reinforcing method | |
| KR102325623B1 (en) | Construction method of retaining wall | |
| JP5075093B2 (en) | Construction method and foundation structure of foundation structure in structure | |
| JP3957607B2 (en) | Pneumatic caisson and pneumatic caisson method | |
| JP2000192479A (en) | Earthquake resistant reinforcing method for existing pile foundation | |
| KR102184081B1 (en) | Construction method for perforating goround bore using inverse casing | |
| JP2857803B2 (en) | Piles and continuous underground walls with large tip bearing capacity | |
| JP5075092B2 (en) | Construction method and foundation structure of foundation structure in structure | |
| JPH04115024A (en) | Sheathing method | |
| JP7212981B1 (en) | Earth retaining structure and construction method of earth retaining structure | |
| JP2675858B2 (en) | Vertical shaft excavation method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A621 | Written request for application examination |
Free format text: JAPANESE INTERMEDIATE CODE: A621 Effective date: 20040511 |
|
| A977 | Report on retrieval |
Free format text: JAPANESE INTERMEDIATE CODE: A971007 Effective date: 20060515 |
|
| A131 | Notification of reasons for refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A131 Effective date: 20060523 |
|
| A02 | Decision of refusal |
Effective date: 20061003 Free format text: JAPANESE INTERMEDIATE CODE: A02 |