JP2001059219A - Bored precast pile - Google Patents
Bored precast pileInfo
- Publication number
- JP2001059219A JP2001059219A JP2000182916A JP2000182916A JP2001059219A JP 2001059219 A JP2001059219 A JP 2001059219A JP 2000182916 A JP2000182916 A JP 2000182916A JP 2000182916 A JP2000182916 A JP 2000182916A JP 2001059219 A JP2001059219 A JP 2001059219A
- Authority
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- Japan
- Prior art keywords
- pile
- tip
- bottom plate
- perforated bottom
- general
- 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.)
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- Piles And Underground Anchors (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本願発明は、少なくとも先端
部が根固め材で根固めされた埋込み杭の構造に関するも
のである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a structure of an embedded pile whose at least a tip portion is rooted with a rooting material.
【０００２】[0002]
【従来の技術】都市部やその近郊部、または、埋め立て
地盤部などでは、地表面からかなりの深さまで軟弱地盤
が存在しているために、構造物を直接支持させることが
できない場合が多い。2. Description of the Related Art In an urban area, a suburban area, or a landfill area, a soft ground exists from the ground surface to a considerable depth, so that a structure cannot be directly supported in many cases.
【０００３】このような場合に、杭を用いて下方の強固
な地盤に構造物の荷重を支持させる杭基礎工法が採用さ
れることが多い。[0003] In such a case, a pile foundation method is often adopted in which a pile is used to support the load of a structure on a solid ground below.
【０００４】一般に、このような杭基礎工法は、打撃工
法、場所打ちコンクリート杭工法、埋込み杭工法に分類
される。[0004] In general, such pile foundation methods are classified into hammering method, cast-in-place concrete pile method, and embedded pile method.
【０００５】打撃工法は、既成杭をハンマーなどで地層
中に打ち込む工法であり、場所打ちコンクリート杭工法
は、掘削機または人力で立坑を掘削した後に、この坑内
に鉄筋籠を挿入し、そこにコンクリートを流し込むこと
によって、杭を形成する工法である。[0005] The hammering method is a method of driving an existing pile into a stratum with a hammer or the like. In the cast-in-place concrete pile method, after excavating a shaft using an excavator or human power, a steel cage is inserted into the shaft, and a cage is inserted therein. This is a method of forming piles by pouring concrete.
【０００６】埋込み杭工法は、先掘り工法と中掘り工法
および回転圧入工法に細分類され、先掘り工法は、掘削
機で地中に立坑を掘削した後に既成杭を圧入する工法、
中掘り工法は掘削ロッドを既成杭の内部に挿入して掘削
しながら杭を建て込んで行く工法、回転圧入工法は杭を
ドリル状に形成するなどして、杭を回転させて推進力を
得つつ、地中に圧入するものである。The embedded pile method is subdivided into a pre-drilling method, a medium-drilling method, and a rotary press-in method. The pre-drilling method is a method in which an excavator excavates a shaft into the ground and then presses in an existing pile.
The medium digging method is to insert a drill rod into an existing pile and build the pile while excavating, and the rotary press-in method is to form the drill into a drill shape and rotate the pile to obtain propulsion. Meanwhile, they are pressed into the ground.
【０００７】近年、都市部やその近郊地域では、周辺環
境への配慮から、低騒音・低振動の施工が求められるよ
うになり、このような杭基礎工法のうち、特に埋込み杭
工法が多用されている。In recent years, low noise and low vibration construction has been demanded in urban and suburban areas in consideration of the surrounding environment. Among such pile foundation methods, the embedded pile method has been widely used. ing.
【０００８】埋込み杭工法のうち、先掘り杭工法や中掘
り杭工法では、図１２に示すように、杭１１の先端支持
力を増大させる目的で、杭１１先端付近の地盤にセメン
トミルクやモルタル等の根固め材（固化材）を用いて杭
径より大きな根固め球根部１２を形成する場合がある。[0008] Of the embedding pile method, in the excavation pile method and the medium excavation pile method, as shown in Fig. 12, cement milk or mortar is applied to the ground near the tip of the pile 11 in order to increase the supporting force of the tip of the pile 11. There is a case where the root-fixing bulb portion 12 larger than the pile diameter is formed by using a root-fixing material (solidifying material) such as.
【０００９】これは、拡大根固め球根部１２が杭１１を
強固に支持地盤に連結し、拡大根固め球根部１２より上
方での杭外周の摩擦抵抗ｆ1 と拡大根固め球根部１２の
外周での摩擦抵抗ｆ2 と、杭１１先端部における先端地
盤の支持力ｐによって構造物の荷重を支持するものであ
る。[0009] This is because the expanded root compaction bulb portion 12 firmly connects the pile 11 to the supporting ground, the frictional resistance f 1 of the pile outer periphery above the expanded root compaction bulb portion 12 and the outer circumference of the enlarged root compaction bulb portion 12 The load of the structure is supported by the frictional resistance f 2 at the point and the supporting force p of the tip ground at the tip of the pile 11.
【００１０】これらの埋込み杭の支持機構のうち、杭先
端付近の地盤の支持力に関しては、中空の筒状杭を用い
る場合でも、先端地盤の支持力を確実に、また効率的に
確保する目的から、杭体自身の先端面の実面積ではな
く、杭の先端を閉塞させて、密実断面として支持地盤に
荷重を伝達するのが一般的であり、そのためには、杭体
から根固め球根部に確実に荷重を伝達することが重要と
なる。[0010] Of these embedded pile support mechanisms, with regard to the ground support near the tip of the pile, the purpose is to reliably and efficiently secure the ground support at the tip even when a hollow cylindrical pile is used. Therefore, it is common to close the tip of the pile, not the actual area of the tip end face of the pile itself, and to transmit the load to the supporting ground as a solid cross section. It is important to reliably transmit the load to the part.
【００１１】[0011]
【発明が解決しようとする課題】しかし、図１２のよう
な杭先端部に何らの対策がなされていない場合には、杭
体から根固め球根部への荷重伝達は、杭先端面での支圧
と、杭体と根固め材との付着によって行われることにな
る。However, if no countermeasures are taken at the tip of the pile as shown in FIG. 12, the load transmission from the pile to the root-fixing bulb will be carried out at the tip of the pile. This is done by pressure and the adhesion between the pile and the consolidation material.
【００１２】しかし、一般に、根固め材の強度に対して
杭先端面の面積が小さく、かつ杭体と根固め材の付着に
おいては、根固め材の圧縮強度の高々数パーセントの付
着強度しか期待できない。However, in general, the area of the tip end face of the pile is small relative to the strength of the pile, and the adhesion between the pile and the pile is expected to be only at most a few percent of the compressive strength of the pile. Can not.
【００１３】したがって、杭先端の確実な閉塞と杭から
先端地盤への確実な荷重伝達を確保するためには、根固
め球根部の強度を非常に高いものにするか、または杭体
内に多量の根固め材を充填して付着長を稼ぐことが必要
になる。Therefore, in order to secure the solid blockage of the tip of the pile and the reliable transmission of the load from the pile to the ground at the tip, the strength of the bulging bulb must be extremely high or a large amount of It is necessary to increase the adhesion length by filling the root consolidation material.
【００１４】しかし、これらの方法は、施工方法や管理
が複雑になったり、多量の根固め材や特殊な材料が必要
になったりするために非常に不経済となり、地中深くで
の作業であることを考慮すると、不確実性を増すことに
もなり、実用的でない。However, these methods are very uneconomical due to the complicated construction method and management, and the necessity of a large amount of consolidation materials and special materials. Given this, it also increases the uncertainty and is not practical.
【００１５】これに対し、先掘り工法では、地盤を掘削
した後に杭を建て込むため、あらかじめ先端を閉塞させ
た杭を圧入することにより、確実に杭先端を閉塞させて
支持地盤や根固め材に荷重を伝達することが可能であ
る。On the other hand, in the pre-drilling method, the pile is erected after the ground is excavated. For this reason, the pile whose tip is closed in advance is press-fitted so that the tip of the pile is reliably closed and the supporting ground and the consolidation material It is possible to transmit a load to the vehicle.
【００１６】しかし、坑内に満たされた孔壁安定液や地
下水によって浮力が作用したり、掘削土が先端付近に詰
まったりして、先端閉塞杭を圧入、着座させるのは困難
なことも多い。特に、鋼管杭等のように比較的薄肉で見
かけの比重（杭全重量を中空部も含めた杭体の体積で除
した値）の小さい杭の場合、杭体の自重に比して大きな
浮力が作用するため、先端閉塞の状態で杭を圧入するに
は多大な労力を必要とするばかりか、仮に圧入できたと
しても杭を所定の位置に着座させておくことは非常に困
難である。However, it is often difficult to press-fit and seat the tip-closed pile due to buoyancy caused by the hole wall stabilizing liquid or groundwater filled in the pit or excavated soil clogging near the tip. In particular, in the case of piles such as steel pipe piles, which are relatively thin and have a small apparent specific gravity (the value obtained by dividing the total weight of the pile by the volume of the pile including the hollow part), a large buoyancy compared to the weight of the pile itself is obtained. Therefore, not only does it require a great deal of labor to press-fit the pile with the tip closed, but it is very difficult to keep the pile at a predetermined position even if the press-fit is possible.
【００１７】さらに、中掘り工法では、杭体内部に掘削
ロッドを挿入して掘削しながら杭を建て込むため、あら
かじめ先端を閉塞させた杭を用いることは原理的に不可
能である。Further, in the middle digging method, since a pile is built while excavating by inserting a drill rod into the pile body, it is basically impossible to use a pile whose tip is closed in advance.
【００１８】そこで、これらの課題に対し、例えば特開
昭６３−９７７１２号公報に記載されるように、杭先端
部内周面に突起を設けることにより、鋼管杭と先端部の
ソイルセメントの付着強度を高めようとしたものが見ら
れる。To solve these problems, for example, as described in JP-A-63-97712, by providing a projection on the inner peripheral surface of the pile tip, the adhesion strength between the steel pipe pile and the soil cement at the tip is improved. Some are trying to increase
【００１９】しかし、この方法によれば、所要の付着力
を確保するために突起高を高くしたり、設置数を増やそ
うとすると、鋼管製作後に鋼管内側の限られた空間内で
高さの高い突起を設置したり、多くの突起を設置するこ
とは煩雑で不経済な作業となるし、特開昭６３−９７７
１２号公報に開示されているようにあらかじめ突起を設
けた鋼板から鋼管を形成する場合でも、突起高が高い場
合には、製造上、品質上に問題が生じる。However, according to this method, if the height of the projections is increased or the number of installations is increased in order to secure the required adhesive force, the height is increased in the limited space inside the steel pipe after the steel pipe is manufactured. It is troublesome and uneconomical work to install the projections or many projections.
Even when a steel pipe is formed from a steel sheet provided with projections in advance as disclosed in Japanese Patent Publication No. 12, if the projection height is high, there is a problem in production and quality.
【００２０】一方、突起の高さが小さいと、掘削孔の上
部に残った乱された粘性土、攪拌不十分なままで孔中に
残された粘性度の高い土塊やスライムなどが、杭を圧入
する際に突起部周辺に付着するなどして十分な付着強度
が得られない可能性や、杭設置後にソイルセメントのブ
リージング等により、突起下部に付着性能に悪影響を及
ぼすような間隙が発生する可能性があり、杭の先端の閉
塞、さらには支持地盤への荷重伝達が不確実なものとな
る。On the other hand, if the height of the projections is small, the disturbed viscous soil remaining in the upper part of the excavation hole, the high-viscosity soil mass or slime remaining in the hole with insufficient stirring may cause the pile to be caught. There is a possibility that sufficient adhesion strength may not be obtained due to adhesion around the protrusion when press-fitting, and gaps that adversely affect the adhesion performance will be generated at the lower part of the protrusion due to soil cement breathing etc. after pile installation There is a possibility that blockage of the tip of the pile and further, transmission of load to the supporting ground becomes uncertain.
【００２１】さらに、杭先端付近に、拡大根固め球根部
を形成して、先端支持力の確実性の向上や支持力性能の
向上を図る場合には、杭から拡大根固め球根部へ確実に
荷重伝達する必要があるが、杭内部の突起による付着力
によって杭先端の閉塞が確保された場合でも、杭外壁側
での根固め材と杭体の付着が確保されず、拡大根固め部
全体に良好な荷重伝達が行われない可能性がある。Further, in the case where an expanded root compaction bulb portion is formed near the tip of the pile to improve the reliability of the tip support force and the improvement of the support force performance, it is necessary to surely move the pile from the pile to the expanded root compaction bulb portion. Although it is necessary to transmit the load, even if the tip of the pile is blocked due to the adhesive force due to the protrusion inside the pile, the adhesion of the pile packing material and the pile body on the pile outer wall side is not secured, and the entire expanded pile In some cases, good load transmission may not be performed.
【００２２】これを改善するために、杭先端部外周面に
も同様の突起を設けることが考えられるが、杭の先端構
造が複雑となり、コストアップにつながる。In order to improve this, it is conceivable to provide a similar projection on the outer peripheral surface of the tip of the pile, but the tip structure of the pile becomes complicated, leading to an increase in cost.
【００２３】また、杭体から杭先端地盤に確実に荷重伝
達を行うことを目的とした他の事例として、特開平７−
２４７５４６号公報に開示された先端根固め工法があ
る。これは、杭本体の先端に底板と、この底板の下方へ
突出する中空連結部材と、この中空連結部材の先端に取
り付けられたアンカー板を設けることにより、根固め部
と杭体を一体化し、大きな鉛直支持力および引抜き抵抗
を得ようとするものである。As another example for reliably transmitting a load from a pile body to a pile tip ground, see Japanese Patent Application Laid-Open No.
There is a tip root compaction method disclosed in Japanese Patent No. 247546. This is, by providing a bottom plate at the tip of the pile main body, a hollow connecting member protruding below the bottom plate, and an anchor plate attached to the tip of the hollow connecting member, the rooting portion and the pile body are integrated, It is intended to obtain a large vertical supporting force and pull-out resistance.
【００２４】しかし、この場合、底板に開口部が設けら
れていない場合や、開口部が小さい場合には、前述のご
とく、孔壁安定液や地下水からの浮力のために杭の圧入
や着座が困難となってしまう。However, in this case, if no opening is provided in the bottom plate or if the opening is small, the press-fitting or seating of the pile may be performed due to buoyancy from the hole wall stabilizing liquid or groundwater as described above. It will be difficult.
【００２５】また、この構造では、杭体から根固め部へ
の荷重伝達は主に杭先端の底板部での支圧によって行わ
れるが、底板には少なくとも中空連結部材が設置されて
おり、かつ一般には施工性を確保するために底板に相当
量の有孔部が必要となることから、支圧に有効な先端断
面積が杭の全断面積より小さくなっている。In this structure, the load is transmitted mainly from the pile body to the root consolidation portion by the bearing at the bottom plate portion at the tip of the pile, and at least the hollow connecting member is installed on the bottom plate. In general, since a considerable amount of perforated portion is required in the bottom plate to ensure workability, the effective cross-sectional area at the tip is smaller than the total cross-sectional area of the pile.
【００２６】さらに、先端付近の地盤は掘削により乱さ
れ、かつ応力が解放されているため、底板による支圧に
対して周辺地盤が根固め材を拘束する効果もそれほど期
待できないこと等からも、先端の根固め材として圧縮強
度の大きな材料が必要であり、材料選定や施工法、施工
管理が複雑で不経済なものとなってしまう。Furthermore, since the ground near the tip is disturbed by excavation and the stress is released, the effect that the surrounding ground restrains the reinforced material against the bearing by the bottom plate cannot be expected so much. A material having a large compressive strength is required as a material for securing the tip, and the material selection, the construction method, and the construction management become complicated and uneconomical.
【００２７】本願発明は、先掘り杭工法や中掘り杭工法
等で設置される埋込み杭における上述のように課題に対
して、先端を開端した状態で施工ができ、かつ杭体から
先端地盤部への荷重伝達を確実に行うことができ、さら
に根固め材や施工法に経済性を阻害するような特殊な工
夫や装置を必要としない経済性に優れた埋込み杭の構造
を提供することを目的としたものである。According to the present invention, in order to solve the above-mentioned problems in the embedded pile installed by the pre-drilling pile method or the middle-drilled pile method, the construction can be performed with the tip open, and the pile body can be removed from the pile. To provide an economical embedded pile structure that can reliably transmit the load to the building and that does not require special measures or equipment that hinders the economics of the rooting material and construction method. It is intended.
【００２８】[0028]
【課題を解決するための手段】本願の請求項１に係る発
明は、少なくとも先端部が根固め材で根固めされる埋込
み杭であって、中空の杭一般部と、前記杭一般部の先端
に固着された杭一般部の外径より大きい外径と杭一般部
の内径以下の径の孔部を有する有孔底板と、前記有孔底
板に固着された先端円筒管部とから形成された杭を、少
なくとも前記有孔底板と前記先端円筒管部とで囲まれる
空間が前記根固め材で満たされるように掘削孔内に設置
し、前記先端円筒管部内の硬化した根固め材を先端円筒
管部で外側から拘束しつつ、前記有孔底板から支圧力と
して伝達される荷重に対する該根固め部の耐力を確保す
るよう構成されていることを特徴とするものである。According to a first aspect of the present invention, there is provided an embedded pile having at least a tip portion which is solidified with a ramming material, the hollow pile general portion and a tip of the pile general portion. A perforated bottom plate having an outer diameter larger than the outer diameter of the pile general portion and a hole having a diameter equal to or less than the inner diameter of the pile general portion, and a tip cylindrical tube portion fixed to the perforated bottom plate. A stake is installed in the excavation hole so that at least a space surrounded by the perforated bottom plate and the tip cylindrical pipe portion is filled with the stiffening material, and the hardened stiffening material in the tip cylindrical pipe portion is subjected to the tip cylinder. It is characterized in that, while being restrained from the outside by the pipe portion, the strength of the root-fixing portion against the load transmitted as a supporting force from the perforated bottom plate is ensured.
【００２９】本構造によれば、杭一般部の先端に伝達さ
れた荷重の大部分は、先端に固着された有孔底板から、
支圧力として硬化した根固め材に伝達される。According to this structure, most of the load transmitted to the tip of the pile general portion is transmitted from the perforated bottom plate fixed to the tip.
The supporting pressure is transmitted to the hardened root compact.
【００３０】このとき、硬化した根固め材は有孔底板か
らの支圧力を受けると同時に、有孔底板から下方に突出
した先端円筒管部による側方拘束受け、いわゆる３軸応
力状態にあり、一軸圧縮強度に比べて数倍の支圧強度を
発揮することができる。At this time, the hardened root consolidation material receives the bearing pressure from the perforated bottom plate and is in a so-called triaxial stress state by lateral restraint by the tip cylindrical tube projecting downward from the perforated bottom plate. A bearing strength several times higher than the uniaxial compressive strength can be exhibited.
【００３１】この先端円筒管部は、先掘り工法や中掘り
工法では掘削によって地盤が乱され、かつ応力解放が生
じるために杭先端付近の地盤による根固め材の拘束効果
が低下している状態でも、根固め材の側方拘束効果を確
実に引き出して、杭の先端を確実に閉塞することを目的
として設けるものであり、その径や根固め材の強度、有
孔底板の孔部の大きさ等を考慮して、所定の拘束効果が
得られるような剛性のものを選択する。In the tip cylindrical pipe portion, the ground is disturbed by excavation in the pre-drilling method or the medium-drilling method, and stress is released, so that the restraining effect of the ground near the tip of the pile on the consolidation material is reduced. However, it is provided for the purpose of reliably drawing out the lateral restraint effect of the ramming material and securely closing the tip of the pile, its diameter, strength of the ramming material, and the size of the hole of the perforated bottom plate. In consideration of the size and the like, a rigid member having a predetermined restraining effect is selected.
【００３２】以上のように、本願発明の埋込み杭では、
施工性を確保するために先端を開端した状態で杭を建て
込むことができる。また、支圧板としての底板に孔部を
設けたことによる支圧面積の減少分を先端円筒管部での
側方拘束効果によって、根固め材の支圧強度を向上させ
ることで、補うことができる。As described above, in the embedded pile of the present invention,
Piles can be built with the tip open to ensure workability. In addition, the reduction of the bearing area due to the provision of the hole in the bottom plate as the bearing plate can be compensated for by improving the bearing strength of the consolidation material by the lateral restraint effect at the tip cylindrical tube part. it can.
【００３３】そのため、根固め材として特別な材料を用
いたり、施工法やその管理に特別な手法を用いることな
く、確実に開端杭の先端を閉塞することができ、これに
より、杭先端の実断面積ではなく、内部を閉塞した密実
断面として杭先端付近の地盤に荷重を確実に伝達するこ
とができる。Therefore, the tip of the open-ended pile can be reliably closed without using a special material as a root consolidation material or using a special method for the construction method and the management thereof. The load can be reliably transmitted to the ground near the tip of the pile, not as a cross-sectional area but as a solid cross-section with the inside closed.
【００３４】さらに、先掘り杭工法や中掘り杭工法で
は、杭先端付近に拡大根固め球根部を形成して、先端支
持力の確実性の向上や支持力性能の向上を図ることが行
われる場合があるが、本願発明の埋込み杭においては、
容易にこれと同等またはより確実な効果を得ることがで
きる。Further, in the excavation pile method or the medium excavation pile method, an expanded rooted bulb portion is formed near the tip of the pile to improve the reliability of the tip support force and improve the support force performance. Although there are cases, in the embedded pile of the present invention,
Equivalent or more reliable effects can be easily obtained.
【００３５】すなわち、杭一般部の先端に固着する有孔
底板の外径がそれより下方に突出する先端円筒管部の外
径よりも大きくなるように形成しておけば、杭の外壁側
の根固め材に対しても、底板の外側への張り出し部分か
ら支圧力として荷重が伝達されるため、杭先端部から支
持地盤への均等な荷重伝達が実現できる。That is, if the outer diameter of the perforated bottom plate fixed to the tip of the pile general portion is formed so as to be larger than the outer diameter of the tip cylindrical tube portion projecting downward, the outer wall side of the pile is formed. Since the load is transmitted as the supporting force from the projecting portion of the bottom plate to the outside of the bottom plate, even load transmission from the tip of the pile to the support ground can be realized.
【００３６】また、より確実に荷重を伝達し、支持力を
向上させるためには、杭一般部の先端に固着する有孔底
板の外径を杭一般部よりも大きくし、かつ先端円筒管部
も杭一般部よりも大径の鋼管等を用いて構成しておけば
よい。Further, in order to transmit the load more reliably and to improve the supporting force, the outer diameter of the perforated bottom plate fixed to the tip of the general portion of the pile is made larger than that of the general portion of the pile, and the cylindrical portion at the tip end is formed. It may be configured using a steel pipe or the like having a diameter larger than that of the general pile.
【００３７】請求項２は、先端円筒管部の外径が杭一般
部の外径より大きい場合を限定したものであり、支持力
の向上効果や施工性を考慮した場合、請求項３に規定し
たように先端円筒管部の外径Ｄ0 が杭一般部の外径ｄ0
の１．１〜１．２５倍程度であることが望ましい。[0037] Claim 2 restricts the case in which the outer diameter of the tip cylindrical pipe portion is larger than the outer diameter of the pile general portion. In consideration of the effect of improving the supporting force and workability, it is specified in claim 3. As described above, the outer diameter D 0 of the tip cylindrical tube part is equal to the outer diameter d 0 of the pile general part.
It is preferably about 1.1 to 1.25 times the above.
【００３８】これによって、底板とそれより下方に突出
する杭一般部より大径の先端円筒管部よりなる空間が閉
塞され、杭一般部の径より大きな径を持つ根固め部分が
確実に構成され、先端支持地盤のより広い範囲に、確実
に荷重を伝達し、より大きな先端支持力を得ることがで
きる。Thus, the space formed by the bottom plate and the cylindrical portion of the tip having a diameter larger than that of the general portion of the pile projecting downward therefrom is closed, and a solidified portion having a diameter larger than the diameter of the general portion of the pile is reliably formed. Thus, the load can be reliably transmitted to a wider area of the tip support ground, and a greater tip support force can be obtained.
【００３９】以上の本願発明の埋込み杭においては、先
端円筒管部は底板からの支圧力を受ける根固め材の側方
拘束が主目的であることから、少なくとも杭建て込み時
に脱落することのない程度に底板部に固着されていれば
よい。In the embedding pile according to the present invention, since the main purpose of the cylindrical cylindrical portion at the tip is to laterally restrain the stiffening member receiving the supporting pressure from the bottom plate, at least the pile does not fall off when the pile is built. It is only necessary that it be fixed to the bottom plate part to the extent.
【００４０】請求項４は、請求項１〜３に係る埋込み杭
において、前記有孔底板の孔部の径Ｄh を前記杭一般部
の内径ｄi より小さくして、杭一般部の内径方向に突出
するようにした場合である。The fourth aspect is embedded pile according to claims 1 to 3, wherein the diameter D h of the hole of the perforated bottom plate is made smaller than the inner diameter d i of the pile general portion, the inner diameter direction of the pile general portions This is the case when the projection is made to project.
【００４１】有孔底板の孔部の径Ｄh を杭一般部の内径
ｄi よりも小さくし、杭一般部の内側に張り出させるこ
とによって、この張出し部にも根固め材からの支圧反力
が作用し、荷重伝達機構が安定したものになる。[0041] The diameter D h of the hole of the perforated bottom plate smaller than the inner diameter d i of the pile general portions, by overhang the inside of the pile general portions, Bearing from the root compacted material in the overhang The reaction force acts, and the load transmission mechanism becomes stable.
【００４２】このことから、施工性に配慮した上で、内
側への張出し面積を確保するように有孔底板の孔部の径
Ｄh を小さくすれば、有孔底板の剛性の低減などの効果
も期待できる。The effect from this, upon consideration of workability, by reducing the diameter D h of the hole of the perforated bottom plate to ensure overhang area inward, such reduction of the rigidity of the foraminous bottom plate Can also be expected.
【００４３】請求項５は、請求項１〜４に係る埋込み杭
において、前記根固め材がソイルセメントであり、前記
有孔底板の孔部の径Ｄh が前記先端円筒管部の外径Ｄo
の０．６〜０．９倍である場合を限定したものである。The fifth aspect is the embedded pile according to claim 1, wherein the root hardened material is soil cement, the outer diameter D of the diameter D h of the hole of the perforated bottom plate the distal cylindrical tube portion o
Is limited to 0.6 to 0.9 times.
【００４４】通常、根固め材として用いられるソイルセ
メントの圧縮強度は９．８〜１４．７ＭＰａ程度であ
り、有孔底板の孔部の径Ｄh が先端円筒管部の外径Ｄo
の０．６〜０．９倍程度となるようにすれば、有孔底板
について必要な支圧面積が確保でき、また、この程度で
あれば孔部の杭一般部内側への張出し量が比較的小さ
く、施工性等の面でも支障とならない。[0044] Usually, the compressive strength of soil cement used as the root solidifying material is about 9.8～14.7MPa, the outer diameter D o of the diameter D h of the hole of the perforated bottom plate distal cylindrical tube portion
If it is about 0.6 to 0.9 times, the necessary bearing area for the perforated bottom plate can be secured, and if it is about this, the amount of overhang of the hole to the inside of the pile general part can be compared. It is small and does not hinder the workability.
【００４５】請求項６は、請求項１〜５に係る埋込み杭
において、前記先端円筒管部の長さＬが先端円筒管部の
内径Ｄi の０．５倍以上で、先端円筒管部の外形Ｄo の
１．０倍以内である場合を限定したものである。[0045] Claim 6 is the embedded pile according to claims 1-5, the length L of the tip cylindrical tube portion at least 0.5 times the internal diameter D i of the distal cylindrical tube portion, the distal cylindrical tube portion The case where it is within 1.0 times the outer shape Do is limited.
【００４６】先端円筒管部で側方から拘束された根固め
材内に有孔底板からの支圧力が概ね均等に広がり、根固
め材の支圧強度の発現性状をより確実なものにするため
には、この先端円筒管部の長さを先端円筒管部の内径Ｄ
i の０．５倍以上としておくことが望ましい。In order to ensure that the bearing force from the perforated bottom plate spreads substantially evenly in the consolidation material that is constrained from the side by the tip cylindrical tube portion, and that the bearing strength of the consolidation material is more reliably developed. Is the length of the tip cylindrical tube part,
It is desirable to set it to 0.5 times or more of i .
【００４７】一方、先端円筒管部の長さが先端円筒管部
の外径のＤo の０．５〜１．０倍程度あれば、根固め材
の拘束効果が十分と考えられる。また、先端円筒管部の
長さを先端円筒管部の外径の１．０倍より大きくするこ
ともできるが、構造的な意義は薄く、取り扱いやコスト
面で不利となることが考えられる。Meanwhile, the length of the distal cylindrical tube portion if 0.5 to 1.0 times the D o of the outer diameter of the distal cylindrical tube portion, restraining the effect of the root compacted material is considered sufficient. In addition, the length of the distal end cylindrical portion can be made larger than 1.0 times the outer diameter of the distal end cylindrical portion, but the structural significance is thin and it is considered that handling and cost are disadvantageous.
【００４８】請求項７は、請求項１〜６に係る埋込み杭
において、前記杭一般部の先端部の肉厚がそれより上方
の杭一般部の肉厚より大きくした場合である。A seventh aspect of the present invention is the embedded pile according to the first to sixth aspects, wherein the thickness of the tip of the general portion of the pile is larger than the thickness of the general portion of the pile above it.
【００４９】一般に、杭基礎においては、杭頭から杭先
端にかけて杭体に生じる鉛直軸方向応力が小さくなり、
また、地震時に生じる水平力も浅い領域において大きく
なるのが通例であるため、杭先端付近の肉厚が比較的小
さい場合等が考えられる。このような場合でも、杭一般
部の有孔底板が固着される先端付近の肉厚を大きくする
ことにより、根固め材と先端円筒管部から支圧板として
の有孔底板を介して杭一般部に伝達される荷重に対する
剛性、耐力を向上させることができる。Generally, in a pile foundation, the vertical axial stress generated in a pile body from a pile head to a pile tip becomes small,
In addition, since the horizontal force generated during an earthquake is generally large in a shallow region, it is conceivable that the thickness near the tip of the pile is relatively small. Even in such a case, by increasing the wall thickness near the tip where the perforated bottom plate of the pile general part is fixed, the pile fixing part is connected to the pile general part via the perforated bottom plate as a supporting plate from the root consolidation material and the cylindrical tip part. Rigidity and proof stress against the load transmitted to the vehicle.
【００５０】請求項８は、請求項７の埋込み杭におい
て、前記杭一般部の先端部の肉厚部分の長さＬ1 が杭一
般部の外径ｄ0 の２倍以内である場合を限定したもので
ある。According to an eighth aspect of the present invention, in the embedded pile according to the seventh aspect, a case where the length L 1 of the thick portion at the tip end of the general portion of the pile is less than twice the outer diameter d 0 of the general portion of the pile is limited. It was done.
【００５１】杭一般部には、根固め材および先端円筒管
部から支圧板としての有孔底板を介して鉛直軸方向の圧
縮荷重と、杭一般部先端の縁部を巻き上げるような曲げ
荷重が伝達される。このうち、前者の鉛直軸方向の圧縮
荷重に対しては、杭体が健全であるように設計されるの
が通例である。後者の曲げ荷重により杭一般部先端の縁
部に作用する曲げモーメントが卓越するのは、通常、有
孔底板との接合部近傍の限られた領域であり、この領域
の応力が厳しくなる場合でも、多くの場合には、杭一般
部の外径ｄ0 と同程度の長さ、確実には杭一般部の外径
ｄ0 の２倍の長さだけ、杭一般部先端の肉厚を大きく
し、所要の剛性、耐力が得られるようにしておけばよ
い。In the pile general portion, a compressive load in the vertical axis direction from the foundation material and the cylindrical tube portion through the perforated bottom plate as a pressure plate, and a bending load to wind up the edge portion of the pile general portion tip. Is transmitted. Of these, the pile is usually designed so that it is sound with respect to the former compressive load in the vertical axis direction. The bending moment acting on the edge of the tip of the pile due to the latter bending load is usually dominant in the limited area near the joint with the perforated bottom plate, and even when the stress in this area becomes severe , in many cases, pile general portion outer diameter d 0 and similar length, reliably only twice the length of the outer diameter d 0 of the pile general portions, increasing the wall thickness of the pile generally tip However, the required rigidity and proof stress may be obtained.
【００５２】請求項９は、請求項１〜８に係る埋込み杭
において、前記有孔底板と前記杭一般部の接合部付近
に、前記有孔底板と前記杭一般部のいずれか一方、また
は、両方に固着した補剛板が設けられている場合であ
る。A ninth aspect of the present invention is the embedded pile according to any one of the first to eighth aspects, wherein one of the perforated bottom plate and the general pile portion is provided near a joint between the perforated bottom plate and the general pile portion. This is a case where a stiffening plate fixed to both is provided.
【００５３】所定の大きさ、厚さ、枚数の補剛板を、杭
一般部先端付近に固着するか、杭一般部先端付近に沿っ
てその変形を拘束するように有孔底板上に固着するか、
あるいは、杭一般部先端付近および有孔底板の両者に固
着することにより、根固め材から支圧板としての有孔底
板を介して伝達される荷重に対する杭一般部先端付近の
剛性、耐力を向上させることができる。A stiffening plate of a predetermined size, thickness and number is fixed to the vicinity of the tip of the pile general portion, or is fixed to the perforated bottom plate along the vicinity of the tip of the general portion of the pile so as to restrain its deformation. Or
Alternatively, the rigidity and strength of the vicinity of the tip of the pile general portion with respect to the load transmitted through the perforated bottom plate as the supporting plate from the stiffener are improved by being fixed to both the tip of the pile general portion and the bottom plate with the hole. be able to.
【００５４】請求項１０は、請求項１〜９に係る埋込み
杭において、前記有孔底板と前記先端円筒管部によって
囲まれる空間、および、上方の杭一般部の掘削孔よりも
拡径して掘削された前記先端円筒管部の外周部と下方掘
削孔内が前記根固め材で満たされている場合である。According to a tenth aspect of the present invention, in the embedded pile according to the first to ninth aspects, the diameter is larger than a space surrounded by the perforated bottom plate and the cylindrical portion at the tip and an excavation hole of an upper pile general portion. This is a case where the outer peripheral portion of the excavated tip cylindrical pipe portion and the inside of the lower excavation hole are filled with the root consolidation material.
【００５５】この埋込み杭の場合には、上方の杭一般部
の掘削孔よりも前記先端円筒管部外周および下部の掘削
孔を拡径して掘削し、前記先端円筒管部外周および下方
のより広い範囲に根固め材を充填し、これが硬化するこ
とにより、先端円筒管部によるその内部の根固め材の拘
束効果に加え、先端円筒管部に対するその外周部の根固
め材による拘束効果や半径方向への変形の抑制効果も、
より確実に期待できるようになる。In the case of this embedded pile, the outer periphery of the tip cylindrical pipe portion and the lower excavation hole are excavated with diameters larger than the excavation hole of the upper pile general portion. A wide area is filled with the stiffening material, which is hardened. In addition to the restraining effect of the inner stiffening material by the tip cylindrical tube, the stiffening effect and the radius of the outer circumferential portion of the stiffening material with respect to the tip cylindrical tube portion The effect of suppressing deformation in the direction
You can expect more reliably.
【００５６】請求項１１は、請求項１〜１０に係る埋込
み杭において、前記先端円筒管部の外周面に、複数の孔
部もしくは凹凸部またはスタッドが設けられ、あるい
は、少なくとも一巻き以上の突起または溝部が設けられ
ている場合である。According to an eleventh aspect, in the embedded pile according to the first to tenth aspects, a plurality of holes, irregularities, or studs are provided on the outer peripheral surface of the tip cylindrical tube portion, or at least one or more projections are provided. Or it is a case where a groove is provided.
【００５７】前記先端円筒管部の外周面に、所要の個数
の孔部や凹凸部、または、所要の本数のスタッドを離散
的に設けたり、一巻以上の突起または溝部を設け、先端
円筒管部と周辺根固め材の付着をより確実なものとする
ことで、先端円筒管部の外周の根固め材に対しても荷重
の一部が確実に伝達され、先端円筒管部とその内部の根
固め材に加え、先端円筒管部の外周の根固め材を合わせ
たより広い面積で、均等に支持地盤への荷重伝達が行わ
れる。A required number of holes and projections or a required number of studs are discretely provided on the outer peripheral surface of the distal cylindrical tube, or a projection or groove of one or more turns is provided. Part of the load is securely transmitted to the solidification material on the outer circumference of the tip cylindrical pipe part by making the adhesion of the part and the surrounding solidification material more secure, and the tip cylindrical pipe part and the inner part The load transmission to the supporting ground is performed evenly over a wider area including the root-fixing material in addition to the root-fixing material on the outer periphery of the cylindrical portion at the tip.
【００５８】[0058]
【発明の実施の形態】図１は、本願発明の埋込み杭の第
１の実施形態を示したものであり、鋼管等からなる杭一
般部１の先端に、杭一般部１の内径に等しい径の孔部２
ａを有する有孔底板２を固着し、さらに、この有孔底板
２に杭一般部１より大径の鋼管等からなる先端円筒管部
３を固着してなる既成杭を用いている。DESCRIPTION OF THE PREFERRED EMBODIMENTS FIG. 1 shows a first embodiment of an embedded pile according to the present invention. The pile having a diameter equal to the inner diameter of the general pile 1 is provided at the tip of the general pile 1 made of steel pipe or the like. Hole 2
A perforated bottom plate 2 having an a is fixed to the perforated bottom plate 2 and a cylindrical tip portion 3 made of a steel pipe or the like having a larger diameter than the general pile portion 1 is fixed to the perforated bottom plate 2.
【００５９】この既成杭を、有孔底板２と先端円筒管部
３で囲まれる空間内が根固め材４で充填されるように掘
削孔５内に設置し（建て込み）、根固め材４が硬化する
ことにより埋込み杭が形成される。The existing pile is installed in the excavation hole 5 so that the space surrounded by the perforated bottom plate 2 and the cylindrical portion 3 at the tip is filled with the foundation material 4 (installation). The embedding pile is formed by hardening.
【００６０】有孔底板２としては、例えば、図２(a) に
示すように、中央に孔部２ａを有する鋼製のドーナツ状
の有孔円盤や、図２(b) に示すように、根固め材４をよ
り確実に充填するために空気抜き用の貫通孔部２ｂを設
けた有孔円盤等を用いることができる。As the perforated bottom plate 2, for example, as shown in FIG. 2 (a), a steel donut-shaped perforated disk having a hole 2 a in the center, or as shown in FIG. A perforated disk or the like provided with a through hole 2b for venting the air can be used in order to more reliably fill the root compaction material 4.
【００６１】先端円筒管部３としては、その径や根固め
材４の強度、有孔底板２の孔部２ａの大きさ等を考慮し
て、所定の拘束効果が得られるような剛性のものを選択
する。The cylindrical portion 3 has a rigidity such that a predetermined restraining effect can be obtained in consideration of the diameter thereof, the strength of the bolster 4 and the size of the hole 2a of the perforated bottom plate 2. Select
【００６２】また、根固め材４は少なくとも有孔底板２
と、これより下方に突出する先端円筒管部３とで囲まれ
る空間内に充填されていればよく、それより上方の杭外
周部の空間６は根固め材４よりも低強度の材料とするこ
ともできる。杭一般部１内の上部の空間７も同様の低強
度の材料や、もしくは掘削残土などを埋戻しておくこと
もできる。Further, at least the perforated bottom plate 2
And a space surrounded by the tip cylindrical pipe portion 3 projecting downward from the above, and the space 6 on the pile outer peripheral portion above it is made of a material having a lower strength than the rooting material 4. You can also. The upper space 7 in the pile general section 1 can also be filled with a similar low-strength material or excavated soil.
【００６３】本構造によれば、上部構造物の荷重は、杭
一般部１を介して先端部の有孔底板２に伝達され、さら
に支圧力として根固め材４に伝達される。このとき、硬
化した根固め材４は有孔底板２からの支圧力を受けると
同時に、有孔底板２から下方に突出した先端円筒管部３
による側方拘束を受けていわゆる３軸応力状態にあり、
一軸圧縮強度に比べて数倍の支圧強度を発揮することが
できる。According to the present structure, the load of the upper structure is transmitted to the perforated bottom plate 2 at the tip portion via the pile general portion 1 and further transmitted to the consolidation member 4 as a supporting pressure. At this time, the hardened root compaction material 4 receives the supporting pressure from the perforated bottom plate 2 and at the same time, the tip cylindrical tube portion 3 protruding downward from the perforated bottom plate 2.
Is in a so-called triaxial stress state due to lateral restraint by
A bearing strength several times higher than the uniaxial compressive strength can be exhibited.
【００６４】ここで、有孔底板２からの支圧応力に対し
て、３軸拘束下での根固め材４の支圧強度が大きくなる
ように各構造スペックが設定してあれば、有孔底板２か
ら伝達された荷重は根固め材４内に均等に伝達され、結
局、杭一般部１から伝達された荷重は、有孔底板２より
下方に突出した先端円筒管部３の中空部を閉塞した場合
の密実断面を介して、支持地盤に伝達される。Here, if the respective structural specifications are set so that the bearing strength of the consolidation material 4 under the triaxial constraint is increased with respect to the bearing stress from the perforated bottom plate 2, the perforated The load transmitted from the bottom plate 2 is evenly transmitted into the stiffener 4, and eventually the load transmitted from the pile general portion 1 passes through the hollow portion of the tip cylindrical tube portion 3 projecting downward from the perforated bottom plate 2. It is transmitted to the supporting ground through the solid cross section when closed.
【００６５】具体的には、根固め材４として圧縮強度が
９．８〜１４．７ＭＰａのソイルセメントを用いた場合
において、有孔底板２の孔部の径Ｄh が先端円筒管部３
の外径Ｄo の０．６〜０．９倍程度となるようにすれ
ば、有孔底板２について必要な支圧面積が確保できる。
また、この程度であれば孔部２ａの杭一般部１内側への
張出し量が小さいため、根固め材４の充填や中掘り工法
の場合等における施工性を考えた場合も支障とならな
い。[0065] Specifically, in the case of compressive strength as a root solidifying material 4 with soil cement of 9.8～14.7MPa, the diameter of the hole of the perforated bottom plate 2 D h is tip cylindrical tube portion 3
If the so that 0.6 to 0.9 times the outer diameter D o, Bearing area required for perforated bottom plate 2 can be secured.
In addition, since the extent of the hole 2a protruding into the inside of the pile general portion 1 is small at this level, there is no hindrance when the workability is considered in the case of the filling of the foundation material 4 or the middle digging method.
【００６６】また、先端円筒管部３の長さＬについて、
先端円筒管部３で側方から拘束された根固め材４内に有
孔底板２からの支圧力が概ね均等に広がるようにするに
は、先端円筒管部の内径Ｄi の０．５倍以上としておく
ことが望ましい。In addition, regarding the length L of the tip cylindrical tube portion 3,
To Bearing force from the perforated bottom plate 2 is spread substantially evenly in the distal cylindrical tube portion 3 with restrained laterally the root solidified material 4, 0.5 times the internal diameter D i of the distal cylindrical tube portion It is desirable to keep the above.
【００６７】また、この先端円筒管部３の長さＬが先端
円筒管部３の外径Ｄo の０．５〜１．０倍程度あれば、
根固め材の拘束効果が十分と考えられ、根固め材４の支
圧強度の発現性状をより確実なものとすることができ
る。[0067] Further, if 0.5 to 1.0 times the outer diameter D o of the length L of the tip cylindrical tube portion 3 of the distal cylindrical tube portion 3,
It is considered that the restraining effect of the root compaction material is sufficient, and it is possible to more reliably develop the bearing strength of the root compaction material 4.
【００６８】なお、先端円筒管部３の長さを先端円筒管
部３の外径Ｄo の１．０倍より大きくすることもできる
が、構造的な意義は薄く、取り扱いやコスト面で不利と
なることが考えられる。[0068] Note that can be greater than 1.0 times the outer diameter D o of the distal cylindrical tube portion 3 the length of the distal cylindrical tube portion 3, the structural significance is thin, disadvantageous in handling and cost It is considered that
【００６９】このようにして、先端円筒管部３と根固め
材４によって形成される杭先端部は、杭一般部１よりも
拡径され、かつ、先端円筒管部３の内部を根固め材４で
確実に閉塞することができる。In this manner, the pile tip portion formed by the tip cylindrical pipe portion 3 and the stiffening material 4 has a diameter larger than that of the general stake portion 1 and the inside of the tip cylindrical tube portion 3 is stiffened by the stiffening material. 4 can be reliably closed.
【００７０】さらに、これにより先端付近のより大きな
範囲の地盤に荷重を分散して伝達でき、杭一般部１の径
で支持地盤に荷重を伝達する場合よりも大きな支持力が
得られる。Further, the load can be dispersed and transmitted to the ground in a larger area near the tip, and a larger supporting force can be obtained than when the load is transmitted to the supporting ground with the diameter of the pile general portion 1.
【００７１】図３は、本願発明の埋込み杭の第２の実施
形態を示したものであり、鋼管杭からなる杭一般部１の
先端に、外径が杭一般部１の外径より大きく、かつ杭一
般部１の内径よりも小さな径の孔部２ａを有するドーナ
ツ状の有孔円盤よりなる有孔底板２を固着し、さらに有
孔底板２にその外径と等しい外径を有する鋼管よりなる
先端円筒管部３を下方に突出するように固着してなる杭
を用い、少なくとも有孔底板２以深が根固め材４で満た
された場合である。FIG. 3 shows a second embodiment of the embedded pile according to the present invention, in which the outer diameter is larger than the outer diameter of the general pile section 1 at the tip of the general pile section 1 made of a steel pipe pile. A perforated bottom plate 2 made of a donut-shaped perforated disk having a hole 2a having a diameter smaller than the inner diameter of the pile general portion 1 is fixed to the perforated bottom plate 2, and a steel pipe having an outer diameter equal to the outer diameter of the perforated bottom plate 2 is used. In this case, at least the perforated bottom plate 2 and the deeper portion are filled with the stiffening material 4 using a pile formed by fixing the distal end cylindrical pipe portion 3 so as to protrude downward.
【００７２】本構造によれば、図１の実施形態の場合と
同様、先端円筒管部３内が根固め材４で閉塞されるた
め、杭一般部１よりも大径の先端円筒管部３の密実断面
を介して、確実に荷重を先端地盤に伝達することにより
大きな支持力が得られる。According to this structure, as in the embodiment shown in FIG. 1, the inside of the distal end cylindrical tube portion 3 is closed by the stiffening material 4, so that the distal end cylindrical tube portion 3 has a diameter larger than that of the general pile portion 1. A large supporting force can be obtained by reliably transmitting the load to the ground at the tip end through the solid cross-section of the base.
【００７３】さらに、本構造の場合、図４(a) のよう
に、杭一般部１の内側へも有孔底板２が張り出し、杭一
般部１を挟んで両側に有孔底板２が張り出した構造とな
るため、根固め材４からの支圧反力Ｒ１が底板２を介し
て杭一般部１に伝達される際に、杭一般部１の先端付近
に発生する曲げモーメントＭ１が低減し、軸力Ｎ１とし
て伝達されやすくなるため、図４(b) に示す内側への張
り出しがない場合に比べて安定した荷重伝達機構を構成
することができる。Further, in the case of the present structure, as shown in FIG. 4 (a), the perforated bottom plate 2 also protrudes inside the pile general portion 1, and the perforated bottom plate 2 protrudes on both sides of the pile general portion 1. Due to the structure, the bending moment M1 generated near the tip of the pile general portion 1 when the bearing reaction force R1 from the root compaction material 4 is transmitted to the pile general portion 1 via the bottom plate 2 is reduced, Since the force is easily transmitted as the axial force N1, a load transmitting mechanism that is more stable than when there is no inward protrusion shown in FIG.
【００７４】図５は、本願発明の埋込み杭の第３の実施
形態を示したもので、中空コンクリート杭よりなる杭一
般部１の鉄筋８に溶接された継鉄板９に杭一般部１の外
径より大きな径を有し、かつ、杭一般部１の内径よりも
小さな径の孔部２ａを有する有孔底板２を固着し、さら
にこれに鋼管よりなる先端円筒管部３を固着してなる杭
を用いる。これを掘削孔５内に建て込み、かつ有孔底板
２および先端円筒管部３を包み込むように根固め材４を
充填してなる。FIG. 5 shows a third embodiment of the embedded pile according to the present invention, in which a yoke plate 9 welded to a reinforcing bar 8 of a pile general portion 1 made of a hollow concrete pile is provided outside the pile general portion 1. A perforated bottom plate 2 having a diameter larger than the diameter and having a hole 2a having a diameter smaller than the inner diameter of the pile general portion 1 is fixed, and a tip cylindrical tube portion 3 made of a steel tube is fixed thereto. Use a stake. It is built in the excavation hole 5 and filled with the stiffening material 4 so as to surround the perforated bottom plate 2 and the tip cylindrical tube portion 3.
【００７５】本構造によれば、杭一般部１より伝達され
る荷重は、有孔底板２を介して、先端円筒管部３で拘束
された根固め材４に伝達されることにより、先端円筒管
部３と根固め材４によって形成される杭先端部が閉塞さ
れた状態となる。また、有孔底板２の鋼管３の外部への
張出し部から、先端円筒管部３の外側に充填された根固
め材４’にも荷重が伝達され、杭先端部が杭一般部１の
径で先端地盤に荷重を伝達する場合よりも大きな支持力
が得られる。According to the present structure, the load transmitted from the pile general portion 1 is transmitted to the root consolidation member 4 constrained by the distal end cylindrical tube portion 3 via the perforated bottom plate 2, whereby The tip of the pile formed by the pipe 3 and the stiffener 4 is in a closed state. In addition, the load is transmitted from the overhanging portion of the perforated bottom plate 2 to the outside of the steel pipe 3 to the root stuffing material 4 ′ filled outside the tip cylindrical pipe part 3, and the tip of the pile becomes the diameter of the pile general part 1. Thus, a larger supporting force can be obtained than when a load is transmitted to the tip ground.
【００７６】図６は、本願発明の埋込み杭において、杭
一般部の先端に固着された杭の内径以下の径の孔部を有
する底板と、この有孔底板に固着され、それよりも下方
に突出する杭一般部よりも大径の鋼管によって形成され
る先端円筒管部に、一軸圧縮強度が９．８〜１４．７Ｍ
Ｐａ程度のソイルセメントよりなる根固め材を充填した
場合の支圧耐力に関する実験での根固め材の一軸圧縮強
度と支圧強度の関係を示した図である。FIG. 6 shows a bottom plate having a hole having a diameter equal to or less than the inner diameter of the pile fixed to the tip of the pile general portion and a bottom plate fixed to the perforated bottom plate in the embedded pile according to the present invention. A uniaxial compressive strength of 9.8 to 14.7 M is applied to the tip cylindrical pipe part formed by a steel pipe having a diameter larger than that of the protruding pile general part.
It is the figure which showed the relationship between the uniaxial compressive strength and bearing capacity of the bearing material in the experiment regarding bearing capacity when filling the soil bearing material which consists of soil cement of about Pa.
【００７７】この実験によれば、根固め材の支圧降伏応
力が一軸圧縮強度の３倍程度、最大耐力時の支圧応力は
その数倍を見込め、かつ、最大耐力発現後にも、耐力の
低下がほとんど見られない変形性能に優れた荷重−変形
関係が得られている。According to this experiment, the bearing bearing yield stress of the consolidation material can be expected to be about three times the uniaxial compressive strength, the bearing stress at the time of the maximum proof stress can be several times that, and even after the maximum proof stress appears, the proof stress can be reduced. A load-deformation relationship excellent in deformation performance with almost no decrease is obtained.
【００７８】図７は、本願発明の埋込み杭の第４の実施
形態を示したものであり、杭一般部先端に、長さがＬ1
で、杭一般部より肉厚が大きく杭一般部の外径ｄ0 と同
じ外径の鋼管等を固着することにより、先端部付近の肉
厚がそれより上方の杭一般部に比べて大きい杭一般部１
を形成し、これに杭一般部１の内径よりも小さな径Ｄ h
の孔部２ａを有するドーナツ状の有孔円盤よりなる有孔
底板２を固着し、さらに有孔底板３にその外径と等しい
外径Ｄo を有する鋼管等からなる先端円筒管部３を下方
に突出するように固着してなる杭を用い、少なくとも有
孔底板２以深が根固め材４で満たされた場合を例示した
ものである。FIG. 7 shows a fourth embodiment of the embedded pile according to the present invention.
It shows the form, and the length is L1
And the outer diameter d of the pile general part is larger than the thickness of the pile general part.0Same as
By fixing a steel pipe with the same outer diameter,
Pile general part 1 whose thickness is larger than the pile general part above it
And a diameter D smaller than the inner diameter of the pile general portion 1 is formed. h
Made of a donut-shaped perforated disc having a perforated portion 2a
The bottom plate 2 is fixed, and the outer diameter of the perforated bottom plate 3 is equal to that of the bottom plate 2.
Outer diameter DoOf the cylindrical tip 3 made of steel pipe etc.
Use a pile that is fixed so that it protrudes from
The case where the depth of the hole bottom plate 2 or less is filled with the root compaction material 4 is illustrated.
Things.
【００７９】図４に示すように、杭一般部１には、根固
め材４および先端円筒管部３から支厚板としての有孔底
板２を介して鉛直軸方向の圧縮力Ｎ１に加え、曲げモー
メントＭ１が伝達されるが、本構造によれば、この曲げ
モーメントＭ１による負荷が卓越する杭一般部１の先端
付近の剛性、耐力が大きく、構造としての安定性、耐力
をより高めることができる。As shown in FIG. 4, a compressive force N1 in the vertical axis direction is applied to the pile general portion 1 from the root stiffener 4 and the tip cylindrical tube portion 3 through the perforated bottom plate 2 as a supporting plate. Although the bending moment M1 is transmitted, according to the present structure, the rigidity and proof strength near the tip of the pile general portion 1 where the load due to the bending moment M1 is dominant are large, and the stability and proof strength as a structure can be further improved. it can.
【００８０】図８は、本願発明の埋込み杭において、杭
一般部の先端に固着された杭の内径以下の径の孔部２ａ
を有する有孔底板２と、この有孔底板２に固着され、そ
れよりも下方に突出する杭一般部よりも大径の鋼管によ
って形成された先端円筒管部３に、一軸圧縮強度が９．
８〜１４．７ＭＰａ程度のソイルセメントを想定した根
固め材４を充填した場合の構造耐力に関する解析結果の
うち、杭一般部に作用する曲げモーメントの分布の一例
を示したものである。この図において、位置０ｃｍは有
孔底板２との固着位置であり、本解析における杭一般部
の径は８０ｃｍである。この解析結果によれば、曲げモ
ーメントは、有孔底板２との固着部の近傍で支配的であ
り、杭径の半分くらいの長さだけ固着部から離れると、
殆ど曲げが生じていない。FIG. 8 shows a hole 2a having a diameter equal to or smaller than the inner diameter of the pile fixed to the tip of the pile general part in the embedded pile of the present invention.
The uniaxial compressive strength of the perforated bottom plate 2 having a uniaxial compressive strength of 9. The perforated bottom plate 2 and the tip cylindrical tube portion 3 which is fixed to the perforated bottom plate 2 and is formed of a steel pipe having a diameter larger than that of the pile general portion protruding downward therefrom.
It shows an example of the distribution of the bending moment acting on the pile general portion in the analysis results on the structural strength in the case where the soil stiffener 4 is filled with soil cement of about 8 to 14.7 MPa. In this figure, the position 0 cm is the position where the pile is fixed to the perforated bottom plate 2, and the diameter of the pile general portion in this analysis is 80 cm. According to this analysis result, the bending moment is dominant in the vicinity of the fixing portion with the perforated bottom plate 2, and when the bending moment is separated from the fixing portion by about half the pile diameter,
There is almost no bending.
【００８１】この曲げモーメントが卓越する範囲は、構
造スペック等の各種の条件によって変化すると考えられ
るが、杭外径ｄ0 と同程度の長さの範囲であることが多
いと考えられ、杭一般部先端の肉厚を大きくする長さＬ
1 は、多くの場合、杭外径ｄ 0 と同程度であればよく、
より確実には杭外径ｄ0 の２倍あれば十分と考えられ
る。なお、杭一般部先端の肉厚を大きくする長さＬ1 を
さらに大きくすることもできるが、構造的な意義は薄
く、取り扱いやコスト面で不利となることが考えられ
る。The range in which this bending moment is dominant depends on the structure.
It is thought to change depending on various conditions such as construction specifications
But the pile outer diameter d0Often the same length range as
Length L to increase the wall thickness at the tip of the pile
1Is often the pile outer diameter d 0As long as it is the same as
More securely pile outer diameter d0Twice as much as
You. The length L to increase the wall thickness at the tip of the pile1To
It can be larger, but the structural significance is less
Can be disadvantageous in handling and cost.
You.
【００８２】図９(a) 、(b) 、(c) は、本願発明の埋込
み杭に用いる杭体の例を示したものであり、鋼管等から
なる杭一般部１の先端に、杭一般部１の外径より大きい
外径を持つ有孔底板２を固着し、さらに、この有孔底板
２に杭一般部１より大径の鋼管等からなる先端円筒管部
３を固着してなる杭において、前記有孔底板２と前記杭
一般部１の接合部付近に補剛板１０ａ、１０ｂ、１０ｃ
を設けた場合を例示している。FIGS. 9 (a), 9 (b) and 9 (c) show an example of a pile body used for the embedded pile of the present invention. A pile formed by fixing a perforated bottom plate 2 having an outer diameter larger than the outer diameter of the portion 1, and further fixing a tip end cylindrical tube portion 3 made of a steel pipe or the like having a larger diameter than the pile general portion 1 to the perforated bottom plate 2. In the vicinity of the joint between the perforated bottom plate 2 and the pile general portion 1, stiffening plates 10a, 10b, 10c
Is provided as an example.
【００８３】図９(a) は、補剛板１０ａを杭円周方向に
間隔をおいて複数枚配設し、有孔底板２と杭一般部１の
両方に固着した場合を例示している。本構造によれば、
有孔底板２と杭一般部１の接合部の剛性が向上し、隅角
部の変形を抑えることができる。また、根固め材４およ
び先端円筒管部３から有孔底板２を介して杭一般部１に
作用する荷重を軸力として安定的に伝達することができ
る。FIG. 9 (a) illustrates a case where a plurality of stiffening plates 10a are arranged at intervals in the circumferential direction of the pile and fixed to both the perforated bottom plate 2 and the general pile portion 1. . According to this structure,
The rigidity of the joint between the perforated bottom plate 2 and the pile general portion 1 is improved, and the deformation of the corner can be suppressed. In addition, the load acting on the pile general portion 1 can be stably transmitted as an axial force from the root consolidation member 4 and the distal end cylindrical tube portion 3 through the perforated bottom plate 2.
【００８４】図９(b) は、杭円周方向に複数枚の矩形の
補剛板１０ｂを杭一般部１の先端付近に概略鉛直に固着
した場合を例示したものである。本構造によれば、杭一
般部１の先端付近の剛性および耐力が向上し、図４に示
す曲げモーメントＭ１に対する構造の安定性を高めるこ
とができる。また、補剛板１０ｂの下端が有孔底板２に
概略接するようにして杭一般部先端に固着しておけば、
図９(a) と同様に接合部の剛性が向上し、隅角部の変形
を抑えることができ、また、荷重を軸力として安定的に
杭一般部１に伝達する効果も期待できる。また、図９
(b) において、補剛板１０ｂを杭一般部先端に概略接す
るように有孔底板２上に固着しても、隅角部の変形を抑
えることができ、荷重を軸力として安定的に杭一般部１
に伝達する効果が期待でき、杭一般部先端が半径方向に
はらみ出すような変形が生じるのを防止することができ
る。また、補剛板１０ｂは、曲げモーメントＭ１が卓越
する範囲に設置されているのが望ましく、多くの場合、
有孔底板２との接合部から杭外径ｄ0 と同程度、より確
実には杭外径ｄ0 の２倍程度の範囲に設置されているの
が望ましい。FIG. 9B illustrates a case where a plurality of rectangular stiffening plates 10b are fixed substantially vertically near the tip of the pile general portion 1 in the circumferential direction of the pile. According to this structure, the rigidity and proof stress near the tip of the pile general portion 1 are improved, and the stability of the structure with respect to the bending moment M1 shown in FIG. 4 can be increased. Further, if the lower end of the stiffening plate 10b is fixed to the tip of the pile general portion so that the lower end thereof is substantially in contact with the perforated bottom plate 2,
As in the case of FIG. 9A, the rigidity of the joint is improved, the deformation of the corners can be suppressed, and the effect of stably transmitting the load as an axial force to the general pile section 1 can also be expected. FIG.
In (b), even if the stiffening plate 10b is fixed on the perforated bottom plate 2 so as to be almost in contact with the tip of the general portion of the pile, the deformation of the corner can be suppressed, and the pile can be stably used as an axial force. General part 1
Can be expected, and the deformation that the tip of the pile general portion protrudes in the radial direction can be prevented. Further, it is desirable that the stiffening plate 10b is installed in a range where the bending moment M1 is dominant, and in many cases,
It is desirable that the pile is installed in a range from the joint with the perforated bottom plate 2 to the same extent as the pile outer diameter d 0, and more certainly to about twice the pile outer diameter d 0 .
【００８５】図９(c) は、杭円周方向に複数枚の三角形
状の補剛板１０ｃを杭一般部１の先端付近に固着した場
合を例示したものである。本構造は、特に、曲げモーメ
ントＭ１が卓越する有孔底板２との接合部近傍ほど剛性
が高まるように構成されており、図９(b) と同様の効果
が期待できる。FIG. 9 (c) shows an example in which a plurality of triangular stiffening plates 10c are fixed to the vicinity of the tip of the pile general portion 1 in the circumferential direction of the pile. This structure is particularly configured so that the rigidity increases near the joint with the perforated bottom plate 2 where the bending moment M1 is dominant, and the same effect as that of FIG. 9B can be expected.
【００８６】図１０は、本願発明の埋込み杭の第５の実
施形態を示したものであり、鋼管等からなる杭一般部１
の先端に、杭一般部１の内径より小さい径の孔部２ａを
有するドーナツ状の有孔円盤からなる有孔底板２を固着
し、さらに、この有孔底板２にその外径と等しい外径を
有する先端円筒管部３を下方に突出するように固着して
なる杭を用い、これを先端円筒管部３の周辺および下方
が杭一般部よりも拡径して掘削された掘削孔内に設置
し、根固め材で有孔底板２と先端円筒管部３で囲まれる
空間内および先端円筒管部３の外周面に充填することに
より埋込み杭を形成した場合を示している。FIG. 10 shows a fifth embodiment of the embedded pile according to the present invention, and is a general pile section 1 made of a steel pipe or the like.
At the tip of the hole, a perforated bottom plate 2 composed of a donut-shaped perforated disk having a hole 2a having a diameter smaller than the inner diameter of the pile general portion 1 is further fixed. A pile formed by fixing a tip cylindrical pipe part 3 having a lower portion so as to protrude downward is used. This shows a case where an embedded pile is formed by installing and filling the space surrounded by the perforated bottom plate 2 and the tip cylindrical tube part 3 and the outer peripheral surface of the tip cylindrical tube part 3 with a root compact.
【００８７】本構造によれば、先端円筒管部３によるそ
の内部の根固め材４に対する確実な拘束効果に加え、図
１０に示すように、先端円筒管部３の外周および下方を
杭一般部１の周辺の掘削孔よりも拡径して拡大掘削部Ｓ
を形成し、先端円筒管部３の周辺の地盤をより広く改良
することで、先端円筒管部３に対する外周部の根固め材
４’による拘束効果や半径方向への変形抑制効果をより
確実に期待できるようになり、構造としての耐力性能を
より一層高めることができる。According to the present structure, in addition to the effect of securely restraining the root stuffing material 4 inside the tip cylindrical tube part 3, as shown in FIG. The diameter of the excavation area S is larger than the diameter of the excavation hole around 1
Is formed, and the ground around the tip cylindrical pipe part 3 is improved more widely, so that the restraining effect of the outer peripheral part of the tip cylindrical pipe part 3 by the root stuffing material 4 ′ and the effect of suppressing deformation in the radial direction are more reliably achieved. As a result, it is possible to further improve the proof stress performance as a structure.
【００８８】図１１は、本願発明の埋込み杭に用いる杭
体の例を示したものであり、先端円筒管部３の外周面に
複数の離散的なスタッド等の凸部１１を設けた場合を示
したものである。本構造によれば、先端円筒管部３と周
辺根固め材４’の付着をより確実なものとすることで、
先端円筒管部３の周辺の根固め材４’に対しても荷重の
一部が確実に伝達され、先端円筒管部３とその内部の根
固め材４に加え、先端円筒管部３の外周の根固め材４’
を合わせたより広い面積で、均等な支持地盤への荷重の
伝達が期待できる。また、先端円筒管部３に複数の孔部
を所定の面積分だけ設けたり、先端円筒管部３の外周面
に鉄筋などによる突起を設けたりすることにより、先端
円筒管部３と周辺根固め材４’の付着を確保しても、同
様の効果が期待できる。FIG. 11 shows an example of a pile body used for the embedding pile of the present invention, in which a plurality of discrete projections 11 such as studs are provided on the outer peripheral surface of the cylindrical tip portion 3. It is shown. According to this structure, the adhesion between the distal end cylindrical tube portion 3 and the peripheral root compaction material 4 ′ can be made more reliable,
A part of the load is reliably transmitted to the root-fixing material 4 ′ around the tip cylindrical tube portion 3, and in addition to the tip-cylindrical tube portion 3 and the root-fixing material 4 inside thereof, the outer periphery of the tip cylindrical tube portion 3 Root consolidation material 4 '
It can be expected that the load can be evenly transmitted to the supporting ground in a wider area including In addition, a plurality of holes are provided in the tip cylindrical tube portion 3 by a predetermined area, or a protrusion made of a reinforcing bar or the like is provided on the outer peripheral surface of the tip cylindrical tube portion 3 so that the tip cylindrical tube portion 3 and the periphery can be hardened. The same effect can be expected even if the adhesion of the material 4 'is ensured.
【００８９】[0089]
【発明の効果】本願発明の埋込み杭では、施工性を確保
するために先端を開端した状態で杭を建て込むことがで
き、かつ、支圧板としての底板に孔部を設けたことによ
る支圧面積の減少分を先端円筒管部での側方拘束効果に
よって補うことができる。According to the embedding pile of the present invention, the pile can be erected with the tip open in order to secure workability, and the bearing is provided by providing a hole in the bottom plate as the supporting plate. The reduced area can be compensated for by the side restraint effect at the distal end cylindrical portion.
【００９０】また、そのため根固め材として特別な材料
を用いたり、施工法やその管理に特別な手法を要さず
に、確実に開端杭の先端を閉塞することができ、これに
より、杭先端の実断面積ではなく、内部を閉塞した密実
断面として杭先端付近の地盤に荷重を確実に伝達するこ
とができる。Further, the tip of the open-ended pile can be reliably closed without using a special material as a root consolidation material or requiring a special method for the construction method and its management. The load can be reliably transmitted to the ground near the tip of the pile, not as the actual cross-sectional area, but as a dense solid cross-section.
【００９１】請求項２、３に係る発明では、先端円筒管
部の外径が杭一般部の外径より大きく、施工性に支障を
与えない範囲で、先端支持力の増大が図れる。According to the second and third aspects of the present invention, the outer diameter of the cylindrical portion at the end is larger than the outer diameter of the general portion of the pile, and the supporting force at the end can be increased as long as the workability is not hindered.
【００９２】請求項４に係る発明では、底板の孔部の径
を杭一般部の内径よりも小さくし、杭一般部の内側にも
底板を張り出させることによって、張出し部に根固め部
からの支圧反力が作用し、杭体一般部先端付近に発生す
る曲げモーメントを低減し、軸力として力が伝達されや
すくなるので、構造の安定性を維持しつつ、底板の剛性
を低減するなどの効果が得られる。[0092] In the invention according to claim 4, the diameter of the hole of the bottom plate is made smaller than the inner diameter of the general portion of the pile, and the bottom plate is also protruded inside the general portion of the pile. The bearing reaction force acts on the bottom of the pile, reducing the bending moment generated near the tip of the general part of the pile, and facilitating the transmission of the axial force, reducing the rigidity of the bottom plate while maintaining structural stability. And the like.
【００９３】請求項５に係る発明では、有孔底板につい
て張出し量を抑えつつ、必要な支圧面積を確保すること
ができ、根固め材の充填その他の施工性の面でも支障と
ならない。According to the fifth aspect of the present invention, a necessary bearing area can be secured while suppressing the amount of overhang of the perforated bottom plate, and there is no hindrance in filling with the stiffening material and other workability.
【００９４】請求項６に係る発明では、十分な根固め材
の拘束効果を確保しつつ、有孔底板からの根固め材への
支圧力をほぼ均等に伝達することができ、かつ構造的に
無駄がないためコスト面で有利である。According to the sixth aspect of the present invention, it is possible to substantially uniformly transmit the supporting pressure from the perforated bottom plate to the rooting material while securing a sufficient restraining effect of the rooting material, and to structurally prevent the pressure. Since there is no waste, it is advantageous in terms of cost.
【００９５】請求項７に係る発明では、杭一般部先端付
近の肉厚を大きくすることにより、根固め材と先端円筒
管部から支圧板としての有孔底板を介して杭一般部に伝
達される荷重に対する剛性、耐力を向上させ、より安定
的な構造とすることができる。According to the seventh aspect of the present invention, by increasing the wall thickness near the tip of the pile general portion, the pile is transmitted to the general pile portion through the perforated bottom plate as a supporting plate from the solidification material and the cylindrical tube portion at the tip. The rigidity and the proof stress against a heavy load can be improved, and a more stable structure can be obtained.
【００９６】請求項８に係る発明では、杭一般部先端の
肉厚部分の長さを杭一般部の外径の２倍以内とすること
により、根固め材と先端円筒管部から支圧板としての有
孔底板を介して杭一般部に伝達される荷重に対する剛
性、耐力を向上させることができ、かつ、無駄のない合
理的な構造とすることができる。In the invention according to claim 8, the length of the thick portion at the tip of the pile general portion is set to be within twice the outer diameter of the pile general portion, so that the support material and the cylindrical tube portion can be used as a support plate. The rigidity and proof stress against the load transmitted to the pile general portion via the perforated bottom plate can be improved, and a reasonable structure without waste can be obtained.
【００９７】請求項９に係る発明では、有孔底板と杭一
般部の接合部付近に補剛材を設けることにより、請求項
７と同様に、根固め材と先端円筒管部から支圧板として
の有孔底板を介して杭一般部に伝達される荷重に対する
杭一般部先端付近の剛性、耐力を向上させ、さらに、根
固め材および先端円筒管部から有孔底板を介して杭一般
部に作用する荷重が軸力として伝達されやすくなるた
め、より一層安定した構造を得ることができる。According to the ninth aspect of the present invention, a stiffener is provided in the vicinity of the joint between the perforated bottom plate and the general portion of the pile. The rigidity and strength near the tip of the pile general part against the load transmitted to the pile general part through the perforated bottom plate are improved. Since the applied load is easily transmitted as an axial force, a more stable structure can be obtained.
【００９８】請求項１０に係る発明では、拡大掘削部の
先端円筒管部外周および下方も根固め材が満たされるよ
うにしたことにより、先端円筒管部によるその内部の根
固め材の拘束効果に加え、先端円筒管部に対するその外
周部の根固め材による拘束効果や半径方向への変形の抑
制効果もより確実に期待でき、杭の耐力性能をより確実
なものとすることができる。According to the tenth aspect of the present invention, the outer peripheral portion and the lower portion of the distal end cylindrical portion of the enlarged excavation portion are also filled with the rooting material. In addition, it is possible to more reliably expect a restraining effect of the outer circumferential portion of the tip cylindrical tube portion with the root-fixing material and an effect of suppressing deformation in the radial direction, and it is possible to further ensure the proof strength of the pile.
【００９９】請求項１１に係る発明では、先端円筒管部
の外周面に複数の孔部や凹凸部等を設けることにより、
先端円筒管部とその内部の根固め材に加え、先端円筒管
部の外周の根固め材を合わせたより広い面積で、均等に
支持地盤への荷重伝達が行われ、杭の支持力性能をより
確実なものとすることができる。According to the eleventh aspect of the present invention, by providing a plurality of holes, irregularities, and the like on the outer peripheral surface of the distal end cylindrical tube portion,
In addition to the cylindrical pipe part and the solidifying material inside it, the load is evenly transmitted to the supporting ground over a wider area that combines the solidifying material on the outer periphery of the cylindrical cylindrical part, and the bearing capacity of the pile is improved. It can be assured.
【図１】 本願発明の埋込み杭の第１の実施形態（請求
項１、２、３、５、６に対応）における先端部の構造を
示す鉛直断面図である。FIG. 1 is a vertical cross-sectional view showing a structure of a tip portion in a first embodiment (corresponding to claims 1, 2, 3, 5, and 6) of an embedded pile according to the present invention.
【図２】 (a) 、(b) は、それぞれ本願発明で用いる有
孔底板の一例を示す斜視図である。FIGS. 2A and 2B are perspective views each showing an example of a perforated bottom plate used in the present invention.
【図３】 本願発明の埋込み杭の第２の実施形態（請求
項２〜６に対応）における先端部の構造を示す鉛直断面
図である。FIG. 3 is a vertical sectional view showing a structure of a tip portion in a second embodiment of the embedded pile according to the present invention (corresponding to claims 2 to 6).
【図４】 (a) 、(b) は、それぞれ本願発明における力
の伝達機構の代表例を示した説明図である。FIGS. 4A and 4B are explanatory diagrams each showing a typical example of a force transmission mechanism according to the present invention.
【図５】 本願発明の埋込み杭の第３の実施形態（請求
項４〜６に対応）における先端部の構造を示す鉛直断面
図である。FIG. 5 is a vertical sectional view showing a structure of a tip part in a third embodiment (corresponding to claims 4 to 6) of an embedded pile according to the present invention.
【図６】 本願発明の埋込み杭における根固め材の一軸
圧縮強度と支圧強度の関係の実験結果を示す図である。FIG. 6 is a view showing an experimental result of a relationship between a uniaxial compressive strength and a bearing strength of the root compaction material in the embedded pile of the present invention.
【図７】 本願発明の埋込み杭の第４の実施形態（請求
項７，８に対応）における先端部の構造を示す鉛直断面
図である。FIG. 7 is a vertical sectional view showing a structure of a tip portion in a fourth embodiment (corresponding to claims 7 and 8) of an embedded pile according to the present invention.
【図８】 本願発明の埋込み杭における杭一般部に生じ
る曲げモーメント分布の解析結果を示す図である。FIG. 8 is a diagram showing an analysis result of a bending moment distribution generated in a pile general portion in the embedded pile of the present invention.
【図９】 (a) 、(b) 、(c) は、それぞれ本願発明の埋
込み杭に用いる杭体の先端構造の例を示す斜視図であ
る。9 (a), 9 (b) and 9 (c) are perspective views each showing an example of a tip structure of a pile used for an embedded pile according to the present invention.
【図１０】 本願発明の埋込み杭の第５の実施形態（請
求項１０に対応）における先端部の構造を示す鉛直断面
図である。FIG. 10 is a vertical sectional view showing a structure of a tip portion in a fifth embodiment (corresponding to claim 10) of an embedded pile according to the present invention.
【図１１】 本願発明の埋込み杭に用いる杭体の先端構
造を示す鉛直断面図である。FIG. 11 is a vertical sectional view showing a tip structure of a pile body used for the embedded pile of the present invention.
【図１２】 従来の埋込み杭の先端構造の代表例を示す
鉛直断面図である。FIG. 12 is a vertical sectional view showing a typical example of a tip structure of a conventional embedded pile.
１…杭一般部、２…有孔底板、２ａ…孔部、３…先端円
筒管部、４…根固め材、４’…周辺根固め材、５…掘削
孔、８…鉄筋、９…継鉄板、１０ａ、１０ｂ、１０ｃ…
補剛板、１１…スタッド等の凸部DESCRIPTION OF SYMBOLS 1 ... Pile general part, 2 ... Perforated bottom plate, 2a ... Hole part, 3 ... Tip cylindrical pipe part, 4 ... Root consolidation material, 4 '... Peripheral root consolidation material, 5 ... Drilling hole, 8 ... Rebar, 9 ... Joint Iron plates, 10a, 10b, 10c ...
Stiffening plate, 11 ... convex parts such as studs
───────────────────────────────────────────────────── フロントページの続き (72)発明者 飯田 久雄 大阪府大阪市中央区北浜４丁目５番33号 住友金属工業株式会社内 (72)発明者 吉澤 幸仁 大阪府大阪市中央区北浜４丁目５番33号 住友金属工業株式会社内 (72)発明者 松原 央 大阪府大阪市中央区北浜４丁目５番33号 住友金属工業株式会社内 (72)発明者 柳本 泰伴 大阪府大阪市中央区北浜４丁目５番33号 住友金属工業株式会社内 ──────────────────────────────────────────────────続 き Continuing on the front page (72) Inventor Hisao Iida 4-5-33 Kitahama, Chuo-ku, Osaka-shi, Osaka Inside Sumitomo Metal Industries, Ltd. (72) Inventor Yukihito Yoshizawa 4-5-Kitahama, Chuo-ku, Osaka-shi, Osaka No. 33 Sumitomo Metal Industries, Ltd. (72) Inventor Hiroshi Matsubara 4-33 Kitahama, Chuo-ku, Osaka-shi, Osaka Prefecture Sumitomo Metal Industries, Ltd. (72) Inventor Yasutomo Yanagimoto Kitahama, Chuo-ku, Osaka-shi, Osaka 4-5-33, Sumitomo Metal Industries, Ltd.
Claims (11)
れる埋込み杭であって、中空の杭一般部と、前記杭一般
部の先端に固着された杭一般部の外径より大きい外径と
杭一般部の内径以下の径の孔部を有する有孔底板と、前
記有孔底板に固着された先端円筒管部とから形成された
杭を、少なくとも前記有孔底板と前記先端円筒管部とで
囲まれる空間が前記根固め材で満たされるように掘削孔
内に設置してなることを特徴とする埋込み杭。1. An embedded pile whose at least a tip end is rooted with a root-fixing material, wherein the outer diameter is larger than the outer diameter of a hollow pile general part and a pile general part fixed to a tip of the pile general part. A perforated bottom plate having a hole having a diameter equal to or less than the inner diameter of the pile general portion, and a pile formed of a tip cylindrical tube portion fixed to the perforated bottom plate, at least the perforated bottom plate and the tip cylindrical tube portion. An embedded pile, which is installed in an excavation hole so that a space surrounded by the solidification material is filled with the solidification material.
の外径より大きい請求項１記載の埋込み杭。2. The embedded pile according to claim 1, wherein an outer diameter of the tip cylindrical pipe portion is larger than an outer diameter of the pile general portion.
般部の外径ｄ0 の１．１〜１．２５倍である請求項２記
載の埋込み杭。3. The embedded pile according to claim 2, wherein an outer diameter D 0 of the tip cylindrical pipe portion is 1.1 to 1.25 times an outer diameter d 0 of the general pile portion.
般部の内径ｄi より小さくして、杭一般部の内径方向に
突出するようにした請求項１、２または３記載の埋込み
杭。4. With the diameter D h of the hole of the perforated bottom plate smaller than the inner diameter d i of the pile general portions, according to claim 1, wherein the to protrude radially inward of the pile general portions Embedded pile.
前記有孔底板の孔部の径Ｄh が前記先端円筒管部の外径
Ｄo の０．６〜０．９倍である請求項１、２、３または
４記載の埋込み杭。5. The root consolidation material is a soil cement,
The perforated bottom plate according to claim 1, 2, 3 or 4 embedded pile according diameter D h of the hole is 0.6 to 0.9 times the outer diameter D o of the distal cylindrical tube portion of the.
部の内径Ｄi の０．５倍以上で、先端円筒管部の外形Ｄ
o の１．０倍以内である請求項１、２、３、４または５
記載の埋込み杭。In wherein said tip length L of the cylindrical tube portion at least 0.5 times the internal diameter D i of the distal cylindrical tube portion, the outer shape D of the distal cylindrical tube portion
6. The thickness is within 1.0 times of o.
Embedded pile as described.
上方の杭一般部の肉厚より大きい請求項１、２、３、
４、５または６記載の埋込み杭。7. The pile portion according to claim 1, wherein the thickness of the tip portion of the pile general portion is larger than the thickness of the pile general portion above it.
The embedded pile according to 4, 5, or 6.
Ｌ1 が杭一般部の外径ｄ0 の２倍以内である請求項７記
載の埋込み杭。8. The embedded pile according to claim 7, wherein the length L 1 of the thick portion at the tip of the pile general portion is within twice the outer diameter d 0 of the pile general portion.
近に、前記有孔底板と前記杭一般部のいずれか一方、ま
たは、両方に固着した補剛板が設けられている請求項
１、２、３、４、５、６、７または８記載の埋込み杭。9. A stiffening plate fixed to one or both of the perforated bottom plate and the pile general portion is provided near a joint between the perforated bottom plate and the pile general portion. The embedded pile according to 1, 2, 3, 4, 5, 6, 7 or 8.
って囲まれる空間、および、上方の杭一般部の掘削孔よ
りも拡径して掘削された前記先端円筒管部の外周部と下
方掘削孔内が前記根固め材で満たされている請求項１、
２、３、４、５、６、７、８または９記載の埋込み杭。10. A space surrounded by the perforated bottom plate and the tip cylindrical pipe part, and an outer peripheral part and a lower excavation of the tip cylindrical pipe part excavated so as to be larger in diameter than an excavation hole of an upper pile general part. 2. The method according to claim 1, wherein the inside of the hole is filled with the root compact.
The embedded pile according to 2, 3, 4, 5, 6, 7, 8 or 9.
孔部もしくは凹凸部またはスタッドが設けられ、あるい
は、少なくとも一巻き以上の突起または溝部が設けられ
ている請求項１、２、３、４、５、６、７、８、９また
は１０記載の埋込み杭。11. The outer peripheral surface of the distal end cylindrical tube portion is provided with a plurality of holes, uneven portions, or studs, or at least one or more turns of protrusions or grooves. The embedded pile according to claim 4, 5, 6, 7, 8, 9, or 10.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000182916A JP4341145B2 (en) | 1999-06-17 | 2000-06-19 | Embedded pile |
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11-170892 | 1999-06-17 | ||
| JP17089299 | 1999-06-17 | ||
| JP2000182916A JP4341145B2 (en) | 1999-06-17 | 2000-06-19 | Embedded pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2001059219A true JP2001059219A (en) | 2001-03-06 |
| JP4341145B2 JP4341145B2 (en) | 2009-10-07 |
Family
ID=26493764
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2000182916A Expired - Fee Related JP4341145B2 (en) | 1999-06-17 | 2000-06-19 | Embedded pile |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP4341145B2 (en) |
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|---|---|---|---|---|
| JP2002348863A (en) * | 2001-05-28 | 2002-12-04 | Nkk Corp | Screwed pile and execution method therefor |
| KR20040048710A (en) * | 2002-12-04 | 2004-06-10 | 주식회사 스마텍엔지니어링 | End Tip Apparatus for Reducing Opening Cross Section of Pipe Pile |
| KR100661123B1 (en) | 2004-08-31 | 2006-12-26 | 이엑스티 유한회사 | Concrete Pile with an Extended Head Using Reinforcing Plate |
| JP2010285866A (en) * | 2010-08-23 | 2010-12-24 | Jfe Steel Corp | Screw pile and construction method for the same |
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| JP2002348863A (en) * | 2001-05-28 | 2002-12-04 | Nkk Corp | Screwed pile and execution method therefor |
| JP4617604B2 (en) * | 2001-05-28 | 2011-01-26 | Ｊｆｅスチール株式会社 | Threaded pile and method of construction |
| KR20040048710A (en) * | 2002-12-04 | 2004-06-10 | 주식회사 스마텍엔지니어링 | End Tip Apparatus for Reducing Opening Cross Section of Pipe Pile |
| KR100661123B1 (en) | 2004-08-31 | 2006-12-26 | 이엑스티 유한회사 | Concrete Pile with an Extended Head Using Reinforcing Plate |
| KR101011322B1 (en) | 2010-03-23 | 2011-01-28 | 최동섭 | Tip open pile having reinforcing apparatus for buried pile |
| JP2010285866A (en) * | 2010-08-23 | 2010-12-24 | Jfe Steel Corp | Screw pile and construction method for the same |
| KR101398687B1 (en) * | 2012-05-10 | 2014-05-27 | 주식회사 파일웍스 | Micro pile with improved end bearing capacity and its construction methods thereof |
| JP2014134007A (en) * | 2013-01-09 | 2014-07-24 | Ohbayashi Corp | Method of embedding steel pipe pile |
| JP2015132125A (en) * | 2014-01-15 | 2015-07-23 | 有限会社カヌカデザイン | Open-end steel pipe pile and construction method thereof |
| KR101618723B1 (en) * | 2015-04-24 | 2016-05-09 | 주식회사 씨엠파트너스건축사사무소 | Reinforcing structure of the steel pipe for the retaining CIP wall |
| JP2021099007A (en) * | 2019-12-24 | 2021-07-01 | Ｊｆｅスチール株式会社 | Steel pipe, steel pipe structure, and construction method of steel pipe structure |
| JP7172978B2 (en) | 2019-12-24 | 2022-11-16 | Ｊｆｅスチール株式会社 | Steel pipe, steel pipe structure, method for constructing steel pipe structure |
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