JP5008683B2 - Pile head reinforcement member and pile head reinforcement structure using it - Google Patents

Pile head reinforcement member and pile head reinforcement structure using it Download PDF

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JP5008683B2
JP5008683B2 JP2009021321A JP2009021321A JP5008683B2 JP 5008683 B2 JP5008683 B2 JP 5008683B2 JP 2009021321 A JP2009021321 A JP 2009021321A JP 2009021321 A JP2009021321 A JP 2009021321A JP 5008683 B2 JP5008683 B2 JP 5008683B2
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pile head
pile
foundation
steel
steel ring
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JP2009091899A (en
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英一郎 佐伯
誠 永田
淳 富本
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新日本製鐵株式会社
新日鉄エンジニアリング株式会社
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本発明は、基礎杭の杭頭部を補強する杭頭補強部材とそれを用いた杭頭補強構造に関する。   The present invention relates to a pile head reinforcing member for reinforcing a pile head of a foundation pile and a pile head reinforcing structure using the same.

従来、基礎杭の杭頭とフーチング等の基礎構造物とを接合するための杭頭接合構造としては、図14(a)(b)(c)に示すように、コンクリートが中詰めされた基礎杭3の杭頭3aをフーチング等の基礎構造物7内に直接埋め込み接合する構造(以下、「従来技術1」という。)や、基礎杭3の杭頭3a内に鉄筋籠8を配置して鉄筋籠8の上部を基礎構造物7内に配置して基礎構造物7と一体に接合する構造(以下、「従来技術2」という。)や、基礎杭3の杭頭3aの内外側に複数のひげ鉄筋9を溶接して、ひげ鉄筋9を基礎構造物7内に配置して基礎構造物7と接合する構造(以下、「従来技術3」という。)がよく知られている。   Conventionally, as a pile head joint structure for joining a pile head of a foundation pile and a foundation structure such as a footing, as shown in FIGS. 14 (a) (b) (c), a concrete-filled foundation A structure in which the pile head 3a of the pile 3 is directly embedded and joined in the foundation structure 7 such as a footing (hereinafter referred to as “prior art 1”), or a reinforcing bar 8 is disposed in the pile head 3a of the foundation pile 3. A structure in which the upper part of the reinforcing bar 8 is arranged in the foundation structure 7 and is integrally joined to the foundation structure 7 (hereinafter referred to as “prior art 2”), or a plurality of piles 3a on the inside and outside of the pile head 3a of the foundation pile 3 A structure (hereinafter referred to as “Prior Art 3”) in which the barb reinforcing bars 9 are welded and the barb reinforcing bars 9 are arranged in the base structure 7 and joined to the base structure 7 is well known.

また、特許第3176332号公報には、図15に示すように、基礎杭3の杭頭3aに内側に複数の鉄筋4を溶接した補強環10を間隔保持部材11を介して設置し、補強環10の内側と杭頭3aの外側間にコンクリート12を充填して一体とし、鉄筋4を基礎構造物7に配置して基礎構造物7と接合する構造(以下、「従来技術4」という。)が開示されている。   Further, in Japanese Patent No. 3176332, as shown in FIG. 15, a reinforcing ring 10 in which a plurality of reinforcing bars 4 are welded to the pile head 3 a of the foundation pile 3 is installed via a spacing member 11, and the reinforcing ring The concrete 12 is filled between the inside of the pile 10 and the outside of the pile head 3a so as to be integrated, and the reinforcing bar 4 is arranged on the foundation structure 7 and joined to the foundation structure 7 (hereinafter referred to as “prior art 4”). Is disclosed.

特開2001−220756号公報JP 2001-220756 A 特許第3176332号公報Japanese Patent No. 3176332

従来技術1は、基礎杭の杭頭を直接基礎構造物内に埋め込むため、基礎を厚くする必要があり、その分根切り面を深く掘り下げ、土留め工事、残土処理、埋め戻し工事が多く必要となり、構築費用が増大するという問題点を有する。   In the prior art 1, since the pile head of the foundation pile is directly embedded in the foundation structure, it is necessary to thicken the foundation, and the root cut surface is dug deeply, and many soil retaining work, residual soil treatment, and backfilling work are required. Thus, the construction cost increases.

従来技術2は、鉄筋籠により杭頭と基礎構造を接合する構造であるため、杭頭固定度が小さく、耐震性が若干低下するという問題点を有する。   Since prior art 2 is a structure which joins a pile head and a foundation structure with a reinforcing rod, it has a problem that the pile head fixing degree is small and the earthquake resistance is slightly lowered.

従来技術3は、現場で杭頭にひげ筋を溶接しなければならず、狭い空間での溶接作業であったり、立向きのフレア溶接であるなど溶接条件が厳しくなりがちであり、溶接品質を保証することが困難であるという問題点を有する。   Prior art 3 has to weld the barbs to the pile head at the site, and the welding conditions tend to be severe, such as welding work in a narrow space or flaring welding upright. It has the problem that it is difficult to guarantee.

従来技術4は、補強環の内側に鉄筋が溶接され、杭頭外側と補強環内側との間の間隔保持材を介してコンクリートが充填されるため、充填コンクリートの量を多く必要とし、さらに、地震等により杭頭に水平力が作用する際、杭頭と補強環との間にせん断力が作用するので、そのせん断力に抵抗するため充填コンクリートの強度も大きなものにしなければならないという問題点を有する。   Prior art 4 requires a large amount of filled concrete because the reinforcing bars are welded to the inside of the reinforcing ring and the concrete is filled through the gap retaining material between the outer side of the pile head and the inner side of the reinforcing ring. When a horizontal force acts on the pile head due to an earthquake or the like, a shearing force acts between the pile head and the reinforcing ring, so the strength of the filled concrete must be increased to resist the shearing force. Have

本発明は、従来技術の問題点を解消するもので、構造が簡単であり、現場での作業が少
なく施工費用の安価な基礎杭の杭頭と基礎構造物との接合のための杭頭補強部材と杭頭補強構造を提供することを目的とする。
The present invention solves the problems of the prior art, has a simple structure, requires less on-site work, and is less expensive to construct. Pile head reinforcement for joining the pile head to the foundation structure. It aims at providing a member and a pile head reinforcement structure.

請求項1記載の杭頭補強構造は、基礎杭の杭頭の外径より僅かに大きな内径を有するとともに前記外径の1/8〜1/2となる上方から下方にかけての長さを有し前記基礎杭の肉厚以下の肉厚を有する円筒形の鋼製リングの外周に、上部構造との接続のための定着板が設けられた複数の鋼棒を上方に延びるように溶接した杭頭補強部材が、前記基礎杭の杭頭外側と前記杭頭補強部材の内側との間隙寸法が3〜30mmであるとともに前記間隙が前記基礎杭の周方向に略均等となるように前記円筒形の鋼製リングを前記基礎杭の杭頭に嵌挿し、前記間隙にモルタル又はセメントペーストから選択される充填・固化材を充填し固化することにより接合され、前記円筒形の鋼製リングに溶接された鋼棒の鋼製リング直上の部分に前記鋼棒の上方の部分を除いてアンボンド材が塗布され、一定以上の曲げモーメントが付加された場合に前記アンボンド材が塗布された部分を降伏させ、前記基礎杭の杭頭に負荷される曲げモーメントの大きさを低減させることを特徴とする。 The pile head reinforcing structure according to claim 1 has an inner diameter slightly larger than an outer diameter of the pile head of the foundation pile and a length from above to below that is 1/8 to 1/2 of the outer diameter. Pile head welded so that a plurality of steel rods provided with fixing plates for connection to the upper structure are extended upward on the outer periphery of a cylindrical steel ring having a thickness equal to or less than the thickness of the foundation pile The reinforcing member has a cylindrical dimension such that a gap dimension between the outer side of the pile head of the foundation pile and the inner side of the pile head reinforcing member is 3 to 30 mm and the gap is substantially uniform in the circumferential direction of the foundation pile . fitted a steel ring pile head of the foundation pile, it is joined by solidifying filling the filling and solidifying material selected from the mortar or cement paste into the gap, which is welded to the steel ring of the cylindrical upper parts of the steel rod portion just above the steel ring of steel rods Unbonded material is applied, except for reducing the magnitude of the bending moment the unbonded material is surrender coated portion, is loaded into the pile head of the foundation pile when more than a predetermined bending moment is added It is characterized by that.

請求項2記載の杭頭補強構造は、請求項1記載の杭頭補強構造において、前記鋼棒は、前記定着板に代えて上記構造との接続のためのスタッドが設けられていることを特徴とする。 The pile head reinforcement structure according to claim 2 is the pile head reinforcement structure according to claim 1, wherein the steel rod is provided with a stud for connection to the structure instead of the fixing plate. And

請求項3記載の杭頭補強構造は、請求項1又は2記載の杭頭補強構造において、前記杭頭補強部材は、前記内径を有する鋼製リングに代えて前記基礎杭の杭頭の内径より僅かに小さい外径を有する鋼製リングが用いられ、その鋼製リングの外周に前記鋼棒が溶接されることに代えてその鋼製リングの内周に前記鋼棒が溶接されることを特徴とする。
The pile head reinforcing structure according to claim 3 is the pile head reinforcing structure according to claim 1 or 2, wherein the pile head reinforcing member is replaced with a steel ring having the inner diameter from an inner diameter of the pile head of the foundation pile. A steel ring having a slightly smaller outer diameter is used, and the steel rod is welded to the inner periphery of the steel ring instead of being welded to the outer periphery of the steel ring. And

また本発明では、杭頭補強材の鋼製リング外周に溶接される複数の鉄筋もしくは鋼棒の鋼製リング直上の部分にアンボンド材を塗布することにより、地震等による水平力が作用した際、アンボンド材を塗布した鉄筋又は鋼棒部分が自由に回動可能であるため、一定の曲げモーメントが負荷されるとその鉄筋又は鋼棒部分が降伏して、基礎杭の杭頭に負荷される曲げモーメントを軽減することができるので、杭頭の断面や地中梁の断面を小さくすることができる。   In the present invention, by applying an unbond material to a portion directly above the steel ring of a plurality of reinforcing bars or steel rods welded to the outer periphery of the steel ring of the pile head reinforcement, when a horizontal force due to an earthquake or the like acts, Since the rebar or steel bar part coated with unbond material can be freely rotated, when a certain bending moment is applied, the rebar or steel bar part yields and the bending is applied to the pile head of the foundation pile. Since the moment can be reduced, the cross section of the pile head and the cross section of the underground beam can be reduced.

また、本発明では、現場での溶接作業をすることなく、現場での基礎杭の杭頭への取り付けが容易な杭頭補強構造とすることができるとともに、杭頭外側と杭頭補強部材の鋼製リング内側との間の間隙、または、杭頭内側と杭頭補強部材の鋼製リング外側との間の間隙を僅かに設けることにより、杭頭と充填・固化材ならびに杭頭補強部材と充填・固化材の応力伝達を可能とする。   Further, in the present invention, it is possible to provide a pile head reinforcing structure that can be easily attached to the pile head of the foundation pile at the site without performing welding work at the site, and the pile head outer side and the pile head reinforcing member. By providing a slight gap between the steel ring inside or the gap between the pile head inside and the steel ring outside of the pile head reinforcing member, the pile head and filling / solidifying material and pile head reinforcing member Enables stress transmission of filling and solidifying material.

また、本発明では、少なくとも円周方向の所定範囲(前記基礎杭の周長Lに対し約90%以上)の狭小部の間隙寸法を3mm〜30mmの範囲内に設定することにより、他の部位でこの数値を外れていても本発明の所期の効果を奏することができる。   Moreover, in this invention, by setting the clearance dimension of the narrow part of the predetermined range (about 90% or more with respect to the circumference L of the said foundation pile) at least to the circumferential direction in the range of 3 mm-30 mm, another site | part Even if the numerical value is not satisfied, the desired effect of the present invention can be obtained.

また、本発明では、杭頭補強部材の鋼製リング外周に溶接される鉄筋の代わりに上部構造との定着抵抗機構(U字状フック、定着板またはスタッドなど)を有する鋼棒を複数溶接することにより、上部構造との定着長さを、鉄筋に比べて短くすることができ、上部構造を小さくすることが可能となる。上部構造が小さくなると、上部構造のコンクリートや鉄筋を削減できるだけでなく、土留め工事、残土処理、埋め戻し工事などが少なくなるので、構築費用を低減できる。   Further, in the present invention, a plurality of steel bars having a fixing resistance mechanism (a U-shaped hook, a fixing plate, a stud, or the like) with the upper structure are welded in place of the reinforcing bars welded to the outer periphery of the steel ring of the pile head reinforcing member. Thus, the fixing length with the upper structure can be made shorter than that of the reinforcing bar, and the upper structure can be made smaller. When the superstructure becomes smaller, not only the superstructure concrete and reinforcing bars can be reduced, but also construction costs can be reduced because there are fewer earth retaining work, residual soil treatment, backfilling work, and the like.

実施形態1に係る杭頭補強部材を基礎杭の杭頭に固定した杭頭補強構造を示す斜視図である。It is a perspective view which shows the pile head reinforcement structure which fixed the pile head reinforcement member which concerns on Embodiment 1 to the pile head of a foundation pile. 実施形態1に係る杭頭補強部材を基礎杭の杭頭に固定した杭頭補強構造を示す一部断面図である。It is a partial sectional view showing the pile head reinforcement structure which fixed the pile head reinforcement member concerning Embodiment 1 to the pile head of a foundation pile. 実施形態1に係る杭頭補強部材を基礎杭の杭頭に固定した杭頭補強構造を示す平面図である。It is a top view which shows the pile head reinforcement structure which fixed the pile head reinforcement member which concerns on Embodiment 1 to the pile head of a foundation pile. 参考形態に係る杭頭補強部材を基礎杭の杭頭に固定した杭頭補強構造を示す斜視図である。It is a perspective view which shows the pile head reinforcement structure which fixed the pile head reinforcement member which concerns on a reference form to the pile head of a foundation pile. 参考形態に係る杭頭補強部材を基礎杭の杭頭に固定した杭頭補強構造を示す一部断面図である。It is a partial sectional view showing the pile head reinforcement structure which fixed the pile head reinforcement member concerning a reference form to the pile head of a foundation pile. 参考形態に係る杭頭補強部材を基礎杭の杭頭に固定した杭頭補強構造を示す平面図である。It is a top view which shows the pile head reinforcement structure which fixed the pile head reinforcement member which concerns on a reference form to the pile head of a foundation pile. (a)は、本発明の接合構造の作用効果を確認するための解析モデルとして、2本の鋼管を鋼製リングで継いで構成した単純梁を示す断面図、(b)は、(a)のA−A´断面図、(c)は、鋼管と鋼製リングの接合部の拡大断面図である。(A) is sectional drawing which shows the simple beam which comprised two steel pipes by the steel ring as an analysis model for confirming the effect of the joining structure of this invention, (b) is (a). A-A 'sectional drawing of (c) is an expanded sectional view of the junction part of a steel pipe and steel rings. 図7に示す単純梁に2点集中荷重Pを載荷した場合の構造解析結果を示す図である。It is a figure which shows the structural analysis result at the time of loading the 2 point concentrated load P on the simple beam shown in FIG. 実施形態2を示し、上部構造との定着抵抗機構(U字状フック)を有する鋼棒を鉄筋の代わりに用いた場合の杭頭補強構造を示す側断面図である。It is side sectional drawing which shows Embodiment 2 and shows the pile head reinforcement structure at the time of using the steel bar which has a fixing resistance mechanism (U-shaped hook) with an upper structure instead of a reinforcing bar. 実施形態3を示し、上部構造との定着抵抗機構(定着板)を有する鋼棒を鉄筋の代わりに用いた場合の杭頭補強構造を示す側断面図である。It is a sectional side elevation showing a pile head reinforcement structure at the time of using Embodiment 3 and using a steel bar which has a fixation resistance mechanism (fixing board) with an upper structure instead of a reinforcing bar. 実施形態4を示し、上部構造との定着抵抗機構(スタッド)を有する鋼棒を鉄筋の代わりに用いた場合の杭頭補強構造を示す側断面図である。It is a sectional side elevation showing a pile head reinforcement structure at the time of using Embodiment 4 and using a steel bar which has a fixation resistance mechanism (stud) with an upper structure instead of a reinforcing bar. 実施形態5を示し、鋼製リングの直上部分にアンボンド材を塗布した場合の杭頭補強構造を示す斜視図である。It is a perspective view which shows Embodiment 5 and shows the pile head reinforcement structure at the time of apply | coating an unbond material to the direct upper part of steel rings. 実施形態5に係る杭頭補強部材を基礎杭の杭頭に固定した杭頭補強構造を示す一部断面図である。It is a partial cross section figure which shows the pile head reinforcement structure which fixed the pile head reinforcement member which concerns on Embodiment 5 to the pile head of a foundation pile. (a)(b)(c)は、従来技術を示す断面図である。(A) (b) (c) is sectional drawing which shows a prior art. (a)(b)は、従来技術を示す断面図である。(A) and (b) are sectional drawings which show a prior art.

以下、本発明の実施形態を図により説明する。   Hereinafter, embodiments of the present invention will be described with reference to the drawings.

図1〜図3は本発明の実施形態1を示し、図4〜図6は本発明の参考形態を示す。各図において、図1と図4は、杭頭補強部材を基礎杭の杭頭に固定した杭頭補強構造を示す斜視図、図2と図5は、杭頭補強部材を基礎杭の杭頭に固定した杭頭補強構造を示す一部断面図、図3と図6は、杭頭補強部材を基礎杭の杭頭に固定した杭頭補強構造を示す平面図である。   1 to 3 show Embodiment 1 of the present invention, and FIGS. 4 to 6 show a reference form of the present invention. In each figure, FIG. 1 and FIG. 4 are perspective views showing a pile head reinforcing structure in which the pile head reinforcing member is fixed to the pile head of the foundation pile, and FIG. 2 and FIG. FIG. 3 and FIG. 6 are plan views showing a pile head reinforcing structure in which a pile head reinforcing member is fixed to a pile head of a foundation pile.

図7は、本発明に係る接合構造の作用効果を確認するための解析モデルとして、2本の鋼管を継いだ単純梁13を示す断面図であり、図8は、図7に示す単純梁13に2点集中荷重Pを載荷した場合の構造解析の結果を示すグラフである。   FIG. 7 is a cross-sectional view showing a simple beam 13 connecting two steel pipes as an analysis model for confirming the function and effect of the joint structure according to the present invention, and FIG. 8 is a simple beam 13 shown in FIG. It is a graph which shows the result of the structural analysis at the time of loading 2 points | pieces concentrated load P.

また、図9〜図11は、本発明の実施形態2、3、4を示し、上部構造との定着抵抗機構(U字状フック、定着板またはスタッドなど)を有する鋼棒が鋼製リング2に溶接された杭頭補強構造を示す断面図である。   9 to 11 show Embodiments 2, 3, and 4 of the present invention, in which a steel rod having a fixing resistance mechanism (such as a U-shaped hook, a fixing plate, or a stud) with an upper structure is a steel ring 2. It is sectional drawing which shows the pile head reinforcement structure welded to.

図1〜図3に示される実施形態1においては、杭頭補強部材1は、円筒形の鋼製リング2を有する。鋼製リング2は、基礎杭3の杭頭3aの外径より僅かに大きい内径を有する。本発明の主要な要素は、前記鋼製リング2と杭頭3aの僅かな間隙である。この僅かな間隙は、後に図7、図8により説明する解析結果から導かれる間隙寸法に基づいて決定されるものであり、この僅かな間隙にモルタル又はセメントペーストから選択される充填・固化材6を充填・固化することにより、基礎杭3と鋼製リング2を一体化することで、杭
頭接合部に要求される強度と剛性を発揮することが可能となる。ちなみに、この鋼製リング2の肉厚は、後述する基礎杭3の肉厚tと同厚又は同厚以下としてもよい。また、この鋼製リング2の長さL4は、かかる基礎杭3の外径Dとの間において以下の式(1)が成り立つ範囲において調整されていてもよい。
In the first embodiment shown in FIGS. 1 to 3, the pile head reinforcing member 1 has a cylindrical steel ring 2. The steel ring 2 has an inner diameter that is slightly larger than the outer diameter of the pile head 3 a of the foundation pile 3. The main element of the present invention is a slight gap between the steel ring 2 and the pile head 3a. This slight gap is determined on the basis of the gap size derived from the analysis results described later with reference to FIGS. 7 and 8, and the filling / solidifying material 6 selected from mortar or cement paste in this slight gap. By filling and solidifying, the foundation pile 3 and the steel ring 2 can be integrated to exhibit the strength and rigidity required for the pile head joint. Incidentally, the thickness of the steel ring 2 may be equal to or less than the thickness t of the foundation pile 3 described later. Moreover, length L4 of this steel ring 2 may be adjusted in the range in which the following formula | equation (1) is materialized with the outer diameter D of this foundation pile 3. FIG.

L4=D/2〜D/8・・・・・・・・・(1)   L4 = D / 2 to D / 8 (1)

鋼製リング2の外側には、複数の鉄筋4の下端部が溶接により固定される。鉄筋4は上方に延び、その延びる長さはコンクリート製のフーチング基礎、地中梁、独立基礎等の基礎構造物への定着性を考慮して決定される。実施形態1に示す鉄筋4は、上部構造との定着性を向上させるための定着抵抗構造を有していないが、実施形態2、3、4として図9〜図11に示すように、鉄筋4に代わり上部構造との定着抵抗機構(U字状フック、定着板、スタッドなど)を有する鋼棒14を鋼製リング2に溶接してもよい。   On the outside of the steel ring 2, the lower ends of the plurality of reinforcing bars 4 are fixed by welding. The reinforcing bars 4 extend upward, and the length of the reinforcing bars 4 is determined in consideration of the fixing property to a foundation structure such as a concrete footing foundation, underground beam, and independent foundation. The reinforcing bar 4 shown in the first embodiment does not have a fixing resistance structure for improving the fixing property with the upper structure. However, as shown in FIGS. Alternatively, a steel rod 14 having a fixing resistance mechanism (U-shaped hook, fixing plate, stud, etc.) with the upper structure may be welded to the steel ring 2.

すなわち、図9の実施形態2では、鋼製リング2の外側に、上部にU字状フック15を有する複数の鋼棒14の下端部が溶接により固定されている。図10の実施形態3では、鋼製リング2の外側に、上部に定着板16を有する複数の鋼棒14の下端部が溶接により固定されている。図11の実施形態4では、鋼製リング2の外側に、上部にスタッド17を有する複数の鋼棒14の下端部が溶接により固定されている。このようにU字状フック、定着板またはスタッドなどを有する鋼棒14を鉄筋4の代わりに用いた場合、鋼棒14の上方へ伸びる長さを短くでき、コンクリート製のフーチング基礎、地中梁、独立基礎等の基礎構造物を小さくできる。(なお、実施形態2〜4の他の構成は実施形態1と同じなので詳細説明を省略する)。   That is, in Embodiment 2 of FIG. 9, the lower end part of the some steel rod 14 which has the U-shaped hook 15 in the upper part is being fixed to the outer side of the steel ring 2 by welding. In Embodiment 3 of FIG. 10, the lower end part of the some steel rod 14 which has the fixing plate 16 in the upper part is being fixed to the outer side of the steel rings 2 by welding. In Embodiment 4 of FIG. 11, the lower end part of the some steel rod 14 which has the stud 17 in the upper part is being fixed to the outer side of the steel rings 2 by welding. When the steel bar 14 having a U-shaped hook, a fixing plate or a stud is used instead of the reinforcing bar 4 as described above, the length extending upward of the steel bar 14 can be shortened, and a concrete footing foundation or underground beam Can reduce the size of foundation structures such as independent foundations. (In addition, since the other structure of Embodiment 2-4 is the same as Embodiment 1, detailed description is abbreviate | omitted).

次に、図4〜図6に示される参考形態においては、杭頭補強部材1aは、円筒形の鋼製リング2aを有する。鋼製リング2aは、基礎杭3の杭頭3aの内径より僅かに小さい外径を有する。参考形態においても重要な要素は、前記鋼製リング2aと杭頭3aの間の僅かな間隙である。この僅かな間隙は、後に図7、図8で説明する試験結果から導かれる間隙寸法であり、この僅かな間隙にモルタル又はセメントペーストから選択される充填・固化材6を充填・固化することにより、基礎杭3と鋼製リング2を一体化することで、杭頭接合部に要求される強度と剛性を発揮することが可能となる。ちなみに、この鋼製リング2の肉厚は、後述する基礎杭3の肉厚tと同厚又は同厚以下としてもよい。また、この鋼製リング2の長さL4は、かかる基礎杭3の外径Dとの間において以下の式(1)が成り立つ範囲において調整されていてもよい。   Next, in the reference form shown by FIGS. 4-6, the pile head reinforcement member 1a has the cylindrical steel ring 2a. The steel ring 2 a has an outer diameter slightly smaller than the inner diameter of the pile head 3 a of the foundation pile 3. An important factor also in the reference form is a slight gap between the steel ring 2a and the pile head 3a. This slight gap is a gap size derived from the test results described later with reference to FIGS. 7 and 8. By filling and solidifying the small gap with a filling / solidifying material 6 selected from mortar or cement paste. By integrating the foundation pile 3 and the steel ring 2, it is possible to exhibit the strength and rigidity required for the pile head joint. Incidentally, the thickness of the steel ring 2 may be equal to or less than the thickness t of the foundation pile 3 described later. Moreover, length L4 of this steel ring 2 may be adjusted in the range in which the following formula | equation (1) is materialized with the outer diameter D of this foundation pile 3. FIG.

L4=D/2〜D/8・・・・・・・・・(1)   L4 = D / 2 to D / 8 (1)

鋼製リング2aの内側には、複数の鉄筋4の下端部が溶接により固定される。鉄筋4は上方に延び、その延びる長さはコンクリート製のフーチング基礎、地中梁、独立基礎等の基礎構造物への定着性を考慮して決定される。参考形態に示す鉄筋4は、上部構造との定着性を向上させるための定着抵抗機構を有していないが、実施形態2、3、4として図9〜図11に示したような、鉄筋4に代わり上部構造との定着抵抗機構(U字状フック、定着板、スタッドなど)を有する鋼棒14を鋼製リング2aに溶接してもよい。   Inside the steel ring 2a, the lower ends of the plurality of reinforcing bars 4 are fixed by welding. The reinforcing bars 4 extend upward, and the length of the reinforcing bars 4 is determined in consideration of the fixing property to a foundation structure such as a concrete footing foundation, underground beam, and independent foundation. The reinforcing bar 4 shown in the reference form does not have a fixing resistance mechanism for improving the fixing property with the superstructure, but the reinforcing bar 4 as shown in FIGS. 9 to 11 as the second, third, and fourth embodiments. Alternatively, a steel rod 14 having a fixing resistance mechanism (U-shaped hook, fixing plate, stud, etc.) with the upper structure may be welded to the steel ring 2a.

すなわち、図9〜図11の実施形態2〜4では、鉄筋4の代わりに、鋼製リング2の外側に、上部にU字状フック15や定着板16またはスタッド17を有する複数の鋼棒14の下端部が溶接により固定されていることで、鋼棒14の上方へ伸びる長さを短くでき、コンクリート製のフーチング基礎、地中梁、独立基礎等の基礎構造物を小さくできることは前に説明したとおりであり、このような定着抵抗機構を参考形態に取り入れることができる。   That is, in Embodiments 2 to 4 of FIGS. 9 to 11, a plurality of steel bars 14 having a U-shaped hook 15, a fixing plate 16, or a stud 17 on the outer side of the steel ring 2 instead of the reinforcing bar 4. It has been explained before that the lower end of the steel plate can be fixed by welding so that the length of the steel bar 14 extending upward can be shortened, and the foundation structures such as concrete footing foundations, underground beams, and independent foundations can be made smaller. As described above, such a fixing resistance mechanism can be incorporated in the reference form.

本発明の主要素は、基礎杭3の杭頭3aと、その外周に嵌合する鋼製リング2または2aとの間に僅かな間隙寸法を形成することであるので、これを詳しく説明する。基礎杭3の杭頭3aとその外周に嵌合する鋼製リング2との間の間隙寸法ならびに、基礎杭3の杭頭3aとその内周に嵌合する鋼製リング2aとの間隙寸法は、これに充填・固化材6を充填したとき、基礎杭3と杭頭補強部材1または1aの円筒形の鋼製リング2または2aの曲げ応力の伝達性状に大きな影響を及ぼすとの知見を得た。   Since the main element of the present invention is to form a slight gap dimension between the pile head 3a of the foundation pile 3 and the steel ring 2 or 2a fitted to the outer periphery thereof, this will be described in detail. The gap dimension between the pile head 3a of the foundation pile 3 and the steel ring 2 fitted to the outer periphery thereof, and the gap dimension between the pile head 3a of the foundation pile 3 and the steel ring 2a fitted to the inner circumference thereof are as follows: The knowledge that when this is filled with the filling / solidifying material 6 greatly affects the bending stress transmission characteristics of the foundation pile 3 and the cylindrical steel ring 2 or 2a of the pile head reinforcing member 1 or 1a. It was.

前記知見の実効性を数値解析により確認したので図7、図8によって説明する。図7に示すように、解析モデルとして左右2本の鋼管18を鋼製リング19とモルタル又はセメントペーストからなる充填・固化材6を用いて継いだ単純梁13を作り、この単純梁13を両端部の支点20で支持した上、鋼製リング19の両外側で集中荷重Pを左右2本の鋼管18に載荷した。   The effectiveness of the above knowledge is confirmed by numerical analysis and will be described with reference to FIGS. As shown in FIG. 7, as an analysis model, a simple beam 13 in which two left and right steel pipes 18 are joined using a steel ring 19 and a filling / solidifying material 6 made of mortar or cement paste is formed. Further, the concentrated load P was loaded on the two left and right steel pipes 18 on both outer sides of the steel ring 19.

なお、左右の各鋼管18の外径は1000mm、管の肉厚(t)19.0mm、両支点20間の長さ(L)12500mm、各鋼管18の中央の管端部のクリアランス(G1)が4mm、各鋼管18の中央の端部から集中荷重Pの載荷点までの長さ(L1)2500mm、集中荷重Pの載荷点から各支点20までの長さ(L2)が3750mmである。また、鋼製リング19の外径は1048mm、1098mm、1138mmの何れかとし、長さ(L3)500mm、管の肉厚(t1)19.0mmである。また充填・固化材6を充填する間隙(G)を5mm、30mm、50mmと変化させた。これに伴い、鋼製リング19の外径を、(G)=5mmのとき(D)=1048mm、(G)=30mmのとき(D)=1098mm、(G)=50mmのとき(D)=1138mmと変化させた。   The outer diameter of each of the left and right steel pipes is 1000 mm, the wall thickness (t) of 19.0 mm, the length between both fulcrums 20 (L) of 12500 mm, and the clearance (G1) at the center of each steel pipe 18 Is 4 mm, the length (L1) from the central end of each steel pipe 18 to the loading point of the concentrated load P is 2500 mm, and the length (L2) from the loading point of the concentrated load P to each fulcrum 20 is 3750 mm. The outer diameter of the steel ring 19 is 1048 mm, 1098 mm, or 1138 mm, and has a length (L3) of 500 mm and a tube thickness (t1) of 19.0 mm. Further, the gap (G) for filling the filling / solidifying material 6 was changed to 5 mm, 30 mm, and 50 mm. Accordingly, the outer diameter of the steel ring 19 is (D) = 1048 mm when (G) = 5 mm, (D) = 1098 mm when (G) = 30 mm, and (D) = when (G) = 50 mm. It was changed to 1138 mm.

前記の単純梁13に荷重Pを2点集中載荷した場合の構造解析結果を図8に示す。図8によると、充填・固化材6を充填する間隙寸法(G)が50mmの場合は、間隙寸法(G)が5mm、30mmの場合に比べて強度、剛性ともに劣っていることが確認できる。このような性能低下は、間隙寸法(G)が大きいため、充填・固化材6が劣化し易く、また充填・固化材6の劣化が接合部耐力に大きな影響を及ぼすからである。鋼管と鋼製リングを充填・固化材で固化・一体化した接合部の耐力低下を防止するために、従来は充填・固化材の充填部にズレ止めが用いられていることが多い。   FIG. 8 shows the structural analysis result when the load P is concentratedly loaded on the simple beam 13. According to FIG. 8, when the gap dimension (G) for filling the filling / solidifying material 6 is 50 mm, it can be confirmed that both the strength and the rigidity are inferior to those when the gap dimension (G) is 5 mm and 30 mm. This decrease in performance is because the gap size (G) is large, so that the filling / solidifying material 6 is likely to deteriorate, and the deterioration of the filling / solidifying material 6 greatly affects the joint strength. In order to prevent a decrease in the proof stress of a joint portion in which a steel pipe and a steel ring are solidified and integrated with a solidified / solidified material, conventionally, a displacement stopper is often used for the filled / solidified material filled portion.

前記のとおり従来技術では、鋼管と鋼製リングの接合部の耐力低下を防止する手段としては、専らズレ止め若しくはリブ付き鋼管を用いることが一般的であり、充填・固化材もコンクリートであることが多い。そのため、ズレ止め若しくはリブ付き鋼管があっても内側に充填・固化材を注入できるような空間が鋼管と鋼製リングの間に必要(例えば、100mm程度以上)であったが、本発明では、ズレ止め若しくはリブ付き鋼管がなくても接合部の耐力を十分に確保するため、鋼管と鋼製リングの間隙寸法を小さくすることを考えている。   As described above, in the prior art, as a means for preventing a decrease in the proof stress of the joint between the steel pipe and the steel ring, it is common to use a steel pipe with a stopper or a rib exclusively, and the filling / solidifying material is also concrete. There are many. Therefore, even if there is a misalignment stop or ribbed steel pipe, a space is required between the steel pipe and the steel ring so that the filling / solidifying material can be injected inside (for example, about 100 mm or more). In order to ensure sufficient strength of the joint even if there is no slip stopper or ribbed steel pipe, it is considered to reduce the gap between the steel pipe and the steel ring.

前記の間隙寸法の大きさは、これに充填する充填・固化材6の流動性とも関係するため、これについて説明する。本発明では、基礎杭3の杭頭3aと鋼製リング2または2aが作る空間形状での間隙寸法(G)の最小値として、流動性試験の漏斗値が6秒±2秒であるモルタルの場合、間隙寸法(G)を5mmとし、漏斗値が7秒±2秒であるセメントペーストの場合、3mmが望ましいことを充填施工試験にて確認している。   Since the size of the gap is related to the fluidity of the filling / solidifying material 6 to be filled therein, this will be described. In the present invention, as the minimum value of the gap dimension (G) in the space shape created by the pile head 3a of the foundation pile 3 and the steel ring 2 or 2a, the mortar whose fluidity test has a funnel value of 6 seconds ± 2 seconds is used. In the case of a cement paste having a gap size (G) of 5 mm and a funnel value of 7 seconds ± 2 seconds, it is confirmed by a filling construction test that 3 mm is desirable.

前記の試験結果から、本発明では間隙寸法(G)の最小値を3mmとし、最大値を30mmの範囲に設定している。なお、3mm〜30mmの間隙寸法は、杭頭3aと鋼製リング2または2aが同心円に配置されていて円周方向に均等間隙が形成されている場合に限定されるものではない。例えば、基礎杭の周長Lに対し90%以上の部分が3〜30mm
であればよく、残りの基礎杭の周長Lに対する10%以下の部分が、上記3〜30mmの範囲を逸脱していても本発明の所期の作用効果を奏することができる。
From the above test results, in the present invention, the minimum value of the gap dimension (G) is set to 3 mm, and the maximum value is set to a range of 30 mm. The gap size of 3 mm to 30 mm is not limited to the case where the pile head 3a and the steel ring 2 or 2a are arranged concentrically and a uniform gap is formed in the circumferential direction. For example, 90% or more of the circumference L of the foundation pile is 3-30mm
What is necessary is just to have the effect of this invention even if the part of 10% or less with respect to the circumference L of the remaining foundation piles has deviated from the range of 3-30 mm.

杭頭補強部材1は、工場等で予め形成しておく。基礎杭3の杭頭3aが露出するように地盤を根切りし、杭頭補強部材1を基礎杭3の杭頭3aに嵌挿し、杭頭補強部材1の鋼製リング2の内側と杭頭3aの外側との間隙に、モルタル又はセメントペーストの何れかの充填・固化材6を充填し固化させ、杭頭補強部材1と杭頭3aを一体に接合して杭頭補強構造を形成する。杭頭補強部材1と杭頭3aとの間隙が僅かであるため、その間隙に充填される充填・固化材6の量を少なくすることができ、かつ、地震等により水平力が杭頭に作用した場合、その水平力が僅かな間隔の充填・固化材6を介してスムーズに杭頭補強部材1へ伝達されるので、充填・固化材6に大きなせん断耐力を必要とせず、充填・固化材6として一般的なモルタル又はセメントペーストの何れかを使用できる。   The pile head reinforcing member 1 is formed in advance at a factory or the like. Cut the ground so that the pile head 3a of the foundation pile 3 is exposed, insert the pile head reinforcement member 1 into the pile head 3a of the foundation pile 3, and the inside of the steel ring 2 of the pile head reinforcement member 1 and the pile head The gap between the outer side of 3a is filled with a filling / solidifying material 6 of either mortar or cement paste and solidified, and the pile head reinforcing member 1 and the pile head 3a are joined together to form a pile head reinforcing structure. Since the gap between the pile head reinforcing member 1 and the pile head 3a is small, the amount of filling / solidifying material 6 filled in the gap can be reduced, and a horizontal force acts on the pile head due to an earthquake or the like. In this case, since the horizontal force is smoothly transmitted to the pile head reinforcing member 1 through the filling / solidifying material 6 with a slight interval, the filling / solidifying material 6 does not require a large shear strength, and the filling / solidifying material is used. As 6, either general mortar or cement paste can be used.

参考形態の杭頭補強部材1aについても前記と同じで、工場等で予め形成しておく。基礎杭3の杭頭3aが露出するように地盤を根切りし、杭頭補強部材1aを基礎杭3の杭頭3aに嵌挿し、杭頭補強部材1aの鋼製リング2aの外側と杭頭3aの内側との間隙に、モルタル又はセメントペーストの何れかの充填・固化材6を充填し固化させ、杭頭補強部材1aと杭頭3aを一体に接合して杭頭補強構造を構成する。杭頭補強部材1aと杭頭3aとの間隙が僅かであるため、その間隙に充填される充填・固化材の量を少なくすることができ、かつ、地震等により水平力が杭頭に作用した場合、その水平力が僅かな間隔の充填・固化材を介してスムーズに杭頭補強部材1aへ伝達されるので、充填・固化材に大きなせん断耐力を必要とせず、一般的な充填・固化材を使用できる点は実施形態1と同じである。   The pile head reinforcing member 1a of the reference form is the same as described above, and is formed in advance at a factory or the like. Cut the ground so that the pile head 3a of the foundation pile 3 is exposed, insert the pile head reinforcing member 1a into the pile head 3a of the foundation pile 3, and the outside of the steel ring 2a of the pile head reinforcing member 1a and the pile head A filling / solidifying material 6 of either mortar or cement paste is filled in the gap with the inside of 3a and solidified, and the pile head reinforcing member 1a and the pile head 3a are joined together to constitute a pile head reinforcing structure. Since the gap between the pile head reinforcing member 1a and the pile head 3a is small, the amount of filling / solidifying material filled in the gap can be reduced, and a horizontal force acts on the pile head due to an earthquake or the like. In this case, since the horizontal force is smoothly transmitted to the pile head reinforcing member 1a through the filling / solidifying material at a slight interval, the filling / solidifying material does not require a large shear strength, and the general filling / solidifying material is used. The point that can be used is the same as in the first embodiment.

杭頭補強部材1または1aの鋼製リング2または2aから上に延びる鉄筋4の部分に型枠を設置し、基礎構造物の鉄筋を配筋して、コンクリートを打設して杭頭3aと基礎構造等の上部構造とを一体に接合する。   Pile head reinforcement member 1 or 1a is installed on the part of rebar 4 extending upward from steel ring 2 or 2a, the reinforcement of the foundation structure is placed, concrete is placed, and pile head 3a and The upper structure such as the foundation structure is integrally joined.

この基礎構造においては、軸力は基礎杭3が負担し、杭頭補強部材1は、曲げ応力に対してのみ負担する。図12,13(実施形態5)に示すように、杭頭補強部材1の鉄筋4の鋼製リング2の直上部分にアンボンド材5を塗布するようにしてもよい。これにより、地震等により水平力が杭頭3aに作用した際、杭頭補強部材1の鉄筋4のアンボンド材5を塗布した部分が基礎構造物のコンクリートとの付着がないため、一定以上の曲げモーメントが負荷されるとその部分が降伏し、杭頭3aや地中梁等の基礎構造物に作用する曲げモーメントの大きさを低減できるため、杭頭3aや地中梁等の基礎構造物の断面を小さくすることができる。また、このアンボンド材5の数や長さを調整することにより、基礎構造物に作用する曲げモーメントの大きさ自体を制御することも可能となる。なお、鉄筋4(鋼棒14)のうちアンボンド材5が塗布されている部分の断面積は、設計の仕様に応じて予め調整されていてもよい。参考形態の場合も、杭頭補強部材1aの鉄筋4の鋼製リング2の直上部分にアンボンド材5を塗布することにより、実施形態5と同様の作用効果を奏する。   In this foundation structure, the axial force is borne by the foundation pile 3, and the pile head reinforcing member 1 is borne only by bending stress. As shown in FIGS. 12 and 13 (Embodiment 5), the unbond material 5 may be applied to a portion immediately above the steel ring 2 of the reinforcing bar 4 of the pile head reinforcing member 1. As a result, when a horizontal force acts on the pile head 3a due to an earthquake or the like, the portion of the pile head reinforcing member 1 to which the unbonded material 5 of the reinforcing bar 4 is applied does not adhere to the concrete of the foundation structure. When a moment is applied, the part yields, and the magnitude of the bending moment acting on the foundation structure such as the pile head 3a and the underground beam can be reduced. The cross section can be reduced. In addition, by adjusting the number and length of the unbond materials 5, it is possible to control the magnitude of the bending moment acting on the foundation structure itself. In addition, the cross-sectional area of the part to which the unbond material 5 is applied among the reinforcing bars 4 (steel bars 14) may be adjusted in advance according to the design specifications. Also in the case of the reference form, the same effect as that of the fifth embodiment is achieved by applying the unbond material 5 to the portion directly above the steel ring 2 of the reinforcing bar 4 of the pile head reinforcing member 1a.

1、1a 杭頭補強部材
2、2a 鋼製リング
3 基礎杭
3a 杭頭
4 鉄筋
5 アンボンド材
6 充填・固化材
7 基礎構造物
8 鉄筋籠
9 ひげ鉄筋
10 補強環
11 間隔保持部材
12 コンクリート
13 単純梁
14 鋼棒
15 U字状フック
16 定着板
17 スタッド
18 鋼管
19 鋼製リング
20 支点
DESCRIPTION OF SYMBOLS 1, 1a Pile head reinforcement member 2, 2a Steel ring 3 Foundation pile 3a Pile head 4 Reinforcement 5 Unbond material 6 Filling / solidification material 7 Foundation structure 8 Reinforcement rod 9 Beard reinforcement 10 Reinforcement ring 11 Spacing member 12 Concrete 13 Simple Beam 14 Steel rod 15 U-shaped hook 16 Fixing plate 17 Stud 18 Steel pipe 19 Steel ring 20 Support point

Claims (3)

基礎杭の杭頭の外径より僅かに大きな内径を有するとともに前記外径の1/8〜1/2となる上方から下方にかけての長さを有し前記基礎杭の肉厚以下の肉厚を有する円筒形の鋼製リングの外周に、上部構造との接続のための定着板が設けられた複数の鋼棒を上方に延びるように溶接した杭頭補強部材が、前記基礎杭の杭頭外側と前記杭頭補強部材の内側との間隙寸法が3〜30mmであるとともに前記間隙が前記基礎杭の周方向に略均等となるように前記円筒形の鋼製リングを前記基礎杭の杭頭に嵌挿し、前記間隙にモルタル又はセメントペーストから選択される充填・固化材を充填し固化することにより接合され、
前記円筒形の鋼製リングに溶接された鋼棒の鋼製リング直上の部分に前記鋼棒の上方の部分を除いてアンボンド材が塗布され、一定以上の曲げモーメントが付加された場合に前記アンボンド材が塗布された部分を降伏させ、前記基礎杭の杭頭に負荷される曲げモーメントの大きさを低減させることを特徴とする杭頭補強構造。
It has an inner diameter slightly larger than the outer diameter of the pile head of the foundation pile and has a length from the upper side to the lower side that is 1/8 to 1/2 of the outer diameter, and has a thickness equal to or less than the thickness of the foundation pile. A pile head reinforcing member welded so as to extend a plurality of steel bars provided with fixing plates for connection with the superstructure on the outer periphery of a cylindrical steel ring having the outer side of the pile head of the foundation pile the cylindrical steel ring such that the gap with gap size is 3~30mm is substantially equal to the circumferential direction of the foundation pile with the inside of the pile head reinforcement member to pile head of the foundation pile and Inserted and joined by filling and solidifying the filling and solidifying material selected from mortar or cement paste in the gap ,
When an unbond material is applied to a portion directly above the steel ring of the steel rod welded to the cylindrical steel ring except for a portion above the steel rod, and the bending bond of a certain level or more is applied, the unbonding is performed. A pile head reinforcement structure characterized by yielding a portion to which a material is applied and reducing the magnitude of a bending moment applied to the pile head of the foundation pile.
前記鋼棒は、前記定着板に代えて上記構造との接続のためのスタッドが設けられていること、
を特徴とする請求項1に記載の杭頭補強構造。
The steel bar is provided with a stud for connecting to the structure instead of the fixing plate,
The pile head reinforcement structure of Claim 1 characterized by these.
前記杭頭補強部材は、前記内径を有する鋼製リングに代えて前記基礎杭の杭頭の内径より僅かに小さい外径を有する鋼製リングが用いられ、その鋼製リングの外周に前記鋼棒が溶接されることに代えてその鋼製リングの内周に前記鋼棒が溶接されること
を特徴とする請求項1又は2に記載の杭頭補強構造。
As the pile head reinforcing member, a steel ring having an outer diameter slightly smaller than the inner diameter of the pile head of the foundation pile is used instead of the steel ring having the inner diameter, and the steel rod is disposed on the outer periphery of the steel ring. The pile head reinforcing structure according to claim 1 or 2, wherein the steel rod is welded to the inner periphery of the steel ring instead of being welded .
JP2009021321A 2003-09-09 2009-02-02 Pile head reinforcement member and pile head reinforcement structure using it Expired - Fee Related JP5008683B2 (en)

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