JP4473400B2 - Foundation of construction and construction method - Google Patents

Foundation of construction and construction method Download PDF

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JP4473400B2
JP4473400B2 JP2000075277A JP2000075277A JP4473400B2 JP 4473400 B2 JP4473400 B2 JP 4473400B2 JP 2000075277 A JP2000075277 A JP 2000075277A JP 2000075277 A JP2000075277 A JP 2000075277A JP 4473400 B2 JP4473400 B2 JP 4473400B2
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Japan
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foundation
pile
pillar
iron plate
ground
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JP2001262592A (en
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俊久 畑野
孝 江口
正博 中村
悦郎 斉藤
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Fujita Corp
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Fujita Corp
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Description

【0001】
【発明の属する技術分野】
本発明は、送電線を高架支持する鉄塔等、各種構築物を支持するための基礎構造に関する。
【0002】
【従来の技術】
鉄塔等の柱脚を地山上に支持する基礎構造としては、従来から、例えば図13に示されるような基礎杭によるものが知られている。まず図(A)に示される基礎構造100Aは、地山Gに打設された鋼杭あるいは場所打ちコンクリート杭等からなる基礎杭102と、その杭頭102aと結合一体化されたコンクリートからなるフーチング103で構成され、柱脚101が前記フーチング103の上に構築されている。前記基礎杭102は通常、一つのフーチング103あたり、それぞれ1本乃至複数本、鉛直に打設される。
【0003】
また、図13(B)に示される基礎構造100Bは、地山Gに大径の場所打ちコンクリート杭からなる基礎杭102を鉛直に施工し、その杭頭に、柱脚101の下端部を埋め込んで結合したものである。前記基礎杭102は、鉄筋コンクリートで形成された鉛直な躯体部102bと、その頭部から地山G上に露出するように延びる鋼管102c内に打設され、柱脚101の下部を補強・保護する柱体部102dとからなる。
【0004】
【発明が解決しようとする課題】
ところで近年、例えば送電路の鉄塔の場合、電力需要の増大に伴う送電線の重量増大に起因する送電線の弛み量の増大を補償するためには、送電線の支持高さを高くする必要があり、このため鉄塔の高さが高くなる傾向にある。その結果、鉄塔の重量が増大し、これを支持する基礎構造の支持力を向上させることが要求されている。しかしながら、上記図13に示される従来技術によれば、基礎構造の支持力を向上させるには、フーチング103の面積を大きくしたり、基礎杭102を大径化する必要があるため、それ自体の施工コストが高額になるばかりでなく、面積の大きい土地を確保しなければならないといった問題があった。
【0005】
また、大径の基礎杭を施工するには大型の施工機械が必要になるため、例えば山岳の傾斜地等に建てられる鉄塔の場合、施工機械の足場を確保するための切土面積を大きくしたり、足場の仮設工事も大掛かりになり、施工の困難性や施工コストの上昇を来していた。
【0006】
本発明は、上述のような問題に鑑みてなされたもので、その主な技術的課題とするところは、構築物の荷重に対する耐力が大きく、しかも施工が容易な基礎構造を提供することにある。
【0007】
【課題を解決するための手段】
上述の技術的課題を有効に解決するための手段として、本発明に係る構築物の基礎は、構築物の柱の下部に一体的に設けられた基礎材と、前記基礎材の下面に敷設され、この基礎材の軸方向投影面積より面積の大きな鉄板と、杭頭が前記基礎材に結合され、前記鉄板に開設された基礎杭挿通孔を介して地盤へ前記柱と平行な方向に打設された一本乃至複数本の基礎杭、又は杭頭が前記基礎材に結合され、前記基礎杭挿通孔を介して地盤へ前記柱の軸心の延長線を中心として等角度で開いた方向に打設された複数本の基礎杭と、からなるものである。すなわち、基礎杭が柱と平行な方向、又は柱の軸心を中心に等角度で開いた方向へ打設されることによって、構築物の荷重の軸力のみ支持することになり、またフーチング等を構築しないので、施工が容易になると共に、施工面積も小さくすることができる。
【0008】
本発明において、基礎材は、予め柱の下部に一体的に設けられ前記柱の軸心方向に延びる複数のリブと、予め前記柱の下部及び前記リブに一体的に設けられ前記柱の軸心と直交する面をなす本体フランジと、基礎杭の杭頭を前記本体フランジに結合する結合部材群と、からなる構成とすることができる。
【0009】
また、本発明に係る構築物の基礎の施工方法は、杭頭との結合手段を備える基礎材を柱の下部に一体的に設ける工程と、地盤上における施工予定位置に、前記基礎材の軸方向投影面積より面積が大きく基礎杭挿通孔が開設された鉄板を敷設する工程と、地盤上における前記柱の施工予定位置から、前記鉄板の基礎杭挿通孔を介して前記地盤内へ前記柱の軸心と平行な方向又は前記柱の建て込み予定角度を中心として等角度で開いた方向へ、複数の基礎杭を打設する工程と、前記地盤上の施工予定位置に前記柱を建て込むと共に、その下部に一体的に設けられた前記基礎材を、前記鉄板の基礎杭挿通孔から突出した前記基礎杭の杭頭に前記結合手段を介して結合する工程とからなる。
【0010】
【発明の実施の形態】
次に、本発明に係る構築物の基礎の好適な実施の形態を、図1乃至図6を参照しながら説明する。まず図1は、本発明の基礎構造を、その上に構築された電力用鉄塔の一部と共に概略的に示すもので、図中の参照符号10は鉄塔の柱脚、20はこの柱脚10の下端に鍔状に接合された鋼材等からなる基礎材、30は杭頭30aが前記基礎材20に結合され地山Gへ前記柱脚10と平行な方向に打設された基礎杭である。
【0011】
基礎材20は、柱脚10の下部外周に、その軸心を通る平面状をなすように、周方向所定間隔(図示の例では90°間隔)で溶接により矢羽状に一体接合された鋼板からなる複数のリブ21と、前記柱脚10の下部外周に、その軸心と直交する平面をなすように溶接により一体接合された鋼板からなる正方形状の本体フランジ22と、前記各リブ21で四分割された領域に位置して、前記本体フランジ22に設けられた結合部材群23を備える。前記各リブ21は、その下端が柱脚10の下端位置に達しており、それぞれ前記本体フランジ22に直交して接合されている。また、基礎材20を構成するこれらの部材は、めっきあるいは施工後の塗装や吹き付け等によって防錆される。
【0012】
上記基礎材20は、柱脚10の下部と基礎杭30の杭頭とを結合するものであると共に、柱脚10からの鉄塔の荷重を、地山G及び基礎杭30に伝達するものである。また、鉄塔の柱脚10は、水平面に対して所定の傾斜角度をなすように建てられるが、前記基礎杭30は、この柱脚10と平行になるように打設されるので、柱脚10と基礎杭30との間に鉄塔の荷重による曲げ応力が作用しにくい構造となり、荷重に対する優れた耐力が得られる。
【0013】
また、基礎材20の下面には、後述する図10に示されるように、本体フランジ22より面積の大きな鉄板4を敷設することによって、一層大きな荷重を支持可能とすることができる。
【0014】
一方、基礎杭30としては、公知の構造を有する比較的小径(例えば300mm以下)の、かつ高耐力を有するものが好適に用いられる。すなわち、この基礎杭30は、図3に示されるように、地山Gにおける軟弱層G1の下端深さまで挿入されると共に、頭部を基礎材20の本体フランジ22にそれぞれ結合部材群23を介して結合された鋼管31と、この鋼管31の内周に挿通され、下端が前記軟弱層G1より下層にある堅固な支持層G2内へ達すると共に頭部が前記本体フランジ22にそれぞれ前記結合部材群23を介して結合された芯材としての異形鉄筋32と、前記鋼管31及び地山Gと異形鉄筋32との間に充填された固結材としてのグラウト33とからなるものである。グラウト33は、鋼管31の下側(支持層G2内)ではペデスタル状に拡散されており、また、このグラウト33の一部は鋼管31の外周側に回り込んで、地山Gの削孔面に定着されている。
【0015】
図4乃至図6に、基礎材20と基礎杭30との種々の結合構造が例示されるように、基礎材20における本体フランジ22の、各リブ21で四分割された領域には、それぞれ基礎杭30の鋼管31を、適当な遊びをもって挿通可能な結合用孔22aが開設されている。
【0016】
このうち、図4に示される例においては、結合部材群23は、本体フランジ22の下側に位置するように、基礎杭30における鋼管31の頭部近傍の外周に溶接等により固定される鋼製の下部フランジ231と、前記結合用孔22aから本体フランジ22の上側へ突出した前記鋼管31の頭部外周に、溶接等により固定される鋼製の上部フランジ232と、この上部フランジ232の上に配置され、複数の螺子部材233の緊結によって、前記本体フランジ22との間に上部フランジ232を挟着した状態で基礎杭30の杭頭を押さえる鋼製の支圧板234とで構成される。支圧板234の中央には螺子孔234aが開設されており、基礎杭30における異形鉄筋32の頭部が、この螺子孔234aに螺合されることによって、前記支圧板234に結合されるようになっている。
【0017】
また、図5に示される例においては、結合部材群23は、本体フランジ22の下側に位置するように、基礎杭30における鋼管31の頭部近傍の外周に溶接等により固定される鋼製の下部フランジ231と、前記結合用孔22aから本体フランジ22の上側へ突出した前記鋼管31の頭部を覆うと共に外周下面が前記本体フランジ22に当接するように配置され、溶接等により前記本体フランジ22に固定される鋼製の支圧キャップ235と、前記支圧キャップ235の上部中央に開設した鉄筋挿通孔235aに、基礎杭30における異形鉄筋32の頭部を挿通状態に結合する一対のナット236,236とで構成される。
【0018】
また、図6に示される例においては、結合部材群23は、本体フランジ22の下側に位置するように、基礎杭30における鋼管31の頭部近傍の外周に溶接等により固定される鋼製の下部フランジ231と、前記結合用孔22aから本体フランジ22の上側へ突出した前記鋼管31の頭部外周に、溶接等により固定される鋼製の上部フランジ232と、この上部フランジ232の上に配置され、複数のボルト237によって、前記本体フランジ22との間に上部フランジ232を挟着した状態で基礎杭30の杭頭を押さえる鋼製の支圧板234と、この支圧板234の中央に開設された鉄筋挿通孔234bに、基礎杭30における異形鉄筋32の頭部を挿通状態に結合する一対のナット236,236とで構成される。
【0019】
次に、上記基礎構造を採用した鉄塔を、山岳部の傾斜地に構築する場合の施工手順を、図7乃至図10を参照しながら説明する。
【0020】
まず図7に示されるように、地山Gの斜面1の切土及び足場2の構築を行う。すなわち、鉄塔の基礎が施工される地山Gの斜面1を切土して、柱脚10の傾斜角度と直交する勾配をなす切土面1aを形成し、その下側の斜面に構築した仮設足場2との間に、前記切土により発生した土材3を、前記切土面1aと連続した高さとなるように盛土する。本発明においては、図13に示される従来技術のようなフーチング103は施工しないため、前記切土面1aは比較的面積の小さなもので良い。
【0021】
次に、図8に示されるように、切土により形成した切土面1a上における、基礎の施工位置に、鉄板4を敷設する。この鉄板4は、先の図2及び図3等に示される柱脚10の軸方向投影面積、言い換えれば本体フランジ22の面積よりも面積が大きいもので、前記本体フランジ22の各結合用孔22aと対応して、各基礎杭30の鋼管31を適当な遊びをもって挿通可能な基礎杭挿通孔4aが開設されているので、基礎杭30の打設箇所を容易に決定することができる。
【0022】
次に、図9に示されるように、施工機械5によって、鉄板4の基礎杭挿通孔4aから地山G内へ向けて、前記切土面1aに対して垂直な方向、言い換えれば、前記切土面1a上に建てられる鉄塔の柱脚10の軸心と平行な方向へ、杭打ちを行う。先に説明したように、基礎杭30は比較的小径のものであるため、小型の施工機械5によって杭打ちを行うことができる。またこのため、仮設足場2や盛土の面積も小さくすることができる。
【0023】
各基礎杭30の打設作業においては、よく知られているように、まず基礎杭30の鋼管31よりも適宜大径のケーシングを用いてボーリング(ケーシング掘り)を行い、地山Gにおける支持層G2内に達する削孔を形成する。その時、前記鋼管31は、ボーリングに合わせて前記ケーシングと共に地山Gの支持層G2まで一緒に挿入される。削孔が形成されたら、前記鋼管31を地山G内に残し、ケーシングだけを引き抜く。次に異形鉄筋32を鋼管31内に挿入するが、この異形鉄筋32にはグラウト33を圧入する装置が取り付けられていて、一緒に挿入される。挿入が完了したら、この圧入装置を用い、前記削孔内にグラウト33を圧入し、これに合わせて鋼管31を所定の高さまで引き上げる。グラウト33が十分に充填されたら再度鋼管31を挿入し、同時にグラウト33も圧入する。そして、この時の加圧力によって、グラウト33が鋼管31の下側でペデスタル状に拡散される。
【0024】
基礎杭30の打設が終わったら、図10に示されるように、鉄板4の上に柱脚10を建て込む。柱脚10は、予めその下部に、結合部材群20におけるリブ21及び本体フランジ22が溶接等により一体的に接合された状態で、現場に搬入され、建て込まれる。また、基礎杭30の鋼管31の上端部には、先の図3乃至図5のように、結合部材群23の一部である下部フランジ231が予め溶接等により接合される。
【0025】
柱脚10の建て込みに際しては、その下部に接合された本体フランジ22の各結合用孔22aに、地山G上の鉄板4の基礎杭挿通孔4aから突出した各基礎杭30の杭頭を通し、これを結合部材群23によって、図3乃至図5に示されるような方法で結合する。その後は、必要に応じて、塗装や吹き付け等によって、防錆加工を施してから、土材3を切土面1a上に埋戻す。
【0026】
上記実施形態においては、基礎杭30を、柱脚10の軸心と平行に、すなわち各基礎杭30が互いに平行になるように打設したが、図11に本発明の他の実施形態として示されるように、柱脚10の軸心Oの延長線を中心として互いに等角度で開いた方向に打設することもできる。
【0027】
この場合、基礎材20の本体フランジ22は、図12の斜視図に示されるように、各リブ21で四分割された領域が、それぞれ各基礎杭30の打設方向と直交する面をなすように傾斜した状態に設けられる。これによって、柱脚10からの荷重を、各基礎杭30の軸心方向へ伝達することができる。
【0028】
なお、本発明において用いられる基礎杭30としては、基礎材20と結合可能で、所要の耐力を発揮するものであれば良い。
【0029】
【発明の効果】
本発明に係る基礎構造によれば、基礎杭が柱と平行な方向、又は柱の軸心を中心に等角度で開いた方向へ打設されることによって、構築物の荷重に対する大きな耐力が得られる。またフーチング等を構築せず、柱と基礎杭を基礎材を用いて結合するため、施工面積が小さくなり、したがって小型の施工機械でも施工可能となるので、山岳部の傾斜地等での施工も容易になり、工期の短縮及び施工コストの低減を図ることができる。
【図面の簡単な説明】
【図1】本発明の一実施形態に係る基礎構造を、その上に構築された電力用鉄塔の一部と共に概略的に示す説明図である。
【図2】上記実施形態における基礎材の概略構成を示す斜視図である。
【図3】上記実施形態における基礎杭の概略構成を示す断面図である。
【図4】上記実施形態における基礎材と基礎杭との結合構造の一例を示す要部断面図である。
【図5】上記実施形態における基礎材と基礎杭との結合構造の他の例を示す要部断面図である。
【図6】上記実施形態における基礎材と基礎杭との結合構造の他の例を示す要部断面図である。
【図7】上記実施形態に係る基礎構造を採用した構築物の施工において、切土及び足場構築状態を概略的に示す説明図である。
【図8】上記実施形態に係る基礎構造を採用した構築物の施工において、切土面に鉄板を敷設した状態を示す説明図である。
【図9】上記実施形態に係る基礎構造を採用した構築物の施工において、杭打ち作業を示す説明図である。
【図10】上記実施形態に係る基礎構造を採用した構築物の施工において、基礎杭の杭頭と柱脚との結合状態を概略的に示す説明図である。
【図11】本発明の他の実施形態における基礎材の概略構成を示す斜視図である。
【図12】本発明の他の実施形態に係る基礎構造を、その上に構築された電力用鉄塔の一部と共に概略的に示す説明図である。
【図13】従来技術による基礎構造を示す説明図である。
【符号の説明】
10 柱脚
20 基礎材
21 リブ
22 本体フランジ
23 結合部材群
30 基礎杭
[0001]
BACKGROUND OF THE INVENTION
TECHNICAL FIELD The present invention relates to a foundation structure for supporting various structures such as a steel tower that supports an overhead transmission line.
[0002]
[Prior art]
As a foundation structure for supporting a pillar base such as a steel tower on a natural ground, a foundation pile such as that shown in FIG. 13 is conventionally known. First, a foundation structure 100A shown in FIG. 1 (A) includes a foundation pile 102 made of a steel pile or cast-in-place concrete pile placed on a natural ground G, and a footing made of concrete combined with the pile head 102a. The column base 101 is constructed on the footing 103. One or a plurality of foundation piles 102 are usually placed vertically per footing 103.
[0003]
In addition, the foundation structure 100B shown in FIG. 13B is constructed by vertically constructing a foundation pile 102 made of a large-diameter cast-in-place concrete pile on the natural ground G and embedding the lower end portion of the column base 101 in the pile head. Are combined. The foundation pile 102 is placed in a vertical frame portion 102b formed of reinforced concrete and a steel pipe 102c extending from the head so as to be exposed on the natural ground G, and reinforces and protects the lower portion of the column base 101. It consists of column part 102d.
[0004]
[Problems to be solved by the invention]
By the way, in recent years, for example, in the case of a transmission tower, in order to compensate for an increase in the amount of slack in the transmission line due to an increase in the weight of the transmission line accompanying an increase in power demand, it is necessary to increase the support height of the transmission line. For this reason, the height of the steel tower tends to increase. As a result, the weight of the steel tower increases, and it is required to improve the supporting force of the foundation structure that supports the tower. However, according to the prior art shown in FIG. 13 above, it is necessary to increase the area of the footing 103 or increase the diameter of the foundation pile 102 in order to improve the supporting force of the foundation structure. In addition to the high construction cost, there was a problem that land with a large area had to be secured.
[0005]
Also, since large construction machines are required to construct large-diameter foundation piles, for example, in the case of steel towers built on mountain slopes, the cutting area for securing the construction machinery can be increased. The temporary construction of the scaffolding has also become a major issue, and construction difficulties and construction costs have increased.
[0006]
The present invention has been made in view of the above-described problems, and a main technical problem thereof is to provide a foundation structure that has a large proof strength against a load of a structure and that can be easily constructed.
[0007]
[Means for Solving the Problems]
As means for effectively solving the above technical problem, the foundation of the structure according to the present invention is laid on the bottom of the foundation material integrally provided at the bottom of the pillar of the structure , An iron plate having a larger area than the axial projection area of the base material and a pile head were joined to the base material, and were placed in the direction parallel to the pillars to the ground through a base pile insertion hole established in the iron plate One or a plurality of foundation piles or pile heads are connected to the foundation material, and are driven to the ground via the foundation pile insertion holes in a direction opened at an equal angle around the extension line of the axis of the column. And a plurality of foundation piles. In other words, by placing the foundation pile in the direction parallel to the column or in the direction opened at an equal angle around the axis of the column, only the axial force of the load of the structure is supported, and footing etc. Since it is not constructed, the construction becomes easy and the construction area can be reduced.
[0008]
In the present invention, the foundation material is provided in advance integrally with a lower portion of the column and extends in the axial direction of the column, and is previously provided integrally with the lower portion of the column and the rib and the axis of the column. It can be set as the structure which consists of a main body flange which makes a surface orthogonal to, and a coupling member group which couple | bonds the pile head of a foundation pile with the said main body flange.
[0009]
Further, the construction method of the foundation of the structure according to the present invention includes a step of integrally providing a foundation material provided with a coupling means with a pile head at a lower part of the column, and an axial direction of the foundation material at a planned construction position on the ground. A step of laying a steel plate having a foundation pile insertion hole having a larger area than the projected area , and an axis of the pillar from the planned construction position of the column on the ground into the ground through the foundation pile insertion hole of the iron plate A step of placing a plurality of foundation piles in a direction parallel to the center or a direction opened at an equal angle around the planned angle of building the pillar, and building the column at a planned construction position on the ground, It comprises the step of coupling the foundation material provided integrally therewith to the pile head of the foundation pile protruding from the foundation pile insertion hole of the iron plate via the coupling means .
[0010]
DETAILED DESCRIPTION OF THE INVENTION
Next, a preferred embodiment of the foundation of the structure according to the present invention will be described with reference to FIGS. First, FIG. 1 schematically shows the basic structure of the present invention together with a part of a power tower constructed thereon. Reference numeral 10 in the figure is a tower base of the tower, and 20 is this pillar base 10. The foundation material which consists of steel materials etc. which were joined to the lower end of No. 1 and 30 is a foundation pile which pile head 30a was combined with the foundation material 20, and was laid in the direction parallel to the column base 10 to the natural ground G. .
[0011]
The base material 20 is a steel plate integrally joined to the lower outer periphery of the column base 10 in a feather shape by welding at a predetermined interval in the circumferential direction (90 ° interval in the illustrated example) so as to form a planar shape passing through the axis. A plurality of ribs 21, a square body flange 22 made of a steel plate integrally joined to the lower outer periphery of the column base 10 by welding so as to form a plane perpendicular to the axis thereof, and the ribs 21. The coupling member group 23 provided in the said main body flange 22 is provided in the area | region divided into four. Each rib 21 has a lower end that reaches the lower end position of the column base 10 and is joined to the main body flange 22 at right angles. Moreover, these members which comprise the base material 20 are rust-prevented by plating or painting or spraying after construction.
[0012]
The foundation material 20 is for connecting the lower part of the column base 10 and the pile head of the foundation pile 30 and for transmitting the load of the steel tower from the column base 10 to the natural ground G and the foundation pile 30. . Further, the column base 10 of the steel tower is built so as to make a predetermined inclination angle with respect to the horizontal plane, but the foundation pile 30 is placed so as to be parallel to the column base 10. It becomes the structure where the bending stress by the load of a steel tower is hard to act between the foundation pile 30 and the foundation pile 30, and the outstanding proof stress with respect to a load is obtained.
[0013]
Further, as shown in FIG. 10 described later, an iron plate 4 having a larger area than that of the main body flange 22 can be laid on the lower surface of the base material 20 so that a larger load can be supported.
[0014]
On the other hand, as the foundation pile 30, a relatively small diameter (for example, 300 mm or less) having a known structure and a high proof stress is preferably used. That is, as shown in FIG. 3, the foundation pile 30 is inserted to the lower end depth of the soft layer G <b> 1 in the natural ground G, and the head is inserted into the main body flange 22 of the foundation material 20 via the coupling member group 23. The steel pipe 31 and the inner periphery of the steel pipe 31 are inserted, the lower end reaches into the solid support layer G2 below the soft layer G1, and the head is connected to the main body flange 22 respectively. 23, a deformed rebar 32 as a core material connected through 23, and a grout 33 as a solidified material filled between the steel pipe 31 and the natural ground G and the deformed rebar 32. The grout 33 is diffused in the form of a pedestal on the lower side of the steel pipe 31 (in the support layer G2), and a part of the grout 33 wraps around the outer peripheral side of the steel pipe 31 to form the drilling surface of the natural ground G Has been established.
[0015]
As shown in FIG. 4 to FIG. 6, various coupling structures of the base material 20 and the foundation pile 30 are illustrated, and the base flange 20 of the base material 20 is divided into four areas by the ribs 21. A coupling hole 22a through which the steel pipe 31 of the pile 30 can be inserted with appropriate play is provided.
[0016]
Among these, in the example shown in FIG. 4, the coupling member group 23 is steel that is fixed to the outer periphery in the vicinity of the head of the steel pipe 31 in the foundation pile 30 by welding or the like so as to be positioned below the main body flange 22. A lower flange 231 made of steel, an upper flange 232 made of steel fixed by welding or the like to the outer periphery of the head of the steel pipe 31 protruding from the coupling hole 22a to the upper side of the main body flange 22, and an upper portion of the upper flange 232 And a steel bearing plate 234 that holds the pile head of the foundation pile 30 with the upper flange 232 sandwiched between the main body flange 22 and the plurality of screw members 233. A screw hole 234a is formed at the center of the support plate 234, and the head of the deformed reinforcing bar 32 in the foundation pile 30 is screwed into the screw hole 234a so that it is coupled to the support plate 234. It has become.
[0017]
Further, in the example shown in FIG. 5, the coupling member group 23 is made of steel fixed by welding or the like to the outer periphery in the vicinity of the head portion of the steel pipe 31 in the foundation pile 30 so as to be positioned below the main body flange 22. The lower flange 231 and the head of the steel pipe 31 protruding from the coupling hole 22a to the upper side of the main body flange 22 are disposed so that the outer peripheral lower surface is in contact with the main body flange 22, and the main body flange is welded or the like. A pair of nuts that join the head of the deformed reinforcing bar 32 in the foundation pile 30 to the inserted state into a steel supporting cap 235 fixed to the steel 22 and a reinforcing bar insertion hole 235a opened at the upper center of the supporting cap 235. 236, 236.
[0018]
Further, in the example shown in FIG. 6, the coupling member group 23 is made of steel that is fixed to the outer periphery in the vicinity of the head portion of the steel pipe 31 in the foundation pile 30 by welding or the like so as to be positioned below the main body flange 22. A lower flange 231, a steel upper flange 232 fixed by welding or the like to the outer periphery of the head of the steel pipe 31 protruding from the coupling hole 22 a to the upper side of the main body flange 22, and on the upper flange 232 A steel bearing plate 234 that presses the pile head of the foundation pile 30 with the upper flange 232 sandwiched between the main body flange 22 by a plurality of bolts 237, and is opened at the center of the bearing plate 234 The rebar insertion hole 234b is composed of a pair of nuts 236 and 236 for coupling the head of the deformed rebar 32 in the foundation pile 30 in an inserted state.
[0019]
Next, the construction procedure in the case of constructing the steel tower that employs the above-mentioned foundation structure on a sloped area in a mountainous area will be described with reference to FIGS.
[0020]
First, as shown in FIG. 7, the cut of the slope 1 of the natural ground G and the construction of the scaffold 2 are performed. That is, the slope 1 of the natural ground G on which the foundation of the steel tower is constructed is cut to form a cut surface 1a having a slope perpendicular to the inclination angle of the column base 10, and the temporary construction constructed on the lower slope thereof The earth material 3 generated by the cut is filled with the scaffold 2 so as to have a height continuous with the cut surface 1a. In the present invention, since the footing 103 as in the prior art shown in FIG. 13 is not constructed, the cut surface 1a may have a relatively small area.
[0021]
Next, as shown in FIG. 8, the iron plate 4 is laid at the foundation construction position on the cut surface 1 a formed by cutting. This iron plate 4 has a larger area than the axial projection area of the column base 10 shown in FIGS. 2 and 3, in other words, the area of the main body flange 22, and each coupling hole 22 a of the main body flange 22. Correspondingly, since the foundation pile insertion hole 4a through which the steel pipe 31 of each foundation pile 30 can be inserted with appropriate play is opened, the placement location of the foundation pile 30 can be easily determined.
[0022]
Next, as shown in FIG. 9, by the construction machine 5, the direction perpendicular to the cut surface 1 a toward the ground pile G from the foundation pile insertion hole 4 a of the iron plate 4, in other words, the cutting Pile driving is performed in a direction parallel to the axis of the column base 10 of the steel tower built on the soil surface 1a. As described above, since the foundation pile 30 has a relatively small diameter, the pile can be driven by the small construction machine 5. For this reason, the area of the temporary scaffold 2 and embankment can also be made small.
[0023]
In the placing work of each foundation pile 30, as is well known, first, boring (casing digging) is performed using a casing having a diameter larger than the steel pipe 31 of the foundation pile 30, and the support layer in the natural ground G A drilling hole reaching G2 is formed. At that time, the steel pipe 31 is inserted together with the casing to the support layer G2 of the natural ground G in accordance with the boring. When the hole is formed, the steel pipe 31 is left in the ground G and only the casing is pulled out. Next, the deformed rebar 32 is inserted into the steel pipe 31, and a device for press-fitting the grout 33 is attached to the deformed rebar 32 and is inserted together. When the insertion is completed, using this press-fitting device, the grout 33 is press-fitted into the drilling hole, and the steel pipe 31 is pulled up to a predetermined height accordingly. When the grout 33 is sufficiently filled, the steel pipe 31 is inserted again, and the grout 33 is also press-fitted at the same time. The grout 33 is diffused in a pedestal shape below the steel pipe 31 by the applied pressure at this time.
[0024]
When the foundation pile 30 has been driven, the column base 10 is built on the iron plate 4 as shown in FIG. The column base 10 is carried into the site and built in advance in a state where the rib 21 and the main body flange 22 in the coupling member group 20 are integrally joined to each other by welding or the like. Moreover, the lower flange 231 which is a part of the coupling member group 23 is joined to the upper end of the steel pipe 31 of the foundation pile 30 by welding or the like in advance as shown in FIGS.
[0025]
When the column base 10 is built, the pile heads of the foundation piles 30 protruding from the foundation pile insertion holes 4a of the steel plate 4 on the natural ground G are inserted into the coupling holes 22a of the main body flange 22 joined to the lower part thereof. This is coupled by the coupling member group 23 in the manner shown in FIGS. 3 to 5. Thereafter, if necessary, after applying a rust prevention process by painting or spraying, the earth material 3 is buried on the cut surface 1a.
[0026]
In the embodiment described above, the foundation pile 30 is driven in parallel with the axis of the column base 10, that is, the foundation piles 30 are parallel to each other. However, FIG. 11 shows another embodiment of the present invention. As described above, it is also possible to drive them in directions that are opened at equal angles around the extension line of the axis O of the column base 10.
[0027]
In this case, as shown in the perspective view of FIG. 12, the main body flange 22 of the foundation material 20 is such that the region divided by the ribs 21 forms a surface orthogonal to the placement direction of each foundation pile 30. It is provided in an inclined state. Thereby, the load from the column base 10 can be transmitted to the axial direction of each foundation pile 30.
[0028]
In addition, as the foundation pile 30 used in this invention, what can be couple | bonded with the foundation material 20 and exhibits required proof stress should just be.
[0029]
【The invention's effect】
According to the foundation structure according to the present invention, the foundation pile is driven in a direction parallel to the column, or in a direction opened at an equal angle around the axis of the column, thereby obtaining a high yield strength against the load of the structure. . In addition, since the footing and foundation piles are connected using foundation materials without constructing footings, the construction area is reduced, so it is possible to construct with small construction machines, so construction on mountainous slopes is easy. Therefore, the construction period can be shortened and the construction cost can be reduced.
[Brief description of the drawings]
FIG. 1 is an explanatory view schematically showing a foundation structure according to an embodiment of the present invention, together with a part of a power tower constructed thereon.
FIG. 2 is a perspective view showing a schematic configuration of a base material in the embodiment.
FIG. 3 is a cross-sectional view showing a schematic configuration of a foundation pile in the embodiment.
FIG. 4 is a cross-sectional view of an essential part showing an example of a connection structure between a foundation material and a foundation pile in the embodiment.
FIG. 5 is a cross-sectional view of an essential part showing another example of a connecting structure of a foundation material and a foundation pile in the embodiment.
FIG. 6 is a cross-sectional view of an essential part showing another example of a connecting structure of a foundation material and a foundation pile in the embodiment.
FIG. 7 is an explanatory diagram schematically showing a cut and scaffold construction state in the construction of a structure that employs the foundation structure according to the embodiment.
FIG. 8 is an explanatory diagram showing a state in which an iron plate is laid on a cut surface in the construction of a structure that employs the foundation structure according to the embodiment.
FIG. 9 is an explanatory view showing a pile driving operation in the construction of a structure employing the foundation structure according to the embodiment.
FIG. 10 is an explanatory diagram schematically showing a coupling state between a pile head of a foundation pile and a column base in the construction of a structure adopting the foundation structure according to the embodiment.
FIG. 11 is a perspective view showing a schematic configuration of a base material according to another embodiment of the present invention.
FIG. 12 is an explanatory diagram schematically showing a foundation structure according to another embodiment of the present invention, together with a part of a power tower constructed thereon.
FIG. 13 is an explanatory view showing a basic structure according to the prior art.
[Explanation of symbols]
10 column base 20 foundation material 21 rib 22 main body flange 23 coupling member group 30 foundation pile

Claims (4)

構築物の柱の下部に一体的に設けられた基礎材と、
前記基礎材の下面に敷設され、この基礎材の軸方向投影面積より面積の大きな鉄板と、
杭頭が前記基礎材に結合され、前記鉄板に開設された基礎杭挿通孔を介して地盤へ前記柱と平行な方向に打設された一本乃至複数本の基礎杭と、
からなることを特徴とする構築物の基礎。
A base material integrally provided at the bottom of the pillar of the structure;
An iron plate that is laid on the lower surface of the foundation material and has a larger area than the axial projection area of the foundation material;
A pile head is coupled to the foundation material, and one or a plurality of foundation piles driven in a direction parallel to the column to the ground through a foundation pile insertion hole established in the iron plate ,
The foundation of a structure characterized by consisting of
構築物の柱の下部に一体的に設けられた基礎材と、
前記基礎材の下面に敷設され、この基礎材の軸方向投影面積より面積の大きな鉄板と、
杭頭が前記基礎材に結合され、前記鉄板に開設された基礎杭挿通孔を介して地盤へ前記柱の軸心の延長線を中心として等角度で開いた方向に打設された複数本の基礎杭と、
からなることを特徴とする構築物の基礎。
A base material integrally provided at the bottom of the pillar of the structure;
An iron plate that is laid on the lower surface of the foundation material and has a larger area than the axial projection area of the foundation material;
A plurality of pile heads are connected to the foundation material, and are driven to the ground through the foundation pile insertion holes established in the iron plate in a direction opened at an equal angle around the extension line of the axis of the column. Foundation piles,
The foundation of a structure characterized by consisting of
基礎材が、
予め柱の下部に一体的に設けられ前記柱の軸心方向に延びる複数のリブと、
予め前記柱の下部及び前記リブに一体的に設けられ前記柱の軸心と直交する面をなす本体フランジと、
基礎杭の杭頭を前記本体フランジに結合する結合部材群と、
からなることを特徴とする請求項1又は2に記載の構築物の基礎。
The basic material is
A plurality of ribs integrally provided in advance in the lower part of the pillar and extending in the axial direction of the pillar;
A main body flange which is provided integrally with the lower portion of the column and the rib in advance and forms a surface perpendicular to the axis of the column;
A coupling member group for coupling the pile head of the foundation pile to the main body flange;
The foundation of the construct according to claim 1 or 2, characterized in that it consists of:
杭頭との結合手段を備える基礎材を柱の下部に一体的に設ける工程と、
地盤上における施工予定位置に、前記基礎材の軸方向投影面積より面積が大きく基礎杭挿通孔が開設された鉄板を敷設する工程と、
地盤上における前記柱の施工予定位置から、前記鉄板の基礎杭挿通孔を介して前記地盤内へ前記柱の軸心と平行な方向又は前記柱の建て込み予定角度を中心として等角度で開いた方向へ、複数の基礎杭を打設する工程と、
前記地盤上の施工予定位置に前記柱を建て込むと共に、その下部に一体的に設けられた前記基礎材を、前記鉄板の基礎杭挿通孔から突出した前記基礎杭の杭頭に前記結合手段を介して結合する工程と、
からなることを特徴とする構築物の基礎の施工方法。
A step of integrally providing a base material provided with a coupling means with a pile head at the bottom of the pillar;
Laying an iron plate having an area larger than the axial projection area of the foundation material and having a foundation pile insertion hole opened at a planned construction position on the ground; and
From the planned construction position of the pillar on the ground, it opened at an equal angle around the direction parallel to the axis of the pillar or the planned construction angle of the pillar into the ground via the foundation pile insertion hole of the iron plate A process of placing a plurality of foundation piles in the direction;
The pillar is built at a planned construction position on the ground, and the base member integrally provided at the lower portion thereof is connected to the pile head of the foundation pile protruding from the foundation pile insertion hole of the iron plate. A step of joining through ,
The construction method of the foundation of the structure characterized by consisting of.
JP2000075277A 2000-03-17 2000-03-17 Foundation of construction and construction method Expired - Fee Related JP4473400B2 (en)

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