JP2005009210A - Reinforced structure of masonry wall and its reinforcing method - Google Patents

Reinforced structure of masonry wall and its reinforcing method Download PDF

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JP2005009210A
JP2005009210A JP2003175820A JP2003175820A JP2005009210A JP 2005009210 A JP2005009210 A JP 2005009210A JP 2003175820 A JP2003175820 A JP 2003175820A JP 2003175820 A JP2003175820 A JP 2003175820A JP 2005009210 A JP2005009210 A JP 2005009210A
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Japan
Prior art keywords
masonry wall
masonry
concrete board
wall
holding plate
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JP2003175820A
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Japanese (ja)
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JP4190360B2 (en
Inventor
Tomoyasu Sugiyama
友康 杉山
Naoyuki Ota
直之 太田
Takashi Muraishi
尚 村石
Katsuya Okada
勝也 岡田
Makoto Toriihara
誠 鳥井原
Akira Yamamoto
山本  彰
Yuki Yamada
祐樹 山田
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Obayashi Corp
Railway Technical Research Institute
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Obayashi Corp
Railway Technical Research Institute
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a reinforced structure of a masonry wall capable of carrying out effective reinforcement for the whole stone masonry without being required for any working space on the front side. <P>SOLUTION: The reinforced structure is applied to the masonry wall 16 piling up in the vertical direction so as to adjoin masonry blocks 14 to one another by making a backing cobble stone layer 12 intervene in the front of an inclined bedrock 10 as a cut section, and it includes an upper part and leg concrete boards 18 and 20, a pair of holding plates 22, a plurality of stay piles 24 and a footing pile 26 and a screen material 28. The concrete board 18 is located on the lower end side of the masonry wall 16 and extended in the longitudinal direction. Each holding plate 22 is extended in the vertical direction of the masonry wall 16, and both up and down ends are fixed to the concrete board 18 and the concrete board 20, respectively. The stay pile 24 is driven in the bedrock 10 on the back side of the backing cobble stone layer 12. The footing pile 26 is driven in the bedrock 10 on the front side of the masonry wall 16. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

【0001】
【発明の属する技術分野】
この発明は、複数の石積ブロックを相互に隣接するようにして積み重ねた石積壁の補強構造および補強工法に関するものである。
【0002】
【従来の技術】
重力式擁壁の一種として、間知石などの石積ブロックを積み重ねた石積壁が知られており、この種の石積壁の耐震補強対策としては、例えば、非特許文献1に記載されているように以下に示す6つの方法が、従来採用されていた。
▲1▼.間知石の目地部分にモルタルを充填する方法
▲2▼.石積壁の前面にコンクリート擁壁を施工する方法
▲3▼.石積壁の前面に格子枠工を設置する方法
▲4▼.石積壁の前面から鉄筋などの地山補強材を打設する方法、この方法では、補強材を背面地山に深く打設するため、補強材の長さは、2m以上とする必要がある。
▲5▼.石積壁の前面からグラウンドアンカーを打設する方法
▲6▼.石積壁の背面に抑止杭を打設する方法
しかしながら、このような従来の石積壁の補強方法には、以下に説明する課題があった。
【0003】
【非特許文献1】
宅地擁壁の耐震補強・補修の技術について、「基礎工」Vol.29、No.4、pp21−27、2001.
【0004】
【発明が解決しようとする課題】
すなわち、▲1▼方法では、間知石が相互に充分連結されないので、裏込め土の流失防止としては効果的であるが、石積壁全体の安定性に対する効果が期待できない。
【0005】
▲2▼方法では、石積壁の安定性を向上させる効果があるが、裏込め栗石の沈下に伴う石積壁の転倒に対する効果が低く、施工費用も高い。▲3▼方法は、裏込め栗石の沈下に伴う石積壁の転倒に対する効果が低く、石積ブロックの抜け出しの可能性がある。
【0006】
▲4▼方法は、打設機械が大型化し、前面に既設構造物などがある場合には、作業スペースが十分確保することができない場合には、採用することができない。▲5▼,▲6▼方法は、▲4▼方法よりもさらに打設機械が大規模になり、前面側の作業スペースもより大きなものが必要になり、工期がかかり、工費もより一層高くなる。
【0007】
以上の課題を要約すると、従来の石積壁の補強方法では、工費が比較的廉価であれば、石積全体の安定性に対する効果が低く、補強対策として効果的な方法は、工費が非常に高く、前面側に作業スペースを必要とし、しかも、大規模な施工機械が必要になるという問題があった。
【0008】
本発明は、このような従来の問題点に鑑みてなされたものであって、その目的とするところは、石積全体に対する効果的な補強が、前面側に殆ど作業スペースを必要とすることなく行える石積壁の補強構造および補強工法を提供することにある。
【0009】
【課題を解決するための手段】
上記目的を達成するために、本発明は、傾斜地山の前面に、裏込め栗石層を介在させて、複数の石積ブロックを相互に隣接するようにして積み上げた石積壁の補強構造において、前記石積壁の上下端に構築され、前記石積壁の左右方向に延設される上部および脚部コンクリート盤と、上下端が前記上部コンクリート盤と前記脚部コンクリート盤にそれぞれ固定され、前記石積壁の上下方向に延設される抑え板と、前記上部コンクリート盤に頭部が定着され、下端が前記傾斜地山の所定深度に到達するように垂設された複数の控え杭と、前記脚部コンクリート盤に頭部が定着され、下端が前記傾斜地山の所定深度に到達するように垂設された複数の基礎杭とを設けた。
【0010】
このように構成した石積壁の補強構造によれば、上部および脚部コンクリート盤,抑え板,控え杭,基礎杭とが、全て連結された構造になっているので、構造力学的には、側面から見た形態において、全体が変形ラーメン構造として機能し、これにより耐震補強性能が向上する。
【0011】
前記石積ブロックの前面には、前記抑え板で固定される網材を覆設することができる。
【0012】
前記抑え板は、その上端側に装着されるアンカーボルトにより前記上部コンクリート盤に固定することができる。
前記アンカーボルトは、前記控え杭の頭部に連結することができる。
前記石積壁は、既設のものであって、前記補強構造を5〜10mのピッチで設置することができる。
【0013】
また、本発明は、傾斜地山の前面に、裏込め栗石層を介在させて、複数の石積ブロックを相互に隣接するようにして積み上げた石積壁の補強工法において、前記石積壁の上,下端側の地山中に、前記石積壁の左右方向に沿って、所定の間隔を隔てて複数の控え杭および基礎杭を打設する工程と、前記石積壁の前面側に沿って、上下方向に延びる一対の抑え板を、前記石積壁の左右方向に所定の間隔を隔てて設置する工程と、前記基礎杭の頭部と、前記抑え板の下端側とを埋設するようにして、前記石積壁の下端前面に沿って脚部コンクリート盤を形成する工程と、前記控え杭の頭部と、前記抑え板の上端側に設けられたアンカーボルトとを埋設するようにして上部コンクリート盤を形成する工程とを含んでいる。
【0014】
このように構成した石積壁の補強方法によれば、全ての工程が石積壁の上部側から行えるので、石積壁の前面側に作業スペースがなくても施工することができる。
【0015】
前記石積壁の補強方法においては、前記抑え板を設置する前に、前記石積ブロックの前面に網材を覆設することができる。
【0016】
【発明の実施の形態】
以下、本発明の好適な実施の形態について、添付図面に基づいて詳細に説明する。図1から図6は、本発明にかかる石積壁の補強構造および補強工法の一実施例を示している。
【0017】
同図に示した補強構造は、切土部となっている傾斜地山10の前面に、裏込め栗石層12を介在させて、複数の間知石などの石積ブロック14を相互に隣接するようにして、上下方向に積上げた石積壁16に適用される。
【0018】
石積壁16の下端には、基礎コンクリート盤17が構築されている。裏込め栗石層12は、所定粒径の多数の栗石を所定厚みに積層したものである。
【0019】
石積ブロック14は、ほぼ正方形状の前面を備え、控え長さがほぼ同じになるように揃えられ、かつ、鉛直断面が概略台形状になるように形成されている。このような石積ブロック14は、前面側からみて、外周の端面が左右および上下方向に隣接する部分で、相互に当接するようにして、基礎コンクリート盤17上に一段毎に設置されて、多段状に積み上げられて所定高さの石積壁16が構築されている。
【0020】
このような石積壁16は、石積ブロック14同士が相互に当接しているものの、各石積ブロック14が個別に独立して動くことができるので、柔軟性を有しているものの、反面、相互に拘束ないしは一体化されていないので、地震時には、個々の石積ブロック14が慣性力によって、前面にはらみ出して、場合によっては崩壊する。
【0021】
また、このような構造の石積壁16は、振動実験の結果、加振に伴って、石積壁の16の裏込め栗石層12が沈下し、石積壁16が前面にはらみ出したり、あるいは、頭部の前倒れ現象が生じ、不安定化することが知られている。
【0022】
そこで、本実施例では、石積壁16の拘束,一体化を図り、裏込め栗石層12の沈下を防止する補強構造を案出した。この補強構造は、上部および脚部コンクリート盤18,20と、一対の抑え板22と、複数の控え杭24および基礎杭26,網材28とを備えている。
【0023】
上部コンクリート盤18は、石積壁16の上端側にあって、コンクリートの現場打設により構築され、石積壁16の左右方向に延設され、所定の厚みと幅とを備えている。
【0024】
脚部コンクリート盤20は、石積壁16の下端側にあって、コンクリートの現場打設により構築され、石積壁16の左右方向に延設され、上部コンクリート盤18と同じ長さを有し、所定の厚みと幅とを備えている。
【0025】
抑え板22は、板状のプレキャストコンクリート板などで構成され、石積ブロック14の前面に沿って、石積壁16の上下方向に延設されて、上下端が上部コンクリート盤18と脚部コンクリート盤20にそれぞれ固定されている。
【0026】
一対の抑え板22は、石積壁16の左右方向に沿って、所定の間隔を隔てて配置されている。控え杭24は、コンクリート製などの既製杭から構成され、裏込め栗石層12の背面側の地山10中に打設されている。
【0027】
本実施例の場合、控え杭24は、石積壁16の左右方向に沿って、所定の間隔を隔てて配置され、この設置間隔は、抑え板22の間隔と同じ間隔になっている。また、各控え杭24は、その下端が石積壁16の下端に設けられている基礎コンクリート盤17よりも以深になり、頭部が上部コンクリート盤18中に埋設定着するように垂直状態に打設されている。
【0028】
基礎杭26は、コンクリート製などの既製杭から構成され、石積壁16の前面側の地山10中に打設されている。基礎杭26は、石積壁16の左右方向に沿って、所定の間隔を隔てて配置され、この設置間隔は、抑え板22および控え杭24の間隔と同じ間隔になっている。
【0029】
また、各基礎杭26は、頭部が脚部コンクリート盤20中に埋設定着するように垂直状態に打設されている。網材28は、金網やジオグリットなどで構成され、石積壁16の石積ブロック14の前面を覆うようにして、抑え板22より固定設置され、石積ブロック14の前面側への抜け落ちを防止している。
【0030】
本実施例の場合、一対の抑え板22は、上端側が、前面側から装着されるアンカーボルト30によって、上部コンクリート盤18中に埋設固定されるとともに、控え杭24とも連結されている。
【0031】
このアンカーボルト30は、両端にねじ部が刻設されていて、一端側が控え杭24の頭部に固定された連結金具32と結合され、他端側は、抑え板22に設けられた貫通孔内に挿通させて、ナットの螺着により、抑え板22の上面に固定されている。
【0032】
このアンカーボルト30は、上部コンクリート盤18で、控え杭24と抑え板22とを連結するので、必ずしも必要としないが、これを設けると、控え杭24と抑え板24との結合が強化される。
【0033】
なお、上記実施例の補強構造は、既設ないしは新設石積壁の双方に適用することができる。この場合、本実施例の補強構造は、5〜10mのピッチで設置することができる。
【0034】
以上のように構成した石積壁の補強構造によれば、控え杭24の頭部と基礎杭26の頭部が、上部および脚部コンクリート盤18,20,抑え板22を介して連結した形態となり、上部および脚部コンクリート盤18,20,抑え板22,控え杭24,基礎杭26とが、全て連結された構造になっているので、構造力学的には、図3に示すように、側面から見た形態において、全体が変形ラーメン構造として機能し、これにより耐震補強性能が向上する。
【0035】
次に、本発明にかかる石積壁の補強工法について説明する。傾斜地山10の前面に、裏込め栗石層12を介在させて、複数の石積ブロック14を相互に隣接するようにして積み上げた石積壁16の補強を行う際には、まず、図4に示すように、石積壁16の上,下端側の地山10中に、複数の控え杭24と基礎杭26とが打設される。
【0036】
控え杭24および基礎杭26は、例えば、既製の鋼管杭などが用いられ、各杭24,26は、石積壁16の上部側から打設される。この際に、控え杭24は、石積壁16の左右方向に沿って、裏込め栗石層12の背面側の地山10中に、所定の間隔を隔てて複数が打設される。
【0037】
また、各控え杭24は、その下端が石積壁16の下端に設けられている基礎コンクリート盤17よりも以深になり、頭部が地盤面よりも上方に突出するようにして、垂直状態に打設される。
【0038】
一方、基礎杭26は、石積壁16の前面側の地山10中に打設され、石積壁16の左右方向に沿って、所定の間隔を隔てて配置される。この場合の設置間隔は、控え杭24の間隔と同じ間隔になっており、各基礎杭26の頭部も地盤面から上方に突出するようにして、垂直状態に打設される。
【0039】
控え杭24と基礎杭26の打設が終了すると、次に、図5に示すように、抑え板22の設置が行われる。抑え板22は、プレキャストコンクリート板などで構成されて、所定の長さを備えた板材であって、予め準備される。
【0040】
本実施例の場合、抑え板22は、同じ構成のものが一対用いられる。一対の抑え板22は、石積壁16の前面側に沿って、上下方向に延び、かつ、石積壁16の左右方向に所定の間隔を隔てて設置される。このときの設置間隔は、控え杭24および基礎杭26の間隔と同じ間隔になっている。
【0041】
なお、本実施例の場合には、この抑え板22を設置する前に、石積壁16の石積ブロック14の前面には、網材28がこれを覆うようにして設置され、設置された網材28を抑え板22で固定する。この場合に用いられる網材28は、例えば、所定メッシュの金網や、ジオグリッドである。
【0042】
抑え板22の設置が終了すると、各抑え板22上端側にアンカーボルト30が設置される。アンカーボルト30は、両端にねじが刻設されたものであって、抑え板22の上端側に設けられた貫通孔内に挿通され、先端側が控え杭24の頭部に装着された連結金具32内に挿入されて、ナットを螺着することで、これに固定される。
【0043】
次に、図6に示すように、基礎杭26の頭部と抑え板22の下端側とを、埋設するようにして、脚部コンクリート盤20が現場打設により形成される。この場合、脚部コンクリート盤20は、石積壁16の下端前面に沿って、所定の幅を有し、石積壁16の左右方向に沿って延設される。
【0044】
また、これと同時若しくは合い前後して、控え杭24の頭部と、抑え板22の上端側に設けられたアンカーボルト30とを埋設するようにして上部コンクリート盤18が、現場打設により形成される。上部コンクリート盤18は、石積壁16の左右方向に延設され、所定の幅と厚みとを備えている。上部および脚部コンクリート盤18,20が形成されると、石積壁16の補強が完了する。
【0045】
以上のように構成した石積壁の補強工法によれば、全ての工程が石積壁16の上部側から行えるので、石積壁16の前面側に作業スペースがなくても施工することができる。
【0046】
この場合、補強対象の石積壁16が、例えば、営業が行われている鉄道線路の側面に設けられた既設のものであるときには、営業終了後の夜間工事に限らず、常時施工が可能なので、工費,工期の改善効果が大きい。
【0047】
【発明の効果】
以上、実施例に基づいて詳細に説明したように、本発明にかかる石積壁の補強構造および補強工法によれば、石積全体に対する効果的な補強が、前面側に殆ど作業スペースを必要とすることなく行える。
【図面の簡単な説明】
【図1】本発明にかかる石積壁の補強構造の一実施例を示す斜視図である。
【図2】図1の側方断面図である。
【図3】図1に示した補強構造の力学的構造の説明図である。
【図4】本発明にかかる石積壁の補強工法の初期工程の断面図である。
【図5】図4に引き続いて行われる工程の断面図である。
【図6】図5に引き続いて行われる工程の断面図である。
【符号の説明】
10 傾斜地山
12 裏込め栗石層
14 石積ブロック
16 石積壁
18 上部コンクリート盤
20 脚部コンクリート盤
22 抑え板
24 控え杭
26 基礎杭
[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a masonry wall reinforcing structure and a reinforcing construction method in which a plurality of masonry blocks are stacked adjacent to each other.
[0002]
[Prior art]
As a kind of gravity type retaining wall, a stone masonry wall in which masonry blocks such as machinite are stacked is known, and as a seismic reinforcement measure for this type of masonry wall, for example, it is described in Non-Patent Document 1 The following six methods have been conventionally employed.
(1). Method of filling mortar into joint part of machinite (2). Construction method of concrete retaining wall in front of masonry wall (3). How to install a lattice frame in front of the masonry wall (4). In this method, in which a reinforcing material such as a reinforcing bar is driven from the front of the masonry wall, the reinforcing material needs to be 2 m or longer in order to drive the reinforcing material deeply into the back ground.
(5). Method of placing a ground anchor from the front of the masonry wall (6). However, such a conventional method for reinforcing a masonry wall has the following problems.
[0003]
[Non-Patent Document 1]
Regarding the technology for seismic reinforcement and repair of residential walls, “Foundation” Vol. 29, no. 4, pp21-27, 2001.
[0004]
[Problems to be solved by the invention]
That is, the method (1) is effective in preventing the backfill soil from being washed away because the Satoshi stones are not sufficiently connected to each other, but the effect on the stability of the entire masonry wall cannot be expected.
[0005]
The method {circle around (2)} has the effect of improving the stability of the masonry wall, but the effect on the fall of the masonry wall caused by the sinking of the backfilled chestnut is low and the construction cost is high. (3) The method has a low effect on the falling of the masonry wall caused by the sinking of the backfilled chestnut, and there is a possibility that the masonry block may come off.
[0006]
The method {circle around (4)} cannot be adopted if the working machine is large in size and there is an existing structure on the front surface and the work space cannot be secured sufficiently. The (5) and (6) methods require a larger placement machine than the (4) method, require a larger work space on the front side, require a work period, and further increase the construction cost. .
[0007]
To summarize the above issues, the conventional masonry wall reinforcement method has a low effect on the stability of the entire masonry if the construction cost is relatively low, and the effective method as a reinforcement measure is very expensive. There is a problem that a work space is required on the front side and a large-scale construction machine is required.
[0008]
The present invention has been made in view of such conventional problems, and an object thereof is to effectively reinforce the entire masonry with almost no work space on the front side. The object is to provide a masonry wall reinforcement structure and method.
[0009]
[Means for Solving the Problems]
In order to achieve the above object, the present invention provides a masonry wall reinforcing structure in which a plurality of masonry blocks are stacked adjacent to each other with a backfilled chestnut layer interposed in front of an inclined ground mountain. Upper and lower concrete boards constructed at the upper and lower ends of the wall and extending in the left-right direction of the masonry wall, and upper and lower ends are fixed to the upper concrete board and the leg concrete board, respectively. A holding plate extending in a direction, a plurality of stakes suspended at a lower end reaching a predetermined depth of the sloped ground, and a leg concrete board. A plurality of foundation piles that are vertically suspended so that the head is fixed and the lower ends reach a predetermined depth of the sloped ground are provided.
[0010]
According to the reinforcement structure of the masonry wall constructed in this way, the upper and leg concrete boards, retaining plates, retaining piles, and foundation piles are all connected to each other. In the form seen from the above, the whole functions as a deformed ramen structure, which improves the seismic reinforcement performance.
[0011]
On the front surface of the masonry block, a net member fixed by the holding plate can be covered.
[0012]
The holding plate can be fixed to the upper concrete board by an anchor bolt attached to the upper end side thereof.
The anchor bolt can be coupled to the head of the reserve pile.
The masonry wall is an existing one, and the reinforcing structure can be installed at a pitch of 5 to 10 m.
[0013]
The present invention also relates to a masonry wall reinforcing method in which a plurality of masonry blocks are stacked adjacent to each other with a backfilled chestnut layer interposed on the front surface of an inclined ground mountain, on the upper and lower ends of the masonry wall. A step of placing a plurality of reserve piles and foundation piles at predetermined intervals along the left-right direction of the masonry wall, and a pair extending in the vertical direction along the front side of the masonry wall The bottom plate of the masonry wall is embedded such that the step of installing the holding plate at a predetermined interval in the left-right direction of the masonry wall, the head of the foundation pile, and the lower end side of the holding plate are embedded. Forming a leg concrete board along the front surface, and forming an upper concrete board by embedding the head of the retaining pile and an anchor bolt provided on the upper end side of the holding plate. Contains.
[0014]
According to the method for reinforcing a masonry wall configured as described above, since all the steps can be performed from the upper side of the masonry wall, construction can be performed even if there is no work space on the front side of the masonry wall.
[0015]
In the method for reinforcing the masonry wall, a netting material can be covered on the front surface of the masonry block before the holding plate is installed.
[0016]
DETAILED DESCRIPTION OF THE INVENTION
DESCRIPTION OF EXEMPLARY EMBODIMENTS Hereinafter, preferred embodiments of the invention will be described in detail with reference to the accompanying drawings. 1 to 6 show an embodiment of a masonry wall reinforcing structure and a reinforcing method according to the present invention.
[0017]
The reinforcing structure shown in the figure has a backfilled chestnut layer 12 interposed in front of a sloped mountain 10 serving as a cut portion so that a plurality of stone blocks 14 such as interphase stones are adjacent to each other. Thus, it is applied to the masonry wall 16 stacked up and down.
[0018]
A foundation concrete board 17 is constructed at the lower end of the masonry wall 16. The back-filled chestnut layer 12 is formed by laminating a number of chestnuts having a predetermined particle diameter to a predetermined thickness.
[0019]
The masonry block 14 has a substantially square front surface, is aligned so that the lengths of the stone blocks are substantially the same, and is formed so that the vertical cross section has a substantially trapezoidal shape. Such a masonry block 14 is installed on the foundation concrete board 17 step by step so that the end faces of the outer periphery are adjacent to each other in the left and right and up and down directions when viewed from the front side. A masonry wall 16 having a predetermined height is built up.
[0020]
Although such masonry walls 16 are in contact with each other, each masonry block 14 can move independently, so it has flexibility, but on the other hand, Since they are not constrained or integrated, at the time of an earthquake, each masonry block 14 protrudes to the front surface due to inertial force, and sometimes collapses.
[0021]
Further, as a result of the vibration experiment, the masonry wall 16 having such a structure has the back-filled chestnut layer 12 of the masonry wall 16 subsided due to vibration, and the masonry wall 16 protrudes from the front surface or the head It is known that the phenomenon of part tilting occurs and it becomes unstable.
[0022]
Therefore, in this embodiment, the reinforcement structure for constraining and integrating the masonry wall 16 and preventing the settlement of the backfilled chestnut layer 12 has been devised. The reinforcing structure includes upper and leg concrete boards 18 and 20, a pair of holding plates 22, a plurality of retaining piles 24, foundation piles 26, and net members 28.
[0023]
The upper concrete board 18 is located on the upper end side of the masonry wall 16 and is constructed by placing concrete on site. The upper concrete board 18 extends in the left-right direction of the masonry wall 16 and has a predetermined thickness and width.
[0024]
The leg concrete board 20 is located on the lower end side of the masonry wall 16 and is constructed by placing concrete on site, extends in the left-right direction of the masonry wall 16, has the same length as the upper concrete board 18, and has a predetermined length. Thickness and width.
[0025]
The holding plate 22 is configured by a plate-like precast concrete plate or the like, is extended in the vertical direction of the masonry wall 16 along the front surface of the masonry block 14, and the upper and lower ends are the upper concrete board 18 and the leg concrete board 20 respectively. It is fixed to each.
[0026]
The pair of holding plates 22 are arranged at a predetermined interval along the left-right direction of the masonry wall 16. The reserve pile 24 is composed of a ready-made pile such as concrete, and is placed in the natural ground 10 on the back side of the backfilled chestnut layer 12.
[0027]
In the case of the present embodiment, the reserve piles 24 are arranged at a predetermined interval along the left-right direction of the masonry wall 16, and the installation interval is the same as the interval of the holding plate 22. Further, each holding pile 24 is placed in a vertical state so that the lower end thereof is deeper than the foundation concrete board 17 provided at the lower end of the masonry wall 16 and the head is embedded in the upper concrete board 18. Has been.
[0028]
The foundation pile 26 is made of a ready-made pile such as concrete and is placed in the natural ground 10 on the front side of the masonry wall 16. The foundation piles 26 are arranged at a predetermined interval along the left-right direction of the masonry wall 16, and the installation interval is the same as the interval between the holding plate 22 and the holding pile 24.
[0029]
Each foundation pile 26 is placed in a vertical state so that the head is embedded in the leg concrete board 20. The net member 28 is composed of a wire net, geogrid, or the like, and is fixedly installed from the holding plate 22 so as to cover the front surface of the masonry block 14 of the masonry wall 16 to prevent the stone block block 14 from falling off to the front side. .
[0030]
In the case of this embodiment, the upper ends of the pair of holding plates 22 are embedded and fixed in the upper concrete board 18 by anchor bolts 30 attached from the front side, and are also connected to the retaining pile 24.
[0031]
The anchor bolt 30 has a threaded portion at both ends, one end is coupled to a connection fitting 32 fixed to the head of the retaining pile 24, and the other end is a through hole provided in the holding plate 22. It is inserted into the inside and fixed to the upper surface of the holding plate 22 by screwing a nut.
[0032]
The anchor bolt 30 is not necessarily required because the anchor bolt 30 is connected to the retaining pile 24 and the holding plate 22 by the upper concrete board 18, but if provided, the connection between the holding pile 24 and the holding plate 24 is strengthened. .
[0033]
In addition, the reinforcement structure of the said Example can be applied to both the existing or new masonry wall. In this case, the reinforcing structure of the present embodiment can be installed at a pitch of 5 to 10 m.
[0034]
According to the masonry wall reinforcing structure configured as described above, the head portion of the retaining pile 24 and the head portion of the foundation pile 26 are connected via the upper and leg concrete boards 18, 20 and the holding plate 22. Since the upper and leg concrete boards 18 and 20, the holding plate 22, the retaining pile 24, and the foundation pile 26 are all connected to each other, as shown in FIG. In the form seen from the above, the whole functions as a deformed ramen structure, which improves the seismic reinforcement performance.
[0035]
Next, the masonry wall reinforcing method according to the present invention will be described. When reinforcing a masonry wall 16 in which a plurality of masonry blocks 14 are stacked adjacent to each other with a backfilled chestnut layer 12 interposed in front of an inclined ground mountain 10, as shown in FIG. In addition, a plurality of stake piles 24 and foundation piles 26 are placed in the natural ground 10 on the upper and lower ends of the masonry wall 16.
[0036]
As the reserve pile 24 and the foundation pile 26, for example, a ready-made steel pipe pile or the like is used, and each pile 24, 26 is driven from the upper side of the masonry wall 16. At this time, a plurality of reserve piles 24 are placed at predetermined intervals in the natural ground 10 on the back side of the backfilled chestnut layer 12 along the left-right direction of the masonry wall 16.
[0037]
In addition, each retaining pile 24 has a lower end deeper than the foundation concrete board 17 provided at the lower end of the masonry wall 16, and the head protrudes upward from the ground surface so as to be hit in a vertical state. Established.
[0038]
On the other hand, the foundation pile 26 is placed in the natural ground 10 on the front side of the masonry wall 16, and is arranged along the left-right direction of the masonry wall 16 with a predetermined interval. The installation interval in this case is the same as the interval between the reserve piles 24, and the heads of the foundation piles 26 are also placed in a vertical state so as to protrude upward from the ground surface.
[0039]
When the placement of the reserve pile 24 and the foundation pile 26 is completed, the holding plate 22 is then installed as shown in FIG. The holding plate 22 is a plate material that is made of a precast concrete plate or the like and has a predetermined length, and is prepared in advance.
[0040]
In the case of the present embodiment, a pair of holding plates 22 having the same configuration is used. The pair of holding plates 22 extends in the vertical direction along the front side of the masonry wall 16 and is installed at a predetermined interval in the left-right direction of the masonry wall 16. The installation interval at this time is the same as the interval between the holding pile 24 and the foundation pile 26.
[0041]
In the case of the present embodiment, the net member 28 is installed on the front surface of the masonry block 14 of the masonry wall 16 so as to cover it before installing the holding plate 22. 28 is fixed by the holding plate 22. The net member 28 used in this case is, for example, a wire mesh of a predetermined mesh or a geogrid.
[0042]
When the installation of the holding plates 22 is completed, the anchor bolts 30 are installed on the upper ends of the holding plates 22. The anchor bolt 30 has screws engraved at both ends, and is inserted into a through hole provided on the upper end side of the holding plate 22, and a connecting metal fitting 32 having a tip side attached to the head of the retaining pile 24. It is inserted in and fixed to this by screwing the nut.
[0043]
Next, as shown in FIG. 6, the leg concrete board 20 is formed by on-site casting so that the head of the foundation pile 26 and the lower end side of the holding plate 22 are buried. In this case, the leg concrete board 20 has a predetermined width along the lower front surface of the masonry wall 16 and extends along the left-right direction of the masonry wall 16.
[0044]
At the same time or before and after this, the upper concrete board 18 is formed by on-site placement so that the head of the retaining pile 24 and the anchor bolt 30 provided on the upper end side of the holding plate 22 are embedded. Is done. The upper concrete board 18 extends in the left-right direction of the masonry wall 16 and has a predetermined width and thickness. When the upper and leg concrete boards 18 and 20 are formed, the reinforcement of the masonry wall 16 is completed.
[0045]
According to the masonry wall reinforcing method constructed as described above, since all the steps can be performed from the upper side of the masonry wall 16, the masonry wall 16 can be constructed without a work space on the front side.
[0046]
In this case, when the masonry wall 16 to be reinforced is, for example, an existing one provided on the side of a railway line where business is conducted, it is not limited to night construction after the end of business, and can be always constructed, Significant improvement in construction cost and construction period
[0047]
【The invention's effect】
As described above in detail based on the embodiments, according to the masonry wall reinforcement structure and the reinforcement method according to the present invention, effective reinforcement for the entire masonry requires almost a work space on the front side. It can be done.
[Brief description of the drawings]
FIG. 1 is a perspective view showing an embodiment of a masonry wall reinforcing structure according to the present invention.
FIG. 2 is a side sectional view of FIG.
FIG. 3 is an explanatory diagram of a mechanical structure of the reinforcing structure shown in FIG. 1;
FIG. 4 is a cross-sectional view of an initial step of the masonry wall reinforcing method according to the present invention.
5 is a cross-sectional view of a process performed subsequent to FIG. 4. FIG.
6 is a cross-sectional view of a process performed subsequent to FIG. 5. FIG.
[Explanation of symbols]
DESCRIPTION OF SYMBOLS 10 Inclined mountain 12 Back-filled chestnut layer 14 Masonry block 16 Masonry wall 18 Upper concrete board 20 Leg concrete board 22 Retaining board 24 Retaining pile 26 Foundation pile

Claims (7)

傾斜地山の前面に、裏込め栗石層を介在させて、複数の石積ブロックを相互に隣接するようにして積み上げた石積壁の補強構造において、
前記石積壁の上下端に構築され、前記石積壁の左右方向に延設される上部および脚部コンクリート盤と、
上下端が前記上部コンクリート盤と前記脚部コンクリート盤にそれぞれ固定され、前記石積壁の上下方向に延設される抑え板と、
前記上部コンクリート盤に頭部が定着され、下端が前記傾斜地山の所定深度に到達するように垂設された複数の控え杭と、
前記脚部コンクリート盤に頭部が定着され、下端が前記傾斜地山の所定深度に到達するように垂設された複数の基礎杭とを備えたことを特徴とする石積壁の補強構造。
In the reinforcement structure of the masonry wall where a plurality of masonry blocks are piled up adjacent to each other with a backfill chestnut stone layer in front of the sloped ground,
Built on the upper and lower ends of the masonry wall, and an upper and leg concrete board extending in the left-right direction of the masonry wall;
Upper and lower ends are fixed to the upper concrete board and the leg concrete board, respectively, and holding plates extending in the vertical direction of the masonry wall;
A plurality of stakes suspended from the upper concrete board, the head is fixed, and the lower end of the upper concrete board is suspended so as to reach a predetermined depth of the inclined ground.
A structure for reinforcing a masonry wall, comprising: a plurality of foundation piles having heads fixed to the leg concrete boards and bottom ends suspended so as to reach a predetermined depth of the sloped ground.
前記石積ブロックの前面には、前記抑え板で固定される網材を覆設することを特徴とする請求項1記載の石積壁の補強構造。The reinforcing structure for a masonry wall according to claim 1, wherein a net member fixed by the holding plate is provided on a front surface of the masonry block. 前記抑え板は、その上端側に装着されるアンカーボルトにより前記上部コンクリート盤に固定することを特徴とする請求項1または2記載の石積壁の補強構造。The reinforcing structure for a masonry wall according to claim 1 or 2, wherein the holding plate is fixed to the upper concrete board by an anchor bolt attached to an upper end side thereof. 前記アンカーボルトは、前記控え杭の頭部に連結することを特徴とする請求項3記載の石積壁の補強構造。The reinforcement structure for a masonry wall according to claim 3, wherein the anchor bolt is connected to a head portion of the reserve pile. 前記石積壁は、既設のものであって、前記補強構造を5〜10mのピッチで設置することを特徴とする請求項1から4のいずれか1項記載の石積壁の補強構造。The stone wall reinforcement structure according to any one of claims 1 to 4, wherein the stone stone wall is an existing one, and the reinforcement structure is installed at a pitch of 5 to 10 m. 傾斜地山の前面に、裏込め栗石層を介在させて、複数の石積ブロックを相互に隣接するようにして積み上げた石積壁の補強工法において、
前記石積壁の上,下端側の地山中に、前記石積壁の左右方向に沿って、所定の間隔を隔てて複数の控え杭および基礎杭を打設する工程と、
前記石積壁の前面側に沿って、上下方向に延びる一対の抑え板を、前記石積壁の左右方向に所定の間隔を隔てて設置する工程と、
前記基礎杭の頭部と、前記抑え板の下端側とを埋設するようにして、前記石積壁の下端前面に沿って脚部コンクリート盤を形成する工程と、
前記控え杭の頭部と、前記抑え板の上端側に設けられたアンカーボルトとを埋設するようにして上部コンクリート盤を形成する工程とを含むことを特徴とする石積壁の補強工法。
In the reinforcement method of the masonry wall which piled up a plurality of masonry blocks so as to be adjacent to each other with a backfilled chestnut layer in front of the sloped ground,
A step of placing a plurality of reserve piles and foundation piles at predetermined intervals along the left-right direction of the stone wall, in the natural ground on the lower end side of the stone wall,
A step of installing a pair of holding plates extending in the vertical direction along the front side of the masonry wall at a predetermined interval in the left-right direction of the masonry wall;
A step of forming a leg concrete board along the front surface of the lower end of the masonry wall so as to embed the lower end side of the head of the foundation pile and the holding plate;
A method for reinforcing a masonry wall, comprising a step of forming an upper concrete board by embedding a head portion of the reserve pile and an anchor bolt provided on an upper end side of the holding plate.
請求項6記載の石積壁の補強方法において、前記抑え板を設置する前に、前記石積ブロックの前面に網材を覆設することを特徴とする石積壁の補強工法。7. The method for reinforcing a masonry wall according to claim 6, wherein a netting material is covered on a front surface of the masonry block before the holding plate is installed.
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