JP6482715B1 - Support structure and support method for anti-side pressure structure - Google Patents

Support structure and support method for anti-side pressure structure Download PDF

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JP6482715B1
JP6482715B1 JP2018196677A JP2018196677A JP6482715B1 JP 6482715 B1 JP6482715 B1 JP 6482715B1 JP 2018196677 A JP2018196677 A JP 2018196677A JP 2018196677 A JP2018196677 A JP 2018196677A JP 6482715 B1 JP6482715 B1 JP 6482715B1
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anchor
pressure structure
side pressure
retaining wall
top surface
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JP2020063618A (en
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真 北山
真 北山
亮人 玉野
亮人 玉野
幸一 福地
幸一 福地
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Chemical Grouting Co Ltd
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Abstract

【課題】アンカーの頭部を抗側圧構造物に定着するに当たり、抗側圧構造物を貫通削孔したり、背面側に設置スペースを確保したりする必要のない技術を提供する。【解決手段】地盤14からの土圧に抗して、アンカー工法を併用して地下空間16を保全する擁壁12の支持構造１において、擁壁12の頂面26付近から地盤14に対して設置したアンカー30の設置方向軸心と、頂面26に載置される荷重伝達部材20の上面との交点位置72が、擁壁12の頂面26の空域Ｘ内に収まると共に、アンカー30が擁壁12に接触しないように、アンカー30の設置位置及び設置方向が設定される。【選択図】図４To fix a head of an anchor to an anti-side pressure structure, there is provided a technique that does not require a through-hole drilling of the anti-side pressure structure or an installation space on the back side. In support structure 1 of retaining wall 12 that protects underground space 16 by using an anchoring method against earth pressure from ground 14, from the vicinity of top surface 26 of retaining wall 12 to ground 14. The intersection position 72 of the installation direction axis of the installed anchor 30 and the upper surface of the load transmitting member 20 placed on the top surface 26 is within the airspace X of the top surface 26 of the retaining wall 12, and the anchor 30 is The installation position and installation direction of the anchor 30 are set so as not to contact the retaining wall 12. [Selection] Figure 4

Description

この発明は、山留め壁等の抗側圧構造物を、アンカーを用いて支持する技術に関する。   The present invention relates to a technique for supporting an anti-side pressure structure such as a retaining wall using an anchor.

地盤を掘削する際には、周辺地盤の崩落を防止するために、掘削領域との境界部分に山留め壁を形成すると共に、この山留め壁の変形や転倒を防止するための支保工として、アンカーを用いることが行われている。
特開２００９−１８５５５６号公報 特開２０１７−０３６５６７号公報 When excavating the ground, in order to prevent the surrounding ground from collapsing, a retaining wall is formed at the boundary with the excavation area, and an anchor is used as a support to prevent deformation and falling of the retaining wall. It is being used.
JP 2009-185556 A JP 2017-036567 A

特許文献１の工法は、山留め壁を背面側地盤に向けて傾斜させて施工すると共に、山留め壁の頭部に連結部材を介してアンカーを鉛直に設置する技術である。
また、特許文献２の工法は、山留め壁を構成する複数の鉛直部材（Ｈ形鋼）の背面側上部にそれぞれアーム部材を接合すると共に、各アーム部材を連結するように腹起しを掛け渡し、この腹起しに複数のアンカーの頭部を角度調整部材を介して定着させる技術である。 The construction method of Patent Document 1 is a technique in which a mountain retaining wall is tilted toward the back side ground, and an anchor is vertically installed on the head of the mountain retaining wall via a connecting member.
In addition, the method disclosed in Patent Document 2 joins the arm member to the upper part on the back side of the plurality of vertical members (H-shaped steel) constituting the retaining wall, and hangs the erection so as to connect the arm members. In this technique, the heads of a plurality of anchors are fixed to the abdomen via an angle adjusting member.

特許文献１の工法の場合、傾斜させた山留め壁の頭部に対してアンカーを鉛直に設置する関係上、山留め壁を貫通削孔してアンカーを挿通させる必要が生じるが（同文献の図１参照）、これによって断面欠損による山留め壁の耐力の低下や、止水性の低下といった問題が生じる。   In the case of the construction method of Patent Document 1, it is necessary to penetrate the mountain retaining wall and insert the anchor on the relationship that the anchor is vertically installed with respect to the head of the inclined retaining wall (FIG. 1 of the same document). This causes problems such as a decrease in the proof strength of the retaining wall due to a cross-sectional defect and a decrease in water-stopping property.

これに対し、特許文献２の工法の場合には、鉛直に設置された山留め壁の上部背面側に複数のアーム部材が突設され、斜めに設置されたアンカーの頭部がアーム部材上に固定された腹起しに定着される構造を備えているため、山留め壁を貫通削孔することなく、アンカーを地盤中に安定的に固定することができる（同文献の図１参照）。   On the other hand, in the case of the construction method of Patent Document 2, a plurality of arm members project from the upper back side of the vertically installed mountain retaining wall, and the heads of the anchors installed obliquely are fixed on the arm members. The anchor can be stably fixed in the ground without penetrating the retaining wall (see FIG. 1 of the same document).

しかしながら、複数のアーム部材や腹起しが山留め壁の背面側（外側）に向けて大きく張り出すように設けられているため、事前に地表を削って設置スペース（すき取り空間）を確保する必要があった。   However, it is necessary to secure the installation space (scraping space) by cutting the ground surface in advance because multiple arm members and erections are provided so as to protrude greatly toward the back side (outside) of the retaining wall. was there.

さらに、特許文献１及び２の工法は、共に複数のアンカーの頭部が共通の腹起しに定着される構造であるため、アンカーを設置する際には常に長尺な腹起しを先に設置する必要があり、工事の煩雑化や非効率の要因となっていた。   Furthermore, since the construction methods of Patent Documents 1 and 2 both have a structure in which the heads of a plurality of anchors are fixed to a common erection, a long erection is always first when installing the anchor. It was necessary to install it, which was a factor of construction complexity and inefficiency.

この発明は、このような従来工法の問題点を解決するために案出されたものであり、アンカーの頭部を抗側圧構造物の上部に定着するに当たり、抗側圧構造物を貫通削孔したり、背面側設置スペース（すき取り空間）を確保したりする必要のない技術の提供を第１の目的としている。
また、複数のアンカーの頭部を抗側圧構造物の上部に定着するに当たり、長尺な腹起しを介在させる必要のない技術の提供を第２の目的としている。 The present invention has been devised in order to solve such problems of the conventional construction method. In fixing the anchor head to the upper part of the anti-side pressure structure, the anti-side pressure structure is drilled. The first object is to provide a technique that does not require a rear installation space (scraping space).
A second object of the present invention is to provide a technique that does not require a long abdominal erection in fixing the heads of a plurality of anchors to the upper part of the anti-side pressure structure.

前記の目的を達成するため、請求項１に記載した抗側圧構造物の支持構造は、外部土壌からの圧力に抗して、アンカー工法を併用して内部空間を保全する抗側圧構造物の支持構造において、荷重伝達部材と、固定部材と、角度調整部材よりなるアンカー頭部ユニットを備え、前記抗側圧構造物の頂面付近から外部土壌に対して設置したアンカーの設置方向軸心と、前記抗側圧構造物の頂面に載置される荷重伝達部材の上面との交点位置が、前記抗側圧構造物の頂面の空域内に収まると共に、前記アンカーが前記抗側圧構造物に接触しないように、前記アンカーの設置位置及び設置方向が設定されており、前記固定部材は、その一端が前記抗側圧構造物の前記内部空間側の表面上部に固定されると共に、その他端が前記荷重伝達部材の前記内部空間側の端部に固定されており、前記アンカーの頭部が、前記荷重伝達部材の上面に固定された角度調整部材に定着されていることを特徴としている。
前記「アンカーの設置方向軸心」とは、所定の設置方向（角度）で配置されたアンカーの軸心を意味している。 In order to achieve the above-mentioned object, the support structure for the anti-side pressure structure according to claim 1 supports the anti-side pressure structure that protects the internal space by using an anchor method against the pressure from the external soil. In the structure, an anchor head unit comprising a load transmission member, a fixing member, and an angle adjustment member, and an anchor installation direction axis centered on the external soil from near the top surface of the anti-side pressure structure, The intersection position with the upper surface of the load transmitting member placed on the top surface of the anti-side pressure structure is within the airspace of the top surface of the anti-side pressure structure, and the anchor does not contact the anti-side pressure structure. in the are installed position and installation direction to set the anchor, the fixing member has its one end is fixed to the surface top of the inner space side of the anti-lateral pressure structure, the other end the load transfer member The inside of Is fixed to an end portion between the side, the head of the anchor, is characterized in that it is fixed to the angle adjustment member fixed to the upper surface of the load transfer member.
The “anchor installation direction axis” means an axis of an anchor arranged in a predetermined installation direction (angle).

請求項２に記載した抗側圧構造物の支持構造は、請求項１のアンカー頭部ユニットが、前記アンカー毎に独立していることを特徴としている。 The support structure for the anti-side pressure structure described in claim 2 is characterized in that the anchor head unit of claim 1 is independent for each anchor.

請求項３に記載した抗側圧構造物の支持構造は、請求項１または２の固定部材が、前記アンカーの水平分力を前記抗側圧構造物との接合面で分散させることを特徴としている。 The structure for supporting the anti-side pressure structure according to claim 3 is characterized in that the fixing member of claim 1 or 2 disperses the horizontal component force of the anchor at the joint surface with the anti-side pressure structure.

請求項４に記載した抗側圧構造物の支持工法は、請求項１のアンカー頭部ユニットを用いた工法であって、外部土壌に対して抗側圧構造物の頂面付近からアンカーを設置する工程と、抗側圧構造物の頂面に荷重伝達部材を載置する工程と、抗側圧構造物の前記内部空間側の表面上部と、荷重伝達部材の前記内部空間側の端部との間を、固定部材を介して接合する工程と、アンカー頭部に緊張を付与して角度調整部材に定着させる工程とからなることを特徴としている。 The support method for the anti-side pressure structure according to claim 4 is a method using the anchor head unit of claim 1 and the step of installing the anchor from the vicinity of the top surface of the anti-side pressure structure to the external soil. And a step of placing a load transmission member on the top surface of the anti-side pressure structure, between the upper surface of the internal space side of the anti-side pressure structure and the end of the load transmission member on the internal space side , It comprises a step of joining via a fixing member and a step of applying tension to the anchor head and fixing it to the angle adjusting member.

請求項５に記載した抗側圧構造物の支持工法は、請求項４の工法において、外部土壌に対して複数のアンカーを設置するに際し、前記アンカー頭部ユニットをアンカー毎に準備し、各アンカー頭部ユニットの固定部材を抗側圧構造物に個別に接合することを特徴としている。 The anti-side pressure structure support method according to claim 5 is the method according to claim 4 , wherein when the anchors are installed on the external soil, the anchor head unit is prepared for each anchor. The fixing member of the unit unit is individually joined to the anti-side pressure structure.

請求項１に記載した抗側圧構造物の支持構造及び請求項４に記載した支持工法にあっては、アンカーが抗側圧構造物に接触しないようにアンカーの設置位置及び設置方向が設定されているため、抗側圧構造物を貫通削孔することなく、アンカーの頭部を抗側圧構造物の上部に定着することができる。
また、アンカーの設置方向軸心と荷重伝達部材の上面との交点位置が、抗側圧構造物の頂面の空域内に収まるように設定されているため、アンカーの頭部を抗側圧構造物の上部に定着するに際し、背面側に設置スペースを確保する必要がないのは勿論のこと、荷重伝達部材の発生応力（曲げモーメント）の低減効果、荷重伝達部材の剛性の低減効果、アンカー鉛直分力の抗側圧構造物への荷重分散効果、アンカー鉛直分力によって生じる固定部材への作用荷重の低減効果、荷重伝達部材の転倒抑制効果が得られる。
また、アンカーの導入荷重を受ける荷重伝達部材が抗側圧構造物の上部に固定されており、その内部空間側の端部が、固定部材を介して抗側圧構造物の内部空間側の表面上部に接合されるため、アンカーの導入荷重が固定部材によって抗側圧構造物が圧縮される方向に付加されることとなり、抗側圧構造物から固定部材を剥離する方向に作用することがない。このため、固定部材と抗側圧構造物間の接合強度を抑えることができる。
さらに、固定部材は抗側圧構造物の内部空間側の表面上部に固定されており、通常１０〜３０ｃｍ程度の幅で設置可能であるため、抗側圧構造物と新設躯体との間のスペースを少なくすることができ、掘削土量の削減、工事の効率化（工期短縮）や作業空間の有効活用を図ることができる。 In the support structure of the anti-side pressure structure described in claim 1 and the support method described in claim 4, the installation position and the installation direction of the anchor are set so that the anchor does not contact the anti-side pressure structure. Therefore, the head of the anchor can be fixed on the upper part of the anti-side pressure structure without penetrating the anti-side pressure structure.
In addition, since the position of the intersection of the anchor installation direction axis and the upper surface of the load transmitting member is set to be within the airspace of the top surface of the anti-side pressure structure, the anchor head is placed on the anti-side pressure structure. When fixing to the upper part, it is not necessary to secure the installation space on the back side, as well as the effect of reducing the stress (bending moment) generated by the load transmission member, the effect of reducing the rigidity of the load transmission member, the anchor vertical component force The effect of distributing the load to the anti-side pressure structure, the effect of reducing the applied load to the fixing member caused by the vertical component of the anchor, and the effect of suppressing the fall of the load transmitting member can be obtained.
In addition, a load transmitting member that receives an introduction load of the anchor is fixed to the upper portion of the anti-side pressure structure, and an end portion on the inner space side is connected to an upper surface on the inner space side of the anti-side pressure structure via the fixing member. Since they are joined, the load for introducing the anchor is applied in the direction in which the anti-side pressure structure is compressed by the fixing member, and does not act in the direction of peeling the fixing member from the anti-side pressure structure. For this reason, the joint strength between the fixing member and the anti-side pressure structure can be suppressed.
Furthermore, since the fixing member is fixed to the upper surface on the inner space side of the anti-side pressure structure and can be installed with a width of about 10 to 30 cm, the space between the anti-side pressure structure and the new housing is reduced. It is possible to reduce the amount of excavated soil, improve the efficiency of construction (shortening the construction period), and effectively use the work space.

請求項２に記載した抗側圧構造物の支持構造及び請求項５に記載した支持工法にあっては、複数のアンカーを設置するに際して長尺な腹起しを設ける必要がなく、相互に独立した荷重伝達部材、角度調整部材及び固定部材からなるアンカー頭部ユニットを各アンカーに適用することができるため、工事の簡素化や効率化を実現できる。 In the support structure of the anti-side pressure structure described in claim 2 and the support method described in claim 5 , it is not necessary to provide a long erection when installing a plurality of anchors, and they are independent of each other. Since an anchor head unit composed of a load transmitting member, an angle adjusting member, and a fixing member can be applied to each anchor, the construction can be simplified and made more efficient.

請求項３に記載した抗側圧構造物の支持構造にあっては、前記アンカーの水平分力が前記抗側圧構造物との接合面で分散されるため、荷重伝達部材の滑動を有効に防止することができる。
In the support structure of the anti-side pressure structure according to claim 3 , since the horizontal component force of the anchor is distributed at the joint surface with the anti-side pressure structure, the sliding of the load transmission member is effectively prevented. be able to.

図１は、抗側圧構造物の支持構造１を構成するアンカー頭部ユニット10を、抗側圧構造物としての擁壁12に適用した例を示す図である。
擁壁12は、既存建物のコンクリート製の外壁であり、外側の地盤（外部土壌）14からの土圧に対抗することにより、内側の地下空間16を保全する機能を果たしている。
地下空間16内には、新設躯体18が構築されている。 FIG. 1 is a view showing an example in which an anchor head unit 10 constituting a support structure 1 for an anti-side pressure structure is applied to a retaining wall 12 as an anti-side pressure structure.
The retaining wall 12 is a concrete outer wall of an existing building, and functions to protect the inner underground space 16 by resisting earth pressure from the outer ground (external soil) 14.
A new enclosure 18 is constructed in the underground space 16.

図２は、アンカー頭部ユニット10を地下空間16側（内側）から観察した正面図であり、図３は、アンカー頭部ユニット10を上方から観察した平面図である。また、図４は、図３のＡ−Ａ拡大断面図である。
アンカー頭部ユニット10は、荷重伝達部材20と、角度調整部材22と、固定部材24を備えている。 2 is a front view of the anchor head unit 10 observed from the underground space 16 side (inside), and FIG. 3 is a plan view of the anchor head unit 10 observed from above. FIG. 4 is an AA enlarged sectional view of FIG.
The anchor head unit 10 includes a load transmission member 20, an angle adjustment member 22, and a fixing member 24.

荷重伝達部材20は、擁壁12の頂面（天端）26に載置された一対の形鋼（例えばＨ形鋼28）よりなる。
一対のＨ形鋼28の間には、アンカー30を挿通するための間隙32が設けられている。 The load transmission member 20 is made of a pair of section steel (for example, H-section steel 28) placed on the top surface (top end) 26 of the retaining wall 12.
A gap 32 for inserting the anchor 30 is provided between the pair of H-section steels 28.

角度調整部材22は、支圧板34と、アンカーキャップ36と、台座部38とを備えており、一対のＨ形鋼28の上部フランジ40間を跨がるように配置され、溶接等によって固定されている。   The angle adjusting member 22 includes a bearing plate 34, an anchor cap 36, and a pedestal portion 38. The angle adjusting member 22 is disposed so as to straddle between the upper flanges 40 of the pair of H-section steels 28, and is fixed by welding or the like. ing.

台座部38は、支圧板34を荷重伝達部材20の上部フランジ40に対して所定の傾斜角度で支持する機能を果たすものであり、比較的長い縦寸法を備えた矩形状の前板42と、短い縦寸法を備えた矩形状の後板44と、前板42及び後板44の両端面を繋ぐ一対の側板46を備えている。   The pedestal portion 38 serves to support the bearing plate 34 at a predetermined inclination angle with respect to the upper flange 40 of the load transmitting member 20, a rectangular front plate 42 having a relatively long vertical dimension, A rectangular rear plate 44 having a short vertical dimension, and a pair of side plates 46 that connect both end surfaces of the front plate 42 and the rear plate 44 are provided.

各側板46は略台形状を有しており、それぞれの傾斜面48に支圧板34が載置・固定される。
この傾斜面48の角度を変えることによって支圧板34の傾斜角度を加減し、支圧板34をアンカー30に略直交させることができる。 Each side plate 46 has a substantially trapezoidal shape, and the pressure bearing plate 34 is placed on and fixed to each inclined surface 48.
By changing the angle of the inclined surface 48, the inclination angle of the bearing plate 34 can be adjusted, and the bearing plate 34 can be made substantially orthogonal to the anchor 30.

固定部材24は、第１の接合面50及び第２の接合面52を備えたＬ字型アングルに、補強用の側面54を設けた構造を備えている。
ただし、側面54を有さない通常のＬ字型アングルを固定部材として用いることもできる。 The fixing member 24 has a structure in which a reinforcing side surface 54 is provided on an L-shaped angle provided with a first joint surface 50 and a second joint surface 52.
However, a normal L-shaped angle having no side surface 54 can be used as the fixing member.

以下において、アンカー頭部ユニット10の利用方法について説明する。
まず、擁壁12の外側に堆積された地盤14に対して、アンカー30を所定の角度で設置する。 Hereinafter, a method of using the anchor head unit 10 will be described.
First, the anchor 30 is installed at a predetermined angle with respect to the ground 14 accumulated outside the retaining wall 12.

つぎに、擁壁12の頂面26に、一対のＨ形鋼28よりなる荷重伝達部材20を載置する。
この際、Ｈ形鋼28の一端28aが、擁壁12の内面56から内側に向けて若干出っ張るように配置される。
これに対し、Ｈ形鋼28の他端28bは、擁壁12の外面58から外側に出っ張らせる必要はない。図においては、Ｈ形鋼28の他端28bが外側に向けて極僅かに出っ張っているが、出っ張りが一切なく面一になるように配置してもよい。 Next, the load transmitting member 20 made of a pair of H-section steel 28 is placed on the top surface 26 of the retaining wall 12.
At this time, the one end 28a of the H-shaped steel 28 is disposed so as to protrude slightly from the inner surface 56 of the retaining wall 12 toward the inside.
On the other hand, the other end 28b of the H-shaped steel 28 does not need to protrude outward from the outer surface 58 of the retaining wall 12. In the drawing, the other end 28b of the H-shaped steel 28 protrudes slightly toward the outside, but it may be arranged so that there is no protrusion and it is flush.

つぎに、擁壁12の内面56の上部と、Ｈ形鋼28の一端28aとの境界部分に固定部材24をあてがい、第１の接合面50の貫通孔とＨ形鋼28の下部フランジ60に形成された貫通孔との間にボルト62を挿通し、ナット64を締めて固定する。
また、固定部材24の第２の接合面52の貫通孔と擁壁12の内面56に形成されたネジ穴66とを位置合わせし、ボルト62で固定する。固定部材24と第２の接合面52との固定は、ボルト以外の方法であってもよい。
以上の結果、荷重伝達部材20は、固定部材24を介して擁壁12の上部に固定される。 Next, a fixing member 24 is applied to a boundary portion between the upper portion of the inner surface 56 of the retaining wall 12 and one end 28a of the H-shaped steel 28, and the through-hole of the first joining surface 50 and the lower flange 60 of the H-shaped steel 28 are attached. Bolts 62 are inserted between the formed through holes, and nuts 64 are fastened and fixed.
Further, the through hole of the second joining surface 52 of the fixing member 24 and the screw hole 66 formed in the inner surface 56 of the retaining wall 12 are aligned and fixed with the bolt 62. The fixing member 24 and the second joining surface 52 may be fixed by a method other than a bolt.
As a result, the load transmitting member 20 is fixed to the upper portion of the retaining wall 12 via the fixing member 24.

つぎに、アンカー頭部30aに緊張を付与しつつ角度調整部材22の支圧板34に定着させる。
この結果、アンカー30の導入荷重が、角度調整部材22の支圧板34及び荷重伝達部材20を介して擁壁12の上部に付加され、擁壁12が内側に転倒することを防止することができる。 Next, the anchor head 30a is fixed to the bearing plate 34 of the angle adjusting member 22 while applying tension.
As a result, the introduction load of the anchor 30 is added to the upper portion of the retaining wall 12 via the pressure bearing plate 34 and the load transmitting member 20 of the angle adjusting member 22, and the retaining wall 12 can be prevented from falling inward. .

固定部材24は、擁壁12の内面56の上部に接合されているが、固定部材24による地下空間16側への出っ張りは僅かで済むため、図１に示される通り、新設躯体18を擁壁12に近接させることができ、地下空間16の有効利用ができる。   Although the fixing member 24 is joined to the upper part of the inner surface 56 of the retaining wall 12, since the protruding to the underground space 16 side by the fixing member 24 is small, as shown in FIG. It can be made close to 12, and the underground space 16 can be used effectively.

また、アンカー30の導入荷重は、固定部材24によって擁壁12が圧縮される方向に付加されることとなる。
つまり、アンカー30の導入荷重が固定部材24を剥離する方向に作用することがないため、固定部材24と擁壁12間の接合強度はそれほど高くする必要がなく、ボルト62の本数や強度を抑えることができる。 Further, the introduction load of the anchor 30 is applied in the direction in which the retaining wall 12 is compressed by the fixing member 24.
That is, since the introduction load of the anchor 30 does not act in the direction in which the fixing member 24 is peeled off, the bonding strength between the fixing member 24 and the retaining wall 12 does not need to be so high, and the number and strength of the bolts 62 are suppressed. be able to.

擁壁12の頂面26には、アンカー30の導入荷重による鉛直分力と水平分力、並びに曲げモーメントが作用する結果、図４に示す三角形状の領域αに接地圧が偏在し、局所破壊が生じやすくなるが、このアンカー頭部ユニット10の場合、荷重伝達部材20の設置に際してこの領域αに固定するためのボルトを挿通する必要はないため、局所破壊の危険性を有効に回避することができる。   On the top surface 26 of the retaining wall 12, vertical and horizontal component forces due to the loading load of the anchor 30 and a bending moment act. As a result, the ground pressure is unevenly distributed in the triangular region α shown in FIG. However, in the case of this anchor head unit 10, there is no need to insert a bolt for fixing to this region α when installing the load transmitting member 20, so that the risk of local destruction can be effectively avoided. Can do.

また、アンカー頭部30aと支圧板34との締結部70が、擁壁12の頂面26から所定の高さ位置に設定されているため、アンカー30が擁壁12に接触することを容易に回避でき、したがって擁壁12を貫通削孔することなく、アンカー30を地盤14に設置することが可能となっている。   Further, since the fastening portion 70 between the anchor head 30a and the bearing plate 34 is set at a predetermined height position from the top surface 26 of the retaining wall 12, it is easy for the anchor 30 to contact the retaining wall 12. Therefore, the anchor 30 can be installed on the ground 14 without penetrating the retaining wall 12.

荷重伝達部材20および角度調整部材22の少なくとも一方の高さ寸法を調整し、締結部70と擁壁12の頂面26との距離をより大きく設定すれば、アンカー30の傾斜角度をより鉛直に近づけても、擁壁12に抵触することを回避できる。   If the height dimension of at least one of the load transmitting member 20 and the angle adjusting member 22 is adjusted and the distance between the fastening portion 70 and the top surface 26 of the retaining wall 12 is set to be larger, the inclination angle of the anchor 30 is made more vertical. Even if it comes close, it is possible to avoid conflicting with the retaining wall 12.

荷重伝達部材20の上面（上部フランジ40の延長面）と、アンカー30の設置方向軸心との交点72は、擁壁12の内面56の延長面74と、外面58の延長面76とによって区画された領域、すなわち擁壁12の頂面26の厚さ方向の空域Ｘ内に納められている。
このため、アンカー頭部30aを擁壁12の上部に定着するに際し、背面側に設置スペースを確保する必要がないのは勿論のこと、さらに以下の顕著な効果が得られる。
(1) 荷重伝達部材20の発生応力（曲げモーメント）の低減効果
(2) 荷重伝達部材20の剛性の低減効果
(3) アンカー鉛直分力の擁壁12への荷重分散効果
(4) アンカー鉛直分力によって生じる固定部材24への作用荷重の低減効果
(5) 荷重伝達部材20の転倒抑制効果 An intersection 72 between the upper surface of the load transmitting member 20 (the extended surface of the upper flange 40) and the axial center of the anchor 30 is defined by the extended surface 74 of the inner surface 56 of the retaining wall 12 and the extended surface 76 of the outer surface 58. In the airspace X in the thickness direction of the top surface 26 of the retaining wall 12.
For this reason, when fixing the anchor head 30a to the upper part of the retaining wall 12, it is not necessary to secure an installation space on the back side, and the following remarkable effects can be obtained.
(1) Reduction effect of generated stress (bending moment) of load transmitting member 20
(2) Effect of reducing the rigidity of the load transmission member 20
(3) Distributing effect of anchor vertical component force on retaining wall 12
(4) Effect of reducing the applied load to the fixed member 24 caused by the vertical component of the anchor
(5) Overturn suppression effect of load transfer member 20

固定部材24は、アンカー30の導入荷重による水平分力を擁壁12に荷重分散させることにより、荷重伝達部材20の滑動を防止する機能を有している。
すなわち、図５に示すように、擁壁12の内面56と固定部材24の第２の接合面52との接合部分に生じる分散された荷重分布領域βは、固定部材24の第２の接合面52の鉛直方向長さを底辺とする例えば三角形分布（同図(a)）、または台形分布（同図(b)）となる。 The fixing member 24 has a function of preventing the load transmitting member 20 from sliding by dispersing the horizontal component force due to the introduction load of the anchor 30 to the retaining wall 12.
That is, as shown in FIG. 5, the distributed load distribution region β generated at the joint portion between the inner surface 56 of the retaining wall 12 and the second joint surface 52 of the fixing member 24 is the second joint surface of the fixing member 24. For example, a triangular distribution (FIG. (A)) or a trapezoidal distribution (FIG. (B)) with the vertical length of 52 as the base is obtained.

同図(c)に示すように、荷重分布領域βよりも固定部材24の第２の接合面52の方が長くなり、荷重分布領域βと重複しない領域γが生じる場合もある。
ただし、この領域γは荷重分散という観点からは無駄となるため、同図(a)または(b)のように無駄な領域γが生じないように、固定部材24の第２の接合面52の長さを設定することが望ましい。 As shown in FIG. 3C, the second joint surface 52 of the fixing member 24 is longer than the load distribution region β, and there may be a region γ that does not overlap with the load distribution region β.
However, since this region γ is useless from the viewpoint of load distribution, the second joint surface 52 of the fixing member 24 is not formed so that the useless region γ does not occur as shown in FIG. It is desirable to set the length.

図２及び図３に示す通り、擁壁12に複数のアンカー30を取り付けるに際し、それぞれにアンカー頭部ユニット10が独立して設けられており、アンカー30毎にユニット化されているため、以下の利点が生じる。
(1) 従来例のように複数のアンカーに共通する長尺な腹起しを設ける必要がないため、施工現場に腹起し設置のためのスペースや重機を準備する必要がなく、ユニット単位で現場に搬送できる。この結果、工事の簡素化や効率化が図れる。
(2) アンカーの不要になった箇所からユニット単位でアンカー頭部ユニット10を撤去することができ、また破損が生じた場合でもユニット単位で交換できるため、工程の柔軟性が増す。
(3) 側圧の強弱に応じてユニット毎にアンカー頭部ユニット10の大きさや剛性を最適化できるため、コストの低減に資する。
(4) 抗側圧構造物の表面が平坦ではなく、クランクのように入り組んだ形状を呈している場合でも、ユニット化されたアンカー頭部ユニット10であれば容易に対応可能となる。
なお、比較的少数（例えば２本）のアンカー30毎に、アンカー頭部ユニット10を設けてもよい。 As shown in FIGS. 2 and 3, when attaching a plurality of anchors 30 to the retaining wall 12, the anchor head unit 10 is provided independently for each anchor 30. Benefits arise.
(1) Since it is not necessary to provide a long erection common to multiple anchors as in the conventional example, there is no need to prepare an erection at the construction site and prepare heavy equipment for installation, Can be transported to the site. As a result, the construction can be simplified and efficient.
(2) Since the anchor head unit 10 can be removed in units from the place where the anchor is no longer needed, and can be replaced in units even if damage occurs, the process flexibility is increased.
(3) Since the size and rigidity of the anchor head unit 10 can be optimized for each unit according to the strength of the side pressure, it contributes to cost reduction.
(4) Even when the surface of the anti-side pressure structure is not flat and has a complicated shape like a crank, the unitized anchor head unit 10 can easily cope with it.
The anchor head unit 10 may be provided for each relatively small number (for example, two) of anchors 30.

設置したアンカー30が擁壁12に抵触することをより確実に回避するための一例として、アンカー30の設置位置を次のように設定することが挙げられる。
すなわち、図６に示すように、アンカー30の削孔に用いるケーシング77の削孔外径をＤとした場合において、擁壁12の頂面26と外面58との交線（角部）78と、アンカー30の設置方向軸心Ｙとの最短離隔79がＤ／２以上となるように、アンカー30の設置位置を設定する。
このように最短離隔79をＤ／２以上に設定することで、アンカー削孔時に使用するケーシング77で擁壁12を貫通削孔（損傷）することを有効に回避できる。
なお、アンカー削孔後に擁壁12を後施工する場合は、貫通削孔の問題は生じないため、アンカー30の引張材（テンドン材）の外周面が前記交線78に接しない限度で、アンカー30の設置位置を擁壁12に近づけることができる。 As an example for more reliably avoiding the installed anchor 30 from conflicting with the retaining wall 12, setting the installation position of the anchor 30 as follows can be mentioned.
That is, as shown in FIG. 6, when the outer diameter of the casing 77 used for drilling the anchor 30 is D, an intersection line (corner) 78 between the top surface 26 of the retaining wall 12 and the outer surface 58 The installation position of the anchor 30 is set so that the shortest separation 79 from the axial center Y of the anchor 30 is D / 2 or more.
Thus, by setting the shortest separation 79 to D / 2 or more, it is possible to effectively avoid penetrating (damaging) the retaining wall 12 with the casing 77 used during anchor drilling.
In addition, when the retaining wall 12 is post-installed after the drilling of the anchor, there is no problem of through-hole drilling. Thirty installation positions can be brought closer to the retaining wall 12.

前記においては、荷重伝達部材20を一対のＨ形鋼28によって構成する例を示したが、この発明はこれに限定されるものではない。
すなわち、角度調整部材22を載置するための上面と、擁壁12の頂面26に密接する下面と、アンカー30を挿通するための隙間や通路を備え、必要な剛性を備えた部材であれば、荷重伝達部材として利用できる。 In the above, the example in which the load transmitting member 20 is configured by the pair of H-section steels 28 is shown, but the present invention is not limited to this.
That is, a member having necessary rigidity, including an upper surface for placing the angle adjusting member 22, a lower surface in close contact with the top surface 26 of the retaining wall 12, and a gap and a passage for inserting the anchor 30. For example, it can be used as a load transmission member.

前記のように、荷重伝達部材20の一端28aを擁壁12の内側に出っ張らせることは必須条件ではなく、擁壁12の内面56に対して面一に構成してもよい。
この場合、例えば荷重伝達部材20の一端28aと擁壁12の内面56を繋ぐ平板状の固定部材を用いて、両者間の連結がなされる。 As described above, protruding the one end 28a of the load transmitting member 20 to the inside of the retaining wall 12 is not an essential condition, and may be configured to be flush with the inner surface 56 of the retaining wall 12.
In this case, for example, a flat plate-shaped fixing member that connects the one end 28a of the load transmitting member 20 and the inner surface 56 of the retaining wall 12 is used to connect the two.

前記においては、抗側圧構造物として既存の擁壁を例示したが、この発明はソイルセメント壁や地中連続壁など、土圧や水圧に抗して必要な空間を保全する構造物の支保工として、広く適用可能である。なおアンカーの設置に際し、局所的に抗側圧構造物の横方向剛性が不足する場合には、長尺な腹起し等の部材を抗側圧構造物の頂面または側面に設置して、横方向剛性を高めることも可能である。   In the above, the existing retaining wall is exemplified as the anti-side pressure structure. However, the present invention supports a structure that maintains a necessary space against soil pressure and water pressure, such as soil cement wall and underground continuous wall. As widely applicable. When installing the anchor, if the lateral stiffness of the anti-side pressure structure is not sufficient locally, install a member such as a long belly on the top or side of the anti-side pressure structure, It is also possible to increase the rigidity.

抗側圧構造物の支持構造を構成するアンカー頭部ユニットを、擁壁に適用した例を示す図である。It is a figure which shows the example which applied the anchor head unit which comprises the support structure of an anti-side pressure structure to the retaining wall. アンカー頭部ユニットを、地下空間側（内側）から観察した正面図である。It is the front view which observed the anchor head unit from the underground space side (inner side). アンカー頭部ユニットを、上方から観察した平面図である。It is the top view which observed the anchor head unit from the upper part. 図３のＡ−Ａ拡大断面図である。It is AA expanded sectional drawing of FIG. 擁壁の内面と固定部材の第２の接合面との接合部分に生じる荷重分布領域を示す図である。It is a figure which shows the load distribution area | region which arises in the junction part of the inner surface of a retaining wall, and the 2nd junction surface of a fixing member. アンカーの設置位置の設定方法の一例を示す概念図である。It is a conceptual diagram which shows an example of the setting method of the installation position of an anchor.

１ 抗側圧構造物の支持構造
10 アンカー頭部ユニット
12 擁壁
14 地盤
16 地下空間
20 荷重伝達部材
22 角度調整部材
24 固定部材
26 擁壁の頂面
30 アンカー
34 支圧板
38 台座部
56 擁壁の内面
58 擁壁の外面
72 交点
Ｘ 擁壁頂面の空域
Ｙ アンカーの設置方向軸心 1 Support structure of anti-side pressure structure
10 Anchor head unit
12 Retaining wall
14 Ground
16 Underground space
20 Load transmitting member
22 Angle adjustment member
24 Fixing member
26 Top surface of retaining wall
30 anchor
34 Bearing plate
38 pedestal
56 Inside surface of retaining wall
58 Retaining wall exterior
72 Intersection X Air space on top of retaining wall Y Anchor installation axis

Claims (5)

外部土壌からの圧力に抗して、アンカー工法を併用して内部空間を保全する抗側圧構造物の支持構造において、
荷重伝達部材と、固定部材と、角度調整部材よりなるアンカー頭部ユニットを備え、
前記抗側圧構造物の頂面付近から外部土壌に対して設置したアンカーの設置方向軸心と、前記抗側圧構造物の頂面に載置される荷重伝達部材の上面との交点位置が、前記抗側圧構造物の頂面の空域内に収まると共に、前記アンカーが前記抗側圧構造物に接触しないように、前記アンカーの設置位置及び設置方向が設定されており、
前記固定部材は、その一端が前記抗側圧構造物の前記内部空間側の表面上部に固定されると共に、その他端が前記荷重伝達部材の前記内部空間側の端部に固定されており、
前記アンカーの頭部が、前記荷重伝達部材の上面に固定された角度調整部材に定着されていることを特徴とする抗側圧構造物の支持構造。 In the support structure of the anti-side pressure structure that protects the internal space using the anchor method together against the pressure from the external soil,
An anchor head unit including a load transmitting member, a fixing member, and an angle adjusting member is provided.
The intersection position of the anchoring direction axial center of the anchor installed from the vicinity of the top surface of the anti-side pressure structure to the external soil and the upper surface of the load transmitting member placed on the top surface of the anti-side pressure structure is together it falls within airspace of the top surface of the anti-lateral pressure structure, so that the anchor is not in contact with the anti-lateral pressure structure, installation position and installation direction of the anchor is set,
One end of the fixing member is fixed to the upper portion of the surface on the inner space side of the anti-side pressure structure, and the other end is fixed to an end portion on the inner space side of the load transmitting member,
The anti-side pressure structure support structure , wherein a head portion of the anchor is fixed to an angle adjusting member fixed to an upper surface of the load transmitting member . 前記アンカー頭部ユニットは、前記アンカー毎に独立していることを特徴とする請求項１に記載の抗側圧構造物の支持構造。 The support structure for an anti-side pressure structure according to claim 1 , wherein the anchor head unit is independent for each anchor. 前記固定部材は、前記アンカーの水平分力を前記抗側圧構造物との接合面で分散させることを特徴とする請求項１または２に記載の抗側圧構造物の支持構造。 The fixing member, the support structure of the anti-lateral pressure structure according to claim 1 or 2, characterized in that dispersing horizontal component of the anchor at the junction surface between the anti-lateral pressure structure. 請求項１のアンカー頭部ユニットを用いた抗側圧構造物の支持工法であって、
外部土壌に対して抗側圧構造物の頂面付近からアンカーを設置する工程と、
抗側圧構造物の頂面に荷重伝達部材を載置する工程と、
抗側圧構造物の前記内部空間側の表面上部と、荷重伝達部材の前記内部空間側の端部との間を、固定部材を介して接合する工程と、
アンカー頭部に緊張を付与して角度調整部材に定着させる工程と、
からなることを特徴とする抗側圧構造物の支持工法。 A method for supporting an anti-side pressure structure using the anchor head unit according to claim 1 ,
Installing an anchor from the vicinity of the top surface of the anti-side pressure structure against the external soil;
Placing a load transmitting member on the top surface of the anti-side pressure structure;
A step of joining the upper portion of the inner space side surface of the anti-side pressure structure and the end portion of the load transmitting member on the inner space side through a fixing member;
Applying tension to the anchor head and fixing it to the angle adjustment member;
A method for supporting an anti-side pressure structure characterized by comprising: 外部土壌に対して複数のアンカーを設置するに際し、
前記アンカー頭部ユニットをアンカー毎に準備し、
各アンカー頭部ユニットの固定部材を抗側圧構造物に個別に接合することを特徴とする請求項４に記載の抗側圧構造物の支持工法。 When installing multiple anchors on the external soil,
Preparing the anchor head unit for each anchor;
The support method for the anti-side pressure structure according to claim 4 , wherein the fixing member of each anchor head unit is individually joined to the anti-side pressure structure.
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JPH05106216A (en) * 1991-10-15 1993-04-27 Sumitomo Metal Ind Ltd Counterplan construction for liquifaction for filling
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