JP5981742B2 - Protective sheath for slope stabilization method and construction method of slope stabilization method - Google Patents

Protective sheath for slope stabilization method and construction method of slope stabilization method Download PDF

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JP5981742B2
JP5981742B2 JP2012061952A JP2012061952A JP5981742B2 JP 5981742 B2 JP5981742 B2 JP 5981742B2 JP 2012061952 A JP2012061952 A JP 2012061952A JP 2012061952 A JP2012061952 A JP 2012061952A JP 5981742 B2 JP5981742 B2 JP 5981742B2
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anchor rod
protective sheath
bearing plate
hole
grout
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JP2013194411A (en
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和徳 前田
和徳 前田
武穂 池田
武穂 池田
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Nippon Steel Metal Products Co Ltd
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Nippon Steel Metal Products Co Ltd
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Priority to PCT/JP2013/056489 priority patent/WO2013141047A1/en
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E02D5/80—Ground anchors

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Description

この発明は、斜面の押さえ込みと地すべり抑制を目的として施工される斜面安定化工法即ち、図１に概要を例示したように、地表面部１から地中へ３ｍ〜５ｍ程度の深さ掘削した削孔２の中へアンカーロッド３（又はロックボルトとも言う。）を挿入し、同削孔２中へセメントミルク当のグラウト４を注入して一体的に固め、同アンカーロッド３の頭部を地表面部上へ突出させ、地表面部へ当てがった支圧板５を前記アンカーロッドの頭部とナット６により結合して実施される斜面安定化工法に使用されるアンカーロッド頭部の保護シースと、及び前記保護シースを利用してアンカーロッドと支圧板を結合する施工方法の技術分野に属する。 The present invention is a slope stabilization method constructed for the purpose of holding down a slope and suppressing landslide, that is, as shown in the outline of FIG. 1, a drill excavated to a depth of about 3 to 5 m from the ground surface portion 1 into the ground. Insert the anchor rod 3 (or also called a lock bolt) into the hole 2, inject a grout 4 for cement milk into the drilled hole 2, and harden it together to fix the head of the anchor rod 3 to the ground. A protective sheath for the anchor rod head used in the slope stabilization method implemented by projecting onto the surface portion and connecting the bearing plate 5 applied to the ground surface portion with the anchor rod head and the nut 6 When, and belongs to the technical field of construction method of joining an anchor rod and bearing capacity plate by use of the protective sheath.

図１に例示した斜面安定化工法を実施して斜面の押さえ込みと地すべり抑制を行う工事は既に実施され、良好な実績を挙げている（例えば下記の特許文献１、２ほか参照）。
削孔２中へ注入したグラウト４は、アンカーロッド３の外周を被覆して地盤とアンカーロッド３との一体化や防錆効果を発揮する。しかし、グラウトの注入は、削孔２の口部から溢れ出るまで全域に一杯に注入するが、地表面部へ突き出させたアンカーロッド３の頭部まで被覆・保護はできない。
しかも削孔２中へ注入したセメントミルク等のグラウト４は、固化するまでの間に孔壁から地中へ多少浸透するほか、凝固時に収縮を伴うので、削孔２中へ充填したグラウト４の上面は、削孔２の口部よりも低下する（所謂ヒケを生ずる）。よって、少なくともグラウト上面が削孔２の口部から低下した分だけはグラウトの二次注入を行わねばならない。
また、前記グラウトの二次注入を行ってもなお、地表面部でアンカーロッド３の頭部を支圧板５と結合する部分については、別途、防錆処理を行わねばならない。 The construction which performs the slope stabilization construction method illustrated in FIG. 1 to suppress the slope and suppress the landslide has already been carried out and has a good track record (for example, see Patent Documents 1 and 2 below).
The grout 4 injected into the drilling hole 2 covers the outer periphery of the anchor rod 3 and exhibits the integration of the ground and the anchor rod 3 and the rust prevention effect. However, the grout is injected all over the area until it overflows from the mouth of the drilling hole 2, but the head of the anchor rod 3 protruding to the ground surface cannot be covered or protected.
In addition, the grout 4 such as cement milk injected into the drilling hole 2 penetrates slightly from the hole wall into the ground before solidifying, and also contracts during solidification, so the grout 4 filled into the drilling hole 2 The upper surface is lower than the mouth portion of the drilled hole 2 (so-called sink marks are generated). Therefore, the secondary injection of the grout must be performed at least as much as the upper surface of the grout is lowered from the mouth portion of the hole 2.
In addition, even when the grout is secondarily injected, the portion of the ground surface where the head of the anchor rod 3 is coupled to the bearing plate 5 must be separately treated with rust.

上記の観点で、地表面部でアンカーロッド３の頭部を支圧板５と結合する部分の防錆処理を行う手段、構成については、例えば下記の特許文献３、４に開示された先行技術を参照することができる。
先ず特許文献３に開示された発明は、地盤の法面等に設けられたコンクリート構造物等を、引っ張り力を地盤中へ伝えて安定させるグランドアンカーに関し、引っ張り材である鋼線等（テンドン）の頭部を保護する筒体（トランペットシース）が開示されている。同筒体（トランペットシース）は、螺子筒部と、その上端で支圧板と台座の圧接面間に挟まれるフランジと、センタリング用突起を備えた構成と認められる。
しかし、グラウトの二次注入は全く考慮していない構成であるばかりか、グラウトの二次注入は困難な構成となっている。
また、特許文献４に開示された発明は、地中に定着されるアースアンカーにおける、引張り材の頭部の防錆手段としての防錆具に関する。同防錆具は、合成樹脂で成形された筒状の端部シースと防水シースとで構成され、両者は一連にネジ接合されている。前記防水シースは弾性を有する蛇腹部を備え、この蛇腹部は、支圧板の下面（背面）へ密接してシール効果を発揮する構成とされている。
この先行技術においても、グラウトの二次注入は考慮されておらず、グラウトの二次注入は困難な構成である。 In view of the above, regarding the means and structure for performing the rust prevention treatment of the portion where the head of the anchor rod 3 is coupled to the bearing plate 5 at the ground surface portion, for example, the prior art disclosed in the following Patent Documents 3 and 4 You can refer to it.
First, the invention disclosed in Patent Document 3 relates to a ground anchor that stabilizes a concrete structure or the like provided on a slope of a ground by transmitting a tensile force into the ground, and a steel wire that is a tensile material (Tendon) A cylindrical body (trumpet sheath) that protects the head of the body is disclosed. The cylindrical body (trumpet sheath) is recognized as a configuration including a screw cylinder portion, a flange sandwiched between the pressure bearing plate and the pressure contact surface of the pedestal at the upper end thereof, and a centering protrusion.
However, the secondary injection of grout is not considered at all, and the secondary injection of grout is difficult.
Further, the invention disclosed in Patent Document 4 relates to a rust preventive tool as a rust preventive means for the head of a tensile material in an earth anchor fixed in the ground. The rust preventive tool is constituted by a cylindrical end sheath and a waterproof sheath formed of synthetic resin, and both are screwed together in series. The waterproof sheath includes a bellows portion having elasticity, and the bellows portion is configured to exhibit a sealing effect in close contact with the lower surface (back surface) of the pressure bearing plate.
Also in this prior art, the grout secondary injection is not considered, and the grout secondary injection is difficult.

特開２０００−９６５７０号公報JP 2000-96570 A 特開２００２−１７３９３９号公報JP 2002-173939 A 特開平６−２６０４０号公報JP-A-6-26040 特公平７−２６３８８号公報Japanese Patent Publication No. 7-26388

上記のとおり、地盤アンカー材の頭部を支圧板と結合する部分について、防錆処理を行う手段、構成に関する先行技術は、広い意味では幾つか散見される。
しかし、本願発明が対象とする斜面安定化工法、即ち、斜面の押さえ込みと地すべり抑制を目的として、図１に概要を例示したように、地表面部１から地中へ３ｍ〜５ｍ程度の深さ掘削した削孔２の中へアンカーロッド３を挿入し、更に同削孔２の全長にわたり口部から溢れ出すまでセメントミルク等のグラウト４を注入して一体的に固め、同アンカーロッド３の頭部は地表面上へ突出させ、その地表面部へ当てがった支圧板５と前記アンカーロッドの頭部とをナット６により結合して実施される斜面安定化工法において、グラウトの二次注入が容易な構成の保護シースは現状見当たらない。
特に、削孔２中へ注入したセメントミルク等のグラウトは、固化するまでの間に孔壁から地中へ浸透するほか、凝固時に収縮を伴い、削孔２内のグラウト上面は口部から低下する（ヒケを生ずる）から、一次注入のグラウト上面が低下した分だけは、最終的にグラウトの二次注入を削孔の口部へ行わねばならない。しかし、前記グラウトの二次注入を容易にする、アンカーロッド頭部の防錆保護構造なり保護シース、及び施工方法は見当たらない。
しかも、前記グラウトの二次注入を行ってもなお、アンカーロッド３の頭部は削孔の口部から地表面上へ突き出させ、支圧板５と結合するから、同突き出し部分については更に、グラウトに代わる防錆保護処理を行わねばならない。よって、前記防錆保護の要請に応える保護シース及び同保護シースを用いた防錆保護構造を開発しなければならない。
その上、斜面安定化工法を実施した後に、地盤に地すべり等の変動が発生してアンカー作用を発揮した場合、アンカーロッドの頭部と結合した支圧板は次第に地面中へめり込む状態を呈するから、保護シースは、前記した変化に応じてアンカーロッドの長手方向に伸縮して所期の防錆保護機能を維持・発揮する構成でなければならない。 As described above, some of the prior arts relating to the means and structure for performing the antirust treatment on the portion where the head of the ground anchor material is coupled to the bearing plate are found in a broad sense.
However, for the purpose of the slope stabilization method targeted by the present invention, that is, for the purpose of holding down the slope and suppressing the landslide, the depth of about 3 m to 5 m from the ground surface 1 to the ground as illustrated in FIG. The anchor rod 3 is inserted into the drilled hole 2 and then grout 4 such as cement milk is poured and solidified until it overflows from the mouth over the entire length of the hole 2. In the slope stabilization method implemented by connecting the bearing plate 5 applied to the ground surface portion and the head of the anchor rod with a nut 6 in the slope stabilization method, secondary injection of grout However, there are no protective sheaths with an easy structure.
In particular, the grout of cement milk or the like injected into the drilling hole 2 penetrates from the hole wall into the ground before solidifying, and also shrinks during solidification, and the top surface of the grout in the drilling hole 2 is lowered from the mouth. Therefore, the secondary injection of the grout must be finally carried out to the mouth of the drilling hole as much as the upper surface of the primary injection grout is lowered. However, there is no anticorrosive protective structure, protective sheath, or construction method for the anchor rod head that facilitates the secondary injection of the grout.
In addition, even if the grouting is secondarily injected, the head of the anchor rod 3 protrudes from the mouth of the drilling hole to the ground surface and is connected to the bearing plate 5. Therefore, the grouting is further performed on the protruding portion. Instead of rust protection treatment must be performed. Therefore, it is necessary to develop a protective sheath that responds to the demand for rust prevention protection and a rust prevention protective structure using the protective sheath.
In addition, after the slope stabilization method has been implemented, when the landslide and other changes occur in the ground and the anchor action is exerted, the bearing plate combined with the head of the anchor rod gradually sinks into the ground. The protective sheath must be configured to expand and contract in the longitudinal direction of the anchor rod in accordance with the above-described changes to maintain and exhibit the desired antirust protection function.

よって、本願発明の目的は、第一に、注入したグラウトの上面が削孔の口部から低下した分だけは、アンカーロッドの頭部を支圧板と結合する直前の段階で、最終的にグラウトの二次注入を必要十分に行うことが容易な構成の保護シースを提供することである。
本願発明の次の目的は、アンカーロッドの頭部を削孔の口部から地表面上へ突き出させて支圧板と結合する部分の確実な防錆処理が可能な保護シース、及びその施工方法を提供することである。
本願発明の更なる目的は、前記した保護シースによる斜面安定化工法を実施した後に、地盤にすべり等変動が発生して、アンカーロッドの頭部と結合した支圧板が次第に地面中へめり込む変動を生じた場合でも、前記保護シースは、前記変動に追従して伸縮し、健全性を保って所定の防錆保護機能を発揮し維持する構成の保護シースを提供することである。 Therefore, the object of the present invention is to firstly, at the stage immediately before the head of the anchor rod is joined to the bearing plate, the grout is finally obtained by the amount that the upper surface of the injected grout is lowered from the mouth of the drilling hole. to provide a protective Sea scan of easy to perform necessary and sufficient configure secondary injection.
The next object of the present invention is to provide a protective sheath capable of reliably rust-proofing the portion where the head of the anchor rod protrudes from the hole portion of the drilling hole onto the ground surface and is connected to the bearing plate, and its construction method. Is to provide.
A further object of the present invention is that after the slope stabilization method using the above-described protective sheath is carried out, a fluctuation such as a slip occurs in the ground, and the fluctuation in which the bearing plate combined with the head of the anchor rod gradually sinks into the ground. even when generated, the protection Sea scan expand and contract to follow the variation is to provide Hisage the protective sheath construction which maintains the integrity exhibit certain anti-corrosion protection maintenance.

上記従来技術の課題を解決する手段として、請求項１に記載した発明に係る斜面安定化工法用の保護シースは、
斜面にアンカーロッド３を打設してグラウト４により地盤内部に固定し、同アンカーロッド３の頭部に支圧板５を取り付けて地盤に支圧力を付与する斜面安定化工法における、前記アンカーロッド３へ嵌めて地表面付近へ取り付ける筒状体から成る保護シース１０であって、
当該保護シース１０は、筒状体の一端側に半径方向へ拡がるフランジ状の支圧板当接部１０ｂと、前記支圧板当接部１０ｂから延びる蛇腹状の蛇腹部１０ｃと、筒状体の他側端部外周に半径方向外向きに突き出させた複数のスペーサ突起部１０ａとを備え、
前記蛇腹部１０ｃと前記スペーサ突起部１０ａとの間に、外周形状が筒状曲面又は筒状曲面に凹部を備えた間隔保持部１０ｅを備えていることを特徴とする。 As a means for solving the above-described problems of the prior art, the protective sheath for the slope stabilization method according to the invention described in claim 1 is:
The anchor rod 3 in the slope stabilization method in which the anchor rod 3 is placed on the slope and fixed to the inside of the ground by the grout 4, and the bearing plate 5 is attached to the head of the anchor rod 3 to apply the bearing pressure to the ground. A protective sheath 10 made of a cylindrical body that fits into the vicinity of the ground surface,
The protective sheath 10 includes a flange-shaped bearing plate contact portion 10b that extends radially toward one end of the tubular body, a bellows-shaped bellows portion 10c that extends from the bearing plate contact portion 10b, and other tubular bodies. A plurality of spacer protrusions 10a protruding outward in the radial direction on the outer periphery of the side end,
Between the bellows part 10c and the spacer projection part 10a, an outer peripheral shape is provided with a cylindrical curved surface or an interval holding part 10e having a concave part on the cylindrical curved surface.

請求項２に記載した発明は、請求項１に記載した斜面安定化工法用の保護シース１０において、
スペーサ突起部１０ａの突起高さｈは、保護シース１０の外周部にグラウト４の被りが十分となる高さ寸法とされ、該スペーサ突起部１０ａは筒状体の円周方向に間隔を開けた配置で複数個、筒状体の長手方向に長いリブ形状に形成され、又は前記リブ形状を長手方向に間隔を開けて複数に分断した形状として、若しくは筒状体の円周方向へのフランジ状で、且つグラウトを流通させる切り欠き部を有する形態として、若しくは複数の突起形状として設けられていることを特徴とする。
請求項３に記載した発明は、請求項１又は２に記載した斜面安定化工法用の保護シース１０において、
支圧板５と接する基端部のフランジ状の支圧板当接部１０ｂの内径部に、アンカーロッド３の外周面へ当接する位置決め用凸部１０ｄが求心方向に設けられており、
フランジ状の支圧板当接部１０ｂの外径Ｄは、支圧板５に設けられたアンカーロッド３を通すロッド用通孔５ａの口径ｄ０の範囲内で、アンカーロッド３の位置が動いても前記ロッド用通孔５ａを覆う大きさに形成されていることを特徴とする。 The invention described in claim 2 is the protective sheath 10 for the slope stabilization method described in claim 1,
The protrusion height h of the spacer protrusion 10a is set to a height that allows the grout 4 to be sufficiently covered on the outer periphery of the protective sheath 10, and the spacer protrusion 10a is spaced in the circumferential direction of the cylindrical body. Plural in arrangement, formed in a long rib shape in the longitudinal direction of the cylindrical body, or a shape in which the rib shape is divided into a plurality at intervals in the longitudinal direction, or a flange shape in the circumferential direction of the cylindrical body And it is provided as a form which has a notch part which distribute | circulates grout, or as several protrusion shape.
The invention described in claim 3 is the protective sheath 10 for the slope stabilization method described in claim 1 or 2,
A positioning convex portion 10d that comes into contact with the outer peripheral surface of the anchor rod 3 is provided in the centripetal direction on the inner diameter portion of the flange-like pressure-bearing plate contact portion 10b in contact with the pressure-bearing plate 5;
The outer diameter D of the flange-like Bearing plate contact portion 10b is within the range of diameter d 0 of the rod for hole 5a through which the anchor rod 3 provided on bearing capacity plate 5, even if moving the position of the anchor rod 3 It is formed in a size that covers the rod through hole 5a.

請求項４に記載した発明に係る斜面安定化工法の施工方法は、
支圧板５で斜面の地表面部１を押さえ込み地すべりを抑制するのに望ましい角度で、地表面部１から地中へ一定の深さまで掘削した削孔２中へアンカーロッド３を挿入し、同アンカーロッド３の頭部は地表面上へ突き出させる段階と、
前記削孔２中へセメントミルク等のグラウト４を口部から溢れるまで全域に注入する段階と、
前記アンカーロッド３の頭部へ、上記請求項１〜３のいずれかに記載した保護シース１０を、そのスペーサ突起部１０ａが下側となる向きで嵌めてゆき、同スペーサ突起部１０ａが削孔２内のグラウト４中へ潜って削孔２の孔壁面へ内接し、上方の蛇腹部１０ｃの下端は地表面から上方へ離れて一定の間隔Ｈを形成する位置へ取り付ける段階と、
前記間隔Ｈを通じて削孔２の口部へグラウト４の二次注入を行う段階と、
その後に支圧板５を、ロッド用通孔５ａへアンカーロッド３の頭部を通して地表面部１へ当てがい、同支圧板５の内側面５ｂへ保護シース１０の支圧板当接部１０ｂが密接する状態とする段階と、
アンカーロッド３の頭部へナット６をねじ込み締め込んで支圧板５とアンカーロッド３とを結合する段階とから成ることを特徴とする。 The construction method of the slope stabilization method according to the invention described in claim 4 is:
The anchor rod 3 is inserted into the drilling hole 2 excavated from the ground surface portion 1 to the ground to a certain depth at a desired angle to hold down the ground surface portion 1 of the slope with the bearing plate 5 and suppress the landslide. The head of the rod 3 protrudes above the ground surface;
Injecting grout 4 such as cement milk into the hole 2 until it overflows from the mouth,
The protective sheath 10 according to any one of claims 1 to 3 is fitted to the head of the anchor rod 3 in such a direction that the spacer projection 10a is on the lower side, and the spacer projection 10a is drilled. A step of diving into the grout 4 in 2 and inscribed in the hole wall surface of the drilling hole 2, and attaching the lower end of the upper bellows portion 10 c away from the ground surface to a position forming a constant interval H;
Performing a secondary injection of the grout 4 through the gap H into the mouth of the hole 2;
Thereafter, the bearing plate 5 is applied to the ground surface portion 1 through the head of the anchor rod 3 to the rod through hole 5a, and the bearing plate contact portion 10b of the protective sheath 10 is in close contact with the inner surface 5b of the bearing plate 5. The stage of state,
The nut comprises a nut 6 screwed into the head of the anchor rod 3 to join the bearing plate 5 and the anchor rod 3 to each other.

請求項５に記載した発明は、請求項４に記載した斜面安定化工法の施工方法において、
保護シース１０をアンカーロッド３の頭部へ嵌める際、同保護シース１０の支圧板当接部１０ｂの内径部に形成された位置決め用凸部１０ｄを、アンカーロッド３の外周面へ当接させて止めることより取り付け位置の特定を行うことを特徴とする。 The invention described in claim 5 is the construction method of the slope stabilization method according to claim 4 ,
When the protective sheath 10 is fitted to the head of the anchor rod 3, the positioning convex portion 10d formed on the inner diameter portion of the pressure bearing plate contact portion 10b of the protective sheath 10 is brought into contact with the outer peripheral surface of the anchor rod 3. It is characterized in that the attachment position is specified by stopping.

請求項１〜３に記載した発明に係る保護シース１０は、アンカーロッド３の頭部へ嵌めて取り付けた際、同保護シース１０の下側（先側）は、削孔２内のグラウト４の中へ挿入され、同グラウト４によりアンカーロッド３は防錆被覆・保護される。また、グラウト４に続く保護シース１０がアンカーロッド３の地表面付近を保護して、アンカーロッド３の腐食を確実に防止する。そして、外周部のスペーサ突起部１０ａは、削孔２の孔壁面へ内接して安定した位置決め作用を発揮するので、グラウト４は保護シース１０の周りへ回り込んで、グラウト４によるアンカーロッド３の被覆と防錆保護が確実に行われる。
一方、保護シース１０の蛇腹部１０ｃは、その下端が地表部面の上方へ位置し、半径方向へ突き出る部分を有さない間隔保持部１０ｅが地表面部１から上方へ露出する態様で、一定の間隔Ｈを形成するので、前記間隔Ｈを利用してグラウト４の二次注入を、一次注入したグラウト４が固化した後にも容易に行うことができるから、やはりグラウト４によるアンカーロッド３の被覆と防錆保護に実効をあらしめる。 When the protective sheath 10 according to the invention described in claims 1 to 3 is fitted and attached to the head of the anchor rod 3, the lower side (front side) of the protective sheath 10 is the grout 4 in the drilling hole 2. The anchor rod 3 is rust-proofed and protected by the grout 4. Further, the protective sheath 10 following the grout 4 protects the vicinity of the ground surface of the anchor rod 3 and reliably prevents the anchor rod 3 from being corroded. Since the spacer protrusion 10a on the outer peripheral portion is inscribed in the hole wall surface of the hole 2 and exhibits a stable positioning action, the grout 4 wraps around the protective sheath 10 and the anchor rod 3 of the grout 4 Covering and rust protection are ensured.
On the other hand, the bellows portion 10c of the protective sheath 10 has a lower end positioned above the surface of the ground surface, and a space holding portion 10e that does not have a portion protruding in the radial direction is exposed upward from the ground surface portion 1. Since the interval H is formed, secondary injection of the grout 4 using the interval H can be easily performed even after the primary injected grout 4 is solidified, so that the anchor rod 3 is also covered with the grout 4. And effective for rust protection.

また、地表面部１へ当てがった支圧板５が備える内側面５ｂに関して推定される地表面上の高さ位置に対し、アンカーロッド３へ嵌める保護シース１０の支圧板当接部１０ｂが地表面上へ突き出る高さ位置を、少し高めに設定して取り付けておくことで、アンカーロッド３の頭部へロッド用通孔５ａを嵌めて地表面部１へ当てがった支圧板５の内側面５ｂは、確実に保護シース１０の支圧板当接部１０ｂへ密接して水密性を確保でき、必要十分な防錆保護効果を期待することができる。このとき支圧板５の内側面５ｂと保護シース１０の高さに若干の高低差（特に支圧板当接部１０ｂの方が高い）があっても、その差寸は蛇腹部１０ｃの伸縮により吸収されるので、前記水密性には何ら支障を生じない。
つまり、保護シース１０をアンカーロッド３の頭部へ嵌める深さ位置は、支圧板当接部１０ｂの方が支圧板５の内側面５ｂよりも高い位置に在れば、厳密な高さの調整を要求されず、施工時の作業性が良いので、施工時に保護シース１０へ無理な外力を加えて破損させる懸念もない。したがって、請求項４、５記載の発明に係る施工方法を実施しやすく、格別熟練を要しない。
アンカー固定された構造体に大きな変形があっても、緊張材の露出を防止することができる。
一方、本発明の斜面安定化工法を実施した地盤に地すべり等の地盤変動が発生し、アンカーロッド３を通じて支圧板５が地表面へめり込むほど過大な引っ張り荷重を負担し変位した際にも、保護シース１０は、蛇腹部１０ｃの伸縮によって柔軟に対応し、防錆保護構造が過大な応力を負担して破損する懸念がなく、恒久的設備としての安定性と信頼性を発
揮する。 In addition, the bearing plate abutting portion 10b of the protective sheath 10 fitted to the anchor rod 3 with respect to the height position on the ground surface estimated with respect to the inner side surface 5b of the bearing plate 5 applied to the ground surface portion 1 is the ground surface. By setting the height position protruding above the surface to be a little higher, and attaching the rod through hole 5a to the head of the anchor rod 3, the inside of the bearing plate 5 applied to the ground surface 1 The side surface 5b can be securely in close contact with the pressure-bearing plate abutting portion 10b of the protective sheath 10 to ensure watertightness, and a necessary and sufficient antirust protection effect can be expected. At this time, even if there is a slight difference in height between the inner surface 5b of the bearing plate 5 and the protective sheath 10 (particularly, the bearing plate contact portion 10b is higher), the difference is absorbed by the expansion and contraction of the bellows portion 10c. Therefore, the water tightness is not hindered.
In other words, the depth position at which the protective sheath 10 is fitted to the head of the anchor rod 3 is adjusted to a strict height if the bearing plate contact portion 10b is higher than the inner surface 5b of the bearing plate 5. Since the workability at the time of construction is good, there is no fear of damaging the protective sheath 10 by applying an excessive external force. Therefore, it is easy to implement the construction method according to the inventions of claims 4 and 5 , and no special skill is required.
Even if the anchored structure has a large deformation, the tension material can be prevented from being exposed.
On the other hand, even if ground deformation such as landslide occurs on the ground on which the slope stabilization method of the present invention has been applied, the protective plate 5 is protected even when it is displaced by bearing an excessive tensile load so that the bearing plate 5 sinks into the ground surface through the anchor rod 3. The sheath 10 responds flexibly by the expansion and contraction of the bellows portion 10c, and there is no concern that the rust prevention protective structure will be damaged due to excessive stress, and exhibits stability and reliability as a permanent facility.

本発明の保護シースを使用した斜面安定化工法の実施例を示した断面図である。It is sectional drawing which showed the Example of the slope stabilization construction method using the protective sheath of this invention. Ａは本発明の保護シースを左半分を断面にして示した正面図、Ｂは平面図、Ｃは底面図である。A is a front view of the protective sheath of the present invention with the left half taken as a cross section, B is a plan view, and C is a bottom view. Ａは支圧板の正面図、ＢはＡ図に指示したｂ−ｂ線矢視の断面図である。A is a front view of the bearing plate, and B is a cross-sectional view taken along line bb indicated in FIG.

本発明による斜面安定化工法用の保護シース１０は、斜面にアンカーロッド３を打設してグラウト４により地盤内部に固定し、同アンカーロッド３の頭部に支圧板５を取り付けて地盤に支圧力を付与する斜面安定化工法における、前記アンカーロッド３へ嵌めて地表面付近へ取り付ける筒状体から成る。
本発明の保護シース１０は、筒状体の一端側に半径方向へ拡がるフランジ状の支圧板当接部１０ｂと、前記支圧板当接部１０ｂから延びる蛇腹状の蛇腹部１０ｃと、筒状体の他端側外周に半径方向外向きに突き出させた複数のスペーサ突起部１０ａとを備えている。
そして、前記蛇腹部１０ｃと前記スペーサ突起部１０ａとの間に、外周形状が筒状曲面又は筒状曲面に凹部を備えた間隔保持部１０ｅを備えている。 The protective sheath 10 for the slope stabilization method according to the present invention has an anchor rod 3 placed on the slope and fixed inside the ground by a grout 4, and a bearing plate 5 is attached to the head of the anchor rod 3 to support the ground. In the slope stabilization method for applying pressure, the cylindrical body is fitted to the anchor rod 3 and attached to the vicinity of the ground surface.
The protective sheath 10 of the present invention includes a flange-like pressure plate contact portion 10b that extends radially toward one end of a cylindrical body, a bellows-shaped bellows portion 10c that extends from the pressure plate contact portion 10b, and a cylindrical body. And a plurality of spacer protrusions 10a that protrude outward in the radial direction.
And between the said bellows part 10c and the said spacer protrusion part 10a, the outer peripheral shape is equipped with the space | interval holding | maintenance part 10e which provided the recessed part in the cylindrical curved surface or the cylindrical curved surface.

なお、斜面安定化工法用アンカーロッド頭部の保護構造は、地表面部１から地中へ掘削した削孔２中へアンカーロッド３を挿入し、同アンカーロッド３の頭部は地表面上へ一定の長さ突き出させ、前記削孔２中にセメントミルク等のグラウト４が口部から溢れるまで全域に注入する。
前記アンカーロッド３の頭部へ、上記請求項１〜３に記載した保護シース１０が、そのスペーサ突起部１０ａを下側にした向きで嵌めて、同スペーサ突起部１０ａが削孔２内の前記グラウト４中へ潜って同削孔２の孔壁面へ一部又は全部が内接し、上方の蛇腹部１０ｃはその下端が地表面よりも上方へ離れて、半径方向へ突出する部分を有さない間隔保持部１０ｅが地表面部から上方へ露出する態様で一定の間隔Ｈをあけた位置へ取り付ける。
前記間隔Ｈを利用して削孔２の口部へグラウト４の二次注入を行なう。
そして、支圧板５は、そのロッド用通孔５ａへアンカーロッド３の頭部を通して地表面部１へ当てがい、同支圧板５の内側面５ｂへ前記保護シース１０の支圧板当接部１０ｂが密接する状態として、同アンカーロッド３の頭部へナット６をねじ込み結合した構成とする。 In addition, the protection structure of the anchor rod head for the slope stabilization method is that the anchor rod 3 is inserted into the drilling hole 2 excavated from the ground surface portion 1 into the ground, and the head of the anchor rod 3 is on the ground surface. A certain length is projected, and the grout 4 such as cement milk is poured into the hole 2 until it overflows from the mouth.
The protective sheath 10 according to any one of claims 1 to 3 is fitted to the head of the anchor rod 3 with the spacer protrusion 10a facing downward, and the spacer protrusion 10a is located in the hole 2. A part or the whole of the hole wall 10 of the drill hole 2 is inscribed in the grout 4 and the upper bellows portion 10c has a lower end separated from the ground surface and does not have a portion protruding in the radial direction. It attaches to the position which left the fixed space | interval H in the aspect which the space | interval holding | maintenance part 10e exposes upwards from a ground surface part.
Using the interval H, the grout 4 is secondarily injected into the mouth of the hole 2.
Then, the bearing plate 5 is applied to the ground surface portion 1 through the head of the anchor rod 3 to the rod through hole 5a, and the bearing plate contact portion 10b of the protective sheath 10 is applied to the inner surface 5b of the bearing plate 5. As a close state, the nut 6 is screwed and coupled to the head of the anchor rod 3.

本発明による斜面安定化工法の施工方法は、支圧板５で斜面の地表面部１を押さえ込み地すべりを抑制するのに望ましい角度で、地表面部１から地中へ一定の深さまで掘削し、その削孔２中へアンカーロッド３を挿入し、同アンカーロッド３の頭部は地表面上へ突き出させる。
前記削孔２中へセメントミルク等のグラウト４を口部から溢れるまで全域に注入する。
前記アンカーロッド３の頭部へ、上記請求項１〜３に記載した保護シース１０を、そのスペーサ突起部１０ａが下側（先側）となる向きで嵌めてゆき、同スペーサ突起部１０ａが削孔２内のグラウト４中へ潜り込み、削孔２の孔壁面へ一部又は全部内接した状態とし、上方の蛇腹部１０ｃはその下端が地表面から上方へ離れて、半径方向へ突出する部分を有さない間隔保持部１０ｅが、地表面から上方へ露出する態様で、一定の間隔Ｈを形成する位置へ取り付ける。
前記間隔Ｈを通じて削孔２の口部へグラウト４の二次注入を行う。
その後に支圧板５を、ロッド用通孔５ａへアンカーロッド３の頭部を通して地表面部１へ当てがい、同支圧板５の内側面５ｂへ保護シース１０の支圧板当接部１０ｂが密接する状態とし、アンカーロッド３の頭部へナット６をねじ込み締め込んで支圧板５とアンカーロッド３とを結合する。 The construction method of the slope stabilization method according to the present invention is to excavate the ground surface portion 1 of the slope with the bearing plate 5 at a desired angle to suppress the landslide to a certain depth from the ground surface portion 1 to the ground. The anchor rod 3 is inserted into the drilling hole 2, and the head of the anchor rod 3 is projected onto the ground surface.
A grout 4 such as cement milk is poured into the hole 2 until it overflows from the mouth.
The protective sheath 10 described in claims 1 to 3 is fitted to the head of the anchor rod 3 in such a direction that the spacer protrusion 10a is on the lower side (front side), and the spacer protrusion 10a is cut. The portion of the upper bellows portion 10c that protrudes in the radial direction by sinking into the grout 4 in the hole 2 and partially or entirely inscribed in the hole wall surface of the drilling hole 2. The interval holding part 10e that does not have a gap is attached to a position where a certain interval H is formed in such a manner that it is exposed upward from the ground surface.
Through the interval H, the grout 4 is secondarily injected into the mouth of the hole 2.
Thereafter, the bearing plate 5 is applied to the ground surface portion 1 through the head of the anchor rod 3 to the rod through hole 5a, and the bearing plate contact portion 10b of the protective sheath 10 is in close contact with the inner surface 5b of the bearing plate 5. Then, the nut 6 is screwed into the head of the anchor rod 3 and the bearing plate 5 and the anchor rod 3 are coupled.

次に、本発明を図示した実施例に基づいて説明する。
図１には、本発明による保護シース１０を使用した斜面安定化工法の実施例を示している。即ち、地表面部１から地中へ掘削した削孔２の中へ、その略全長に及ぶ長さのアンカーロッド３を挿入し、同アンカーロッド３の頭部（外端部）は地表面上へ突き出させている。
図１は、アンカーロッド３の先端に掘削ビット３ａ（自穿孔ビット）を備えたアンカーロッド３で削孔２を掘削した事例を示している。アンカーロッド３の外径は通例φ２０〜３０ｍｍである。削孔２の口径はφ５０〜９０ｍｍ程度とし、同削孔２は通例３ｍ〜５ｍ程度の深さに掘削し、その全長に及ぶ長さのアンカーロッド３が挿入される。
前記削孔２中に、セメントミルク等のグラウト４を、口部から溢れ出るまで全域に注入して一体的に固め地盤内部に固定している。前記アンカーロッド３の頭部へ、後述する保護シース１０を嵌めた上で、地表面部１へ当てがった支圧板５が、前記アンカーロッド３の頭部へねじ込んだナット６により結合され、斜面である地表面部１の押さえ込みと地すべり抑制を行う構成とされている。 Next, the present invention will be described based on the illustrated embodiment.
FIG. 1 shows an embodiment of a slope stabilization method using a protective sheath 10 according to the present invention. That is, an anchor rod 3 having a length that extends substantially into its entire length is inserted into a drilling hole 2 excavated from the ground surface portion 1 into the ground, and the head (outer end portion) of the anchor rod 3 is above the ground surface. Is protruding.
FIG. 1 shows an example of drilling a hole 2 with an anchor rod 3 having a drill bit 3a (self-drilling bit) at the tip of the anchor rod 3. FIG. The outer diameter of the anchor rod 3 is typically φ20-30 mm. The diameter of the drilling hole 2 is about φ50 to 90 mm, and the drilling hole 2 is typically excavated to a depth of about 3 m to 5 m, and an anchor rod 3 having a length covering the entire length is inserted.
A grout 4 such as cement milk is injected into the entire area of the hole 2 until it overflows from the mouth, and is solidified and fixed inside the ground. After a protective sheath 10 to be described later is fitted to the head of the anchor rod 3, a bearing plate 5 applied to the ground surface portion 1 is coupled by a nut 6 screwed into the head of the anchor rod 3. It is set as the structure which suppresses the ground surface part 1 which is a slope, and suppresses landslide.

上記保護シース１０の構成の詳細を図２Ａ〜Ｃに示している。
この保護シース１０は、アンカーロッド３の上記頭部へ嵌めて防錆保護の目的を達成する構成であり、アンカーロッド３の外径が上記したφ２０〜３０ｍｍであるのに対し、その外周へ楽に嵌められるように内径ｄをφ３０〜４０ｍｍの円筒形状とされ、全長は一例として２００ｍｍ程度のゴム成形品として製作されている。
この保護シース１０は、上記した筒状体の先端側約５０ｍｍの長さ範囲の外周部に、図１のように地中へ掘削した削孔２の口部へ差し込まれた際に、上記の口径φ５０〜９０ｍｍで掘削された削孔２の孔壁面へ一部分又は全部が内接して、グラウト４が周囲に回り込む隙間を形成するスペーサ突起部１０ａを備えている。
図２Ａ、Ｃに図示した実施例のスペーサ突起部１０ａは、筒状体の外周面に、半径方向外向きに突き出る態様で４箇所、削孔２の孔壁面へ内接してグラウト４の被りが一定値以上となる突起高さｈ（ｈ＝７ｍｍ程度）のリブ形状（板状）として、筒状体の長手方向へ長く形成されている。図示のスペーサ突起部１０ａは、削孔２の中へ差し込む操作が容易であるように先細形状の傾斜部を有している。 Details of the configuration of the protective sheath 10 are shown in FIGS.
The protective sheath 10 is configured to be fitted to the head of the anchor rod 3 to achieve the purpose of rust prevention and protection. The outer diameter of the anchor rod 3 is φ20 to 30 mm as described above. The inner diameter d is a cylindrical shape having a diameter of 30 to 40 mm so that it can be fitted, and the entire length is manufactured as a rubber molded product of about 200 mm as an example.
When this protective sheath 10 is inserted into the mouth of the drilling hole 2 excavated into the ground as shown in FIG. A spacer protrusion 10a is formed which is partially or entirely inscribed in the hole wall surface of the drilling hole 2 excavated with a diameter of φ50 to 90 mm and forms a gap around which the grout 4 goes around.
2A and 2C, the spacer protrusions 10a of the embodiment shown in FIG. 2A are in contact with the outer peripheral surface of the cylindrical body in the radially outward direction and in contact with the hole wall surface of the drilling hole 2 so that the grout 4 is covered. As a rib shape (plate shape) having a projection height h (about h = 7 mm) that is a certain value or more, it is formed long in the longitudinal direction of the cylindrical body. The spacer protrusion 10a shown in the drawing has a tapered inclined portion so that the operation of inserting into the hole 2 is easy.

もっとも、このスペーサ突起部１０ａの形状や個数に関しては、図２に示す実施例の限りではない。上記のようにスペーサ突起部１０ａが削孔２の孔壁面へ一部又は全部が内接して、当該保護シース１０の外周部にグラウト４の被りが一定値以上に形成される構成であればよい。よって、スペーサ突起部１０ａは、上記したリブ形状（板状）を筒状体の長手方向へ複数に分断した形状とし、又は筒状体の円周方向にフランジ状（鍔形状）に形成すると共に、グラウトを流通させる切り欠き部を周方向に複数箇所形成した形態として、或いは複数個の単なる突起が円筒体の外方へ放射状に突き出された形状などとして設けて実施しても、同様な作用効果を得ることができる。   However, the shape and number of the spacer protrusions 10a are not limited to the embodiment shown in FIG. As described above, the spacer protrusion 10a may be partly or entirely inscribed in the hole wall surface of the drilling hole 2, and the cover of the grout 4 may be formed at a certain value or more on the outer periphery of the protective sheath 10. . Therefore, the spacer protrusion 10a has a shape in which the rib shape (plate shape) described above is divided into a plurality of portions in the longitudinal direction of the cylindrical body, or is formed in a flange shape (saddle shape) in the circumferential direction of the cylindrical body. Even if it is carried out by forming a plurality of notches for circulating the grout in the circumferential direction, or by providing a plurality of simple protrusions radially projecting outward from the cylindrical body, the same effect can be obtained. An effect can be obtained.

次に、保護シース１０は、基端側にフランジ状の支圧板当接部１０ｂを備えている。この支圧板当接部１０ｂに続く筒状体部分には、筒状体を蛇腹状に屈曲形成した蛇腹部１０ｃが、およそ７０ｍｍ程度の長さ範囲にわたり、複数山（図２Ａでは５山）の波打ち状態に形成されている。したがって、蛇腹部１０ｃの下端（アンカーロッド３へ嵌め込む方向の前端）から、上記したスペーサ突起部１０ａの上端までの間には、およそ８０ｍｍ程度の間隔Ｌ（距離）が設けられている。
なお、蛇腹部１０ｃは、図１に使用状態を示したとおり、削孔２の口部（地表面）よりも外方に位置させて使用するから、山部分の外径に特段の限定条件はないが、図２の実施例ではφ５０ｍｍ程度に形成されている。 Next, the protective sheath 10 includes a flange-shaped pressure plate contact portion 10b on the proximal end side. In the cylindrical body portion following the bearing plate contact portion 10b, a bellows portion 10c formed by bending the cylindrical body into a bellows shape extends over a length range of about 70 mm and includes a plurality of peaks (five peaks in FIG. 2A). It is formed in a wavy state. Therefore, an interval L (distance) of about 80 mm is provided between the lower end of the bellows portion 10c (the front end in the direction of fitting into the anchor rod 3) and the upper end of the spacer protrusion 10a.
As shown in FIG. 1, the bellows portion 10c is used by being positioned outward from the mouth portion (ground surface) of the drilling hole 2. Therefore, there is a special limitation condition on the outer diameter of the mountain portion. Although not shown, in the embodiment of FIG.

次に、上記保護シース１０の基端側でフランジ状をなす支圧板当接部１０ｂは、図１に示したように、支圧板５の内側面５ｂ、即ち、支圧板５へアンカーロッド３を通すべく設けたロッド用通孔５ａを形成した部分の内側面５ｂへ密接させて、ロッド用通孔５ａの外周を広く覆わせ、アンカーロッド３の頭部に関する防錆保護効果を高める働きを期待している。
そのため図３Ａ、Ｂに示した支圧板５のロッド用通孔５ａの口径ｄ０がφ４５ｍｍである場合に、支圧板当接部１０ｂの外径Ｄは、前記口径ｄ０よりも大径（一例としてφ７０ｍｍ）に形成されている。したがって、アンカーロッド３がロッド用通孔５ａの口径内で動くことがあっても、同アンカーロッド３へ嵌めた保護シース１０の支圧板当接部１０ｂは、ロッド用通孔５ａの外周縁から外れる事態は起こらず、内側面５ｂへ水密的な密接状態を維持してロッド用通孔５ａの外周を確実に覆う構成とされている。 Next, as shown in FIG. 1, the bearing plate contact portion 10 b that forms a flange shape on the proximal end side of the protective sheath 10 has the anchor rod 3 attached to the inner surface 5 b of the bearing plate 5, that is, the bearing plate 5. Expected to work closely to the inner side surface 5b of the portion where the through hole for rod 5a provided to pass through is covered and widely cover the outer periphery of the through hole for rod 5a, and to improve the rust protection effect on the head of the anchor rod 3 doing.
Therefore Figure 3A, the diameter d 0 of the rod for hole 5a of Bearing plate 5 shown in B is in the case of 45 mm, an outer diameter D of the Bearing plate abutting section 10b, the large diameter (an example than the diameter d 0 As φ70 mm). Therefore, even if the anchor rod 3 moves within the diameter of the rod through-hole 5a, the pressure-bearing plate contact portion 10b of the protective sheath 10 fitted to the anchor rod 3 does not move from the outer peripheral edge of the rod through-hole 5a. A situation in which the outer periphery of the rod through-hole 5a is reliably covered while maintaining a watertight close state to the inner side surface 5b does not occur.

更に、上記した保護シース１０において、支圧板５の内側面５ｂと接する基端部の支圧板当接部１０ｂの内径部（口部内）には、アンカーロッド３の外周面へきっちり当接する位置決め用凸部１０ｄが求心方向に複数設けられている。
図２Ｂに見るとおり、位置決め用凸部１０ｄは、筒状体の円周を４等分した４箇所の位置に、求心方向に５ｍｍ程度突き出た突起状に設けられている。
この位置決め用凸部１０ｄは、保護シース１０の使用に際し、アンカーロッド３の頭部へ嵌めたとき、同アンカーロッド３の外周部に形成されたねじ山、或いは所謂節鉄筋の節へ突っ掛かって止まる位置決め作用を発揮し、保護シース１０が嵌め込み作業の途中で思いがけず落下する不都合や作業上の面倒さを未然に防ぐのに有用なものである。
なお、保護シース１０を構成する、上記蛇腹部１０ｃとスペーサ突起部１０ａとの間に設けられた間隔保持部１０ｅの外周形状は、通常の単純な円筒曲面状であるほか、同円筒曲面に凹部を備えた円筒曲面状の形態として実施される。
この間隔保持部１０ｅは、グラウト４の二次注入に際し、注入作業を阻害する突起や蛇腹などの構成要素が設けられていない構成部分である。つまり、グラウト４の一次注入後に保護シース１０をアンカーロッド３へ嵌めて、削孔２へ差し入れた状態であっても、保護シース１０と削孔２の間へ行うグラウト４の二次注入作業が容易に行えるように、グラウトの注入作業を阻害する要因を排除した構成である。 Furthermore, in the above-described protective sheath 10, the inner diameter portion (inside the mouth portion) of the pressure-bearing plate contact portion 10b at the base end portion that contacts the inner surface 5b of the pressure-bearing plate 5 is positioned so as to contact the outer peripheral surface of the anchor rod 3 tightly. A plurality of convex portions 10d are provided in the centripetal direction.
As shown in FIG. 2B, the positioning convex portions 10d are provided in the form of protrusions protruding about 5 mm in the centripetal direction at four positions obtained by dividing the circumference of the cylindrical body into four equal parts.
When the protective sheath 10 is used, the positioning convex portion 10d protrudes into a screw thread formed on the outer peripheral portion of the anchor rod 3 or a so-called node of a reinforcing bar when fitted to the head of the anchor rod 3. This is useful for preventing the inconvenience that the protective sheath 10 is unexpectedly dropped during the fitting operation and troublesome work in advance.
In addition, the outer periphery shape of the space | interval holding | maintenance part 10e provided between the said bellows part 10c and the spacer protrusion part 10a which comprises the protective sheath 10 is a normal simple cylindrical curved surface shape, and it is a recessed part in the cylindrical curved surface. It is implemented as a cylindrical curved-surface form provided with.
The interval holding portion 10e is a component that is not provided with components such as protrusions and bellows that hinder the injection operation when the grout 4 is secondarily injected. That is, even when the protective sheath 10 is fitted to the anchor rod 3 and inserted into the drilling hole 2 after the primary injection of the grout 4, the secondary injection operation of the grout 4 performed between the protective sheath 10 and the drilling hole 2 is performed. The configuration eliminates the factors that hinder grout injection so that it can be easily performed.

次に、上記構成の保護シース１０を使用して実施する斜面安定化工法の施工方法、及び前記施工方法によって構築されるアンカーロッド頭部の保護構造を、主に図１に基づいて説明する。
既に説明してきたとおり、斜面安定化工法の施工に際しては、先ず地表面部１から地中に向かって掘削を行い、削孔２を形成する。削孔２は、図１に示したように支圧板５で斜面の地面を押さえ込み、地すべりを抑制する目的にしたがい、地面と垂直方向に掘削する。削孔２の掘削は、公知の削孔装置で行うほか、アンカーロッド３の先端に掘削ビット３ａを取り付けた自穿孔方式で行うことができる。削孔２の口径はφ５０〜９０ｍｍ程度であり、深さは地表面から３ｍ〜５ｍ程度が一般的であることは既に説明した。
上記のようにして掘削した削孔２中へアンカーロッド３を挿入する。自穿孔方式の場合は、掘削を終了した段階でアンカーロッド３を挿入した状態になっている。
アンカーロッド３は、削孔２の奥端からその全長に及ぶ長さとする。しかもその頭部（外端部）は、地表面部１から上方へ一定の長さ、つまり後述する支圧板５との結合に必要な長さ突き出させる。その上で、同削孔２中にセメントミルク等のグラウト４を、奥端から口部まで、目視で口部から溢れ出るのを確認するまで全域にみっちり注入する。
グラウト４の注入法として、自穿孔方式の場合は、グラウト注入ホースをアンカーロッド３の頭部へ連結し、グラウト注入を開始することにより、グラウトがアンカーロッド３の内部へ注入され、自穿孔方式ビットの先端から注出させて、削孔２の奥端から注入を行なう。その後、同グラウト４の凝固を待って、地盤とグラウト４及びアンカーロッド３の一体化を達成する。
また、公知の削孔装置により削孔２を形成した後にアンカーロッド３を挿入する場合は、アンカーロッド３にグラウト注入ホースを沿わせて結合し、合一に削孔２内へ差し入れる。そして、グラウト注入ホースからグラウトを注入することにより、アンカーロッド３の先端付近から地表面の口部までグラウト４の注入・充填を行う。この場合、グラウト注入ホースはアンカーロッド３と共にグラウト４内へ埋め殺しにする。 Next, the construction method of the slope stabilization method implemented using the protective sheath 10 of the said structure, and the protection structure of the anchor rod head constructed | assembled by the said construction method are mainly demonstrated based on FIG.
As already described, in the construction of the slope stabilization method, first, excavation is performed from the ground surface portion 1 into the ground to form the hole 2. As shown in FIG. 1, the hole 2 is excavated in a direction perpendicular to the ground according to the purpose of suppressing the landslide by pressing the ground of the slope with the bearing plate 5. Excavation of the drilling hole 2 can be performed by a self-drilling method in which a drilling bit 3 a is attached to the tip of the anchor rod 3 in addition to a known drilling device. As described above, the diameter of the drilling hole 2 is about φ50 to 90 mm, and the depth is generally about 3 to 5 m from the ground surface.
The anchor rod 3 is inserted into the drilling hole 2 excavated as described above. In the case of the self-drilling method, the anchor rod 3 is inserted when excavation is completed.
The anchor rod 3 has a length extending from the back end of the drilling hole 2 to the entire length thereof. Moreover, the head portion (outer end portion) protrudes upward from the ground surface portion 1 to a certain length, that is, a length necessary for coupling with the bearing plate 5 described later. After that, grout 4 such as cement milk is poured into the drilled hole 2 from the back end to the mouth until it is confirmed to overflow from the mouth visually.
In the case of the self-drilling method for injecting the grout 4, the grout is injected into the anchor rod 3 by connecting the grout injection hose to the head of the anchor rod 3 and starting the grout injection. Pour from the tip of the bit and inject from the back end of the hole 2. Then, the solidification of the ground, the grout 4 and the anchor rod 3 is achieved after the grout 4 is solidified.
In addition, when the anchor rod 3 is inserted after the hole 2 is formed by a known hole drilling device, the anchor rod 3 is joined along the grout injection hose and is inserted into the hole 2 together. Then, the grout is injected and filled from the vicinity of the tip of the anchor rod 3 to the mouth of the ground surface by injecting the grout from the grout injection hose. In this case, the grout injection hose is buried in the grout 4 together with the anchor rod 3.

上記のようにして注入したグラウト４が完全に固化する以前の段階で、上記したように地表面部１上へ突き出させたアンカーロッド３の頭部へ、上記した防錆保護用の保護シース１０を、そのスペーサ突起部１０ａが下側（下向き）となる向きで嵌め付ける。保護シース１０の嵌め込み作業は、スペーサ突起部１０ａを削孔２内のグラウト４中へ潜らせて一定の深さまで進め、スペーサ突起部１０ａが同削孔２の孔壁面へ一部又は全部内接してグラウト４が保護シース１０の周りに回り込む状態とし、且つ上側（上方）の蛇腹部１０ｃの下端が、地表面よりも上方へ離れて一定の間隔Ｈを開けた位置であり、半径方向へ突き出る部分を有さない間隔保持部１０ｅも地表面より上方へ露出する態様で取り付ける（図２Ａも参照）。このときの前記間隔Ｈは、例えば２０〜３０ｍｍ程度であれば良く、間隔Ｈが前記以上に広ければ、グラウト４の二次注入作業は更に容易となる。
この段階では既に、削孔２中へ注入したセメントミルク等のグラウト４は、上記したように奥端から口部まで全域にみっちり注入していても、地盤中へ浸透したり、凝固時の収縮現象により、グラウト４の上面は、削孔２の口部内で地表面よりもかなり低下している。そこで、前記間隔Ｈを利用して削孔２内へ、口部から溢れ出す程度にグラウト４の二次注入を行なって完全を期す。
しかる後に、支圧板５のロッド用通孔５ａへアンカーロッド３の頭部を通して、同支圧板５の接地板５ｃを地表面部１へぴったり当てがう（接地させる）。この場合、上記保護シース１０の嵌め込み作業時に、予め同保護シース１０の支圧板当接部１０ｂが、支圧板５の内側面５ｂへ密接する高さに設定しておいた結果として、支圧板５の内側面５ｂと保護シース１０の支圧板当接部１０ｂとの密接状態を得る。また、支圧板５の前記内側面５ｂへ前記ロッド用通孔５ａと同心配置に取り付けられた保護筒部５ｄの下端も、前記接地板５ｃと同一平面を形成する高さとされているので、削孔２の外周部へ保護筒部５ｄが接地して二重に取り囲み止水性を発揮する組立設置の状態となる。 Before the grout 4 injected as described above is completely solidified, the protective sheath 10 for protection against rust described above is applied to the head of the anchor rod 3 protruding onto the ground surface portion 1 as described above. Are fitted in such a direction that the spacer projection 10a is on the lower side (downward). The protective sheath 10 is fitted by moving the spacer protrusion 10a into the grout 4 in the hole 2 and advancing it to a certain depth, so that the spacer protrusion 10a is partially or entirely inscribed in the hole wall surface of the hole 2. In this state, the grout 4 wraps around the protective sheath 10, and the lower end of the upper (upper) bellows portion 10c is a position spaced apart from the ground surface by a certain distance H and protrudes in the radial direction. The space | interval holding | maintenance part 10e which does not have a part is also attached in the aspect exposed upward from the ground surface (refer also FIG. 2A). The interval H at this time may be, for example, about 20 to 30 mm, and if the interval H is wider than the above, the secondary injection operation of the grout 4 is further facilitated.
At this stage, the grout 4 such as cement milk already injected into the drilling hole 2 penetrates into the ground or contracts during solidification even if it is injected completely from the back end to the mouth as described above. Due to the phenomenon, the upper surface of the grout 4 is considerably lower than the ground surface in the mouth of the drilling hole 2. Therefore, the grout 4 is secondarily injected to the extent that the gap H overflows into the drilling hole 2 using the interval H, and completeness is ensured.
Thereafter, the grounding plate 5c of the bearing plate 5 is applied to the ground surface portion 1 through the head of the anchor rod 3 through the rod through hole 5a of the bearing plate 5 (grounded). In this case, as a result of setting the pressure plate contact portion 10b of the protective sheath 10 in advance so as to be in close contact with the inner surface 5b of the pressure plate 5 during the fitting operation of the protective sheath 10, the pressure plate 5 A close state between the inner side surface 5b of the protective sheath 10 and the pressure bearing plate contact portion 10b of the protective sheath 10 is obtained. Further, the lower end of the protective cylinder portion 5d attached to the inner side surface 5b of the bearing plate 5 in a concentric arrangement with the rod through-hole 5a is also set to a height that forms the same plane as the ground plate 5c. The protective cylinder portion 5d comes into contact with the outer peripheral portion of the hole 2 and is in a state of assembly and installation that double surrounds and exhibits water-stopping properties.

そこで、アンカーロッド３の頭部のネジ部へナット６をねじ込み強く締結してアンカーロッド３と支圧板５との結合を行う。更に、支圧板５の上面へ、ロッド用通孔５ａ覆う配置でキャップワッシャ７を設置し、その上へ、防錆用グリース９が中空部内へ充填されたキャップ８をネジ接合して防水処理が完成する。
本発明の斜面安定化工法は、上記構成で斜面に設置されるので、アンカーロッド３及び保護シース１０に対して、地盤の不陸により支圧板５の設置状態が多少傾く場合が生じても、保護シース１０の蛇腹部１０ｃが可撓変形することにより、支圧板５の内側面５ｂに対する支圧板当接部１０ｂの密接状態を保つことができる。 Therefore, the nut 6 is screwed into the threaded portion of the head portion of the anchor rod 3 and fastened, and the anchor rod 3 and the bearing plate 5 are coupled. Further, a cap washer 7 is installed on the upper surface of the bearing plate 5 so as to cover the rod through hole 5a, and a cap 8 filled with a rust preventive grease 9 is screwed onto the cap washer 7 for waterproofing. Complete.
Since the slope stabilization method of the present invention is installed on a slope with the above-described configuration, even if the installation state of the bearing plate 5 is slightly inclined due to unevenness of the ground with respect to the anchor rod 3 and the protective sheath 10, When the bellows portion 10c of the protective sheath 10 is flexibly deformed, the pressure plate contact portion 10b can be kept in close contact with the inner surface 5b of the pressure plate 5.

以上に本発明を図示した実施例に基づいて説明したが、もとより本発明は実施例の構成、作用に限定されるものではない。当業者が必要に応じて行う設計変更に類する変更、応用の範囲までを含む技術的思想であることを念のため申し添える。   Although the present invention has been described based on the illustrated embodiment, the present invention is not limited to the configuration and operation of the embodiment. I would like to remind you that this is a technical idea that includes the scope of application and changes similar to design changes made by those skilled in the art.

１ 地表面部
２ 削孔
３ アンカーロッド
４ グラウト
５ 支圧板
５ａ ロッド用通孔
５ｂ 内側面
５ｃ 接地板
５ｄ 保護筒部
１０ 保護シース
１０ａ スペーサ突起部
１０ｂ 支圧板当接部
１０ｃ 蛇腹部
１０ｄ 位置決め用凸部
１０ｅ 間隔保持部 DESCRIPTION OF SYMBOLS 1 Ground surface part 2 Drilling hole 3 Anchor rod 4 Grout 5 Supporting plate 5a Rod through-hole 5b Inner side surface 5c Grounding plate 5d Protective cylinder part 10 Protective sheath 10a Spacer projection part 10b Bearing plate contact part 10c Bellows part 10d Positioning convex Part 10e interval holding part

Claims (5)

斜面にアンカーロッドを打設してグラウトにより地盤内部に固定し、同アンカーロッドの頭部に支圧板を取り付けて地盤に支圧力を付与する斜面安定化工法における、前記アンカーロッドへ嵌めて地表面付近へ取り付ける筒状体から成る保護シースであって、
当該保護シースは、筒状体の一端部に半径方向へ拡がるフランジ状の支圧板当接部と、前記支圧板当接部から延びる蛇腹状の蛇腹部と、筒状体の他側端部外周に半径方向外向きに突き出させた複数のスペーサ突起部とを備え、
前記蛇腹部と前記スペーサ突起部との間に、外周形状が筒状曲面又は筒状曲面に凹部を備えた間隔保持部を備えていることを特徴とする、斜面安定化工法用の保護シース。 An anchor rod is placed on the slope, fixed inside the ground by grouting, and a ground surface that is fitted to the anchor rod in the slope stabilization method in which a bearing plate is attached to the head of the anchor rod to apply the bearing pressure to the ground. A protective sheath consisting of a cylindrical body attached to the vicinity,
The protective sheath includes a flange-shaped pressure plate contact portion extending in a radial direction at one end portion of the cylindrical body, a bellows-shaped bellows portion extending from the pressure plate contact portion, and an outer periphery of the other end portion of the cylindrical body. And a plurality of spacer protrusions protruding outward in the radial direction,
A protective sheath for a slope stabilization method, characterized in that an outer peripheral shape includes a cylindrical curved surface or an interval holding portion having a concave portion on a cylindrical curved surface between the bellows portion and the spacer projection portion. スペーサ突起部の突起高さは、保護シースの外周部にグラウトの被りが十分となる高さ寸法とされ、該スペーサ突起部は筒状体の円周方向に間隔を開けた配置で複数個、筒状体の長手方向に長いリブ形状に形成され、又は前記リブ形状を長手方向に間隔を開けて複数に分断した形状として、若しくは筒状体の円周方向へのフランジ状で、且つグラウトを流通させる切り欠き部を有する形態として、若しくは複数の突起形状として設けられていることを特徴とする、請求項１に記載した斜面安定化工法用の保護シース。   The protrusion height of the spacer protrusion is set to a height that allows the grout to be sufficiently covered on the outer periphery of the protective sheath, and a plurality of the spacer protrusions are arranged at intervals in the circumferential direction of the cylindrical body. It is formed into a rib shape that is long in the longitudinal direction of the cylindrical body, or a shape in which the rib shape is divided into a plurality at intervals in the longitudinal direction, or a flange shape in the circumferential direction of the cylindrical body, and a grout The protective sheath for a slope stabilization method according to claim 1, wherein the protective sheath is provided as a form having a cutout portion to be circulated or as a plurality of protruding shapes. 支圧板と接する基端部のフランジ状の支圧板当接部の内径部に、アンカーロッドの外周面へ当接する位置決め用凸部が求心方向に設けられており、
フランジ状の支圧板当接部の外径は、支圧板に設けられたアンカーロッドを通すロッド用通孔の口径の範囲内で、アンカーロッドの位置が動いても前記ロッド用通孔を覆う大きさに形成されていることを特徴とする、請求項１又は２に記載した斜面安定化工法用の保護シース。 On the inner diameter portion of the flange-shaped pressure-bearing plate abutting portion in contact with the pressure-bearing plate, a positioning convex portion that abuts on the outer peripheral surface of the anchor rod is provided in the centripetal direction.
The outer diameter of the flange-shaped pressure plate contact portion is large enough to cover the rod hole even if the position of the anchor rod moves within the range of the diameter of the rod hole for passing the anchor rod provided on the pressure plate. The protective sheath for the slope stabilization method according to claim 1 or 2, wherein the protective sheath is formed on the slope. 支圧板で斜面の地表面部を押さえ込み地すべりを抑制するのに望ましい角度で、地表面部から地中へ一定の深さまで掘削した削孔中へアンカーロッドを挿入し、同アンカーロッドの頭部は地表面上へ突き出させる段階と、
前記削孔中へセメントミルク等のグラウトを口部から溢れるまで全域に注入する段階と、
前記アンカーロッドの頭部へ、上記請求項１〜３のいずれかに記載した保護シースを、そのスペーサ突起部が下側となる向きで嵌めてゆき、同スペーサ突起部が削孔内のグラウト中へ潜って削孔の孔壁面へ内接し、上方の蛇腹部の下端は地表面から上方へ離れて一定の間隔を形成する位置へ取り付ける段階と、
前記間隔を通じて削孔の口部へグラウトの二次注入を行う段階と、
その後に支圧板を、ロッド用通孔へアンカーロッドの頭部を通して地表面部へ当てがい、同支圧板の内側面へ保護シースの支圧板当接部が密接する状態とする段階と、
アンカーロッドの頭部へナットをねじ込み締め込んで支圧板とアンカーロッドとを結合する段階とから成ることを特徴とする、斜面安定化工法の施工方法。 An anchor rod is inserted into a drilled hole drilled to a certain depth from the ground surface to the ground at a desired angle to suppress the landslide by holding the ground surface of the slope with the bearing plate, and the head of the anchor rod is Projecting onto the ground surface,
Injecting grout such as cement milk into the drilling hole until it overflows from the mouth, and
The protective sheath according to any one of claims 1 to 3 is fitted to the head of the anchor rod in such a direction that the spacer protrusion is on the lower side, and the spacer protrusion is in the grout in the drilling hole. Dive into the hole wall surface of the hole, and attach the lower end of the upper bellows part to a position that forms a certain distance away from the ground surface,
Performing a secondary injection of grout through the gap into the mouth of the hole;
Thereafter, the bearing plate is applied to the ground surface portion through the head of the anchor rod to the through hole for the rod, and the bearing plate contact portion of the protective sheath is brought into close contact with the inner side surface of the bearing plate,
A slope stabilization method comprising a step of screwing a nut into a head of an anchor rod and coupling the bearing plate and the anchor rod. 保護シースをアンカーロッドの頭部へ嵌める際、同保護シースの支圧板当接部の内径部に形成された位置決め用凸部を、アンカーロッドの外周面へ当接させて止めることにより取り付け位置の特定を行うことを特徴とする、請求項４に記載した斜面安定化工法の施工方法。   When fitting the protective sheath to the head of the anchor rod, the positioning convex portion formed on the inner diameter portion of the pressure bearing plate abutting portion of the protective sheath is brought into contact with the outer peripheral surface of the anchor rod and stopped, thereby 5. The construction method of the slope stabilization method according to claim 4, wherein the slope is specified.
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PCT/JP2013/056489 WO2013141047A1 (en) 2012-03-19 2013-03-08 Protective sheath for slope stabilization method, anchor rod protective structure, and construction methods therefor
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