JP2023123131A - Reinforcement structure and reinforcement method of masonry retaining wall as well as tubular reinforcement member - Google Patents

Reinforcement structure and reinforcement method of masonry retaining wall as well as tubular reinforcement member Download PDF

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JP2023123131A
JP2023123131A JP2022027014A JP2022027014A JP2023123131A JP 2023123131 A JP2023123131 A JP 2023123131A JP 2022027014 A JP2022027014 A JP 2022027014A JP 2022027014 A JP2022027014 A JP 2022027014A JP 2023123131 A JP2023123131 A JP 2023123131A
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layer
retaining wall
masonry retaining
check valve
valve mechanism
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謙吾 堀
Kengo Hori
隆雄 橋本
Takao Hashimoto
雅也 岩津
Masaya Iwazu
和徳 前田
Kazunori Maeda
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Nippon Steel Metal Products Co Ltd
Okabe Co Ltd
Free Kogyo KK
Kokushikan University
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Nippon Steel Metal Products Co Ltd
Okabe Co Ltd
Free Kogyo KK
Kokushikan University
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Abstract

To provide a reinforcement structure and a reinforcement method of a masonry retaining wall as well as tubular reinforcement members excellent in workability and quality capable of improving earthquake performance by enhancing anchorage in the natural ground as holding drainage function of ground water and rain water by realizing a configuration to make perforated tubular reinforcement members fixed on the natural ground in an upward oblique posture.SOLUTION: A reinforcement structure of a masonry retaining wall 20 is provided with a ground layer 23 through a cobble stone layer 22 behind a constructed stone layer 21. A tubular reinforcement member 10, which is a perforated pipe 1 provided with a check valve mechanism 5 and on which a packer member 6 is installed at a side of the ground layer 23, is located in a water dischargeable oblique state oblique upward from the constructed stone layer 21 to the ground layer 23 as well as anchoring material discharged from a perforated hole 2a is filled inside of the packer member 6 through the check valve mechanism 5.SELECTED DRAWING: Figure 1

Description

この発明は、築石層の背後に裏込め栗石層（以下「栗石層」と称す。）を介して地山層（定着層とも言う。）を備えた石積擁壁の補強構造および補強工法ならびに管状の補強部材の技術分野に属する。 The present invention provides a reinforcing structure and method for a masonry retaining wall provided with a ground layer (also referred to as a settlement layer) via a backfilling cobblestone layer (hereinafter referred to as a "cobblestone layer") behind an artificial stone layer, and a method for reinforcing the retaining wall. It belongs to the technical field of tubular reinforcing members.

管状（棒状）の補強部材を用いた石積擁壁の補強技術では、例えば特許文献１に開示されているように、前記管状の補強部材を壁面勾配に対して直角方向に打設するのが一般的である。
この場合、前記管状の補強部材は、石積擁壁の表面（築石層）から地山層に向かって下向きとなることから、石積擁壁の背面側からの地下水や石積擁壁の天端側からの雨水の流入に対して排水機能を有することができないという問題があった。 In masonry retaining wall reinforcement technology using tubular (rod-shaped) reinforcing members, it is common to drive the tubular reinforcing members in a direction perpendicular to the wall slope, as disclosed in Patent Document 1, for example. target.
In this case, since the tubular reinforcing member faces downward from the surface (stone layer) of the masonry retaining wall toward the ground layer, groundwater from the back side of the masonry retaining wall and the top side of the masonry retaining wall There was a problem that it was not possible to have a drainage function against the inflow of rainwater from the

特許文献２には、石積擁壁１の各水抜き穴３に排水パイプ（有孔管状の補強部材）７を挿入して打設し、先端は地盤（地山層）６に貫入する擁壁の補強工法が開示されている（同文献２の段落［００２３］等、図１、図２等を参照）。この擁壁の補強工法によれば、前記有孔管状の補強部材７を前記水抜き穴３の勾配に倣って上向きに打設する構成を呈するので、当該構成を維持することができれば、前記補強部材７に排水機能を期待することができる。 In Patent Document 2, a retaining wall in which drain pipes (perforated tubular reinforcing members) 7 are inserted and cast into drain holes 3 of a masonry retaining wall 1, and whose tip penetrates the ground (ground layer) 6 (Refer to Paragraph [0023], etc. of Document 2, Figs. 1, 2, etc.). According to this retaining wall reinforcement method, the perforated tubular reinforcing member 7 is driven upward along the slope of the drain hole 3. The member 7 can be expected to have a drainage function.

特開２００５－９２０９号公報JP-A-2005-9209 特開２０１０－１５０８２１号公報JP 2010-150821 A

しかしながら、前記排水パイプ（有孔管状の補強部材）７の地盤（地盤層）６への定着手段は、その先端を地盤６に貫入するだけであり、地盤６との摩擦力に頼るほかなかった。よって、前記排水パイプ７を上向きに傾斜させた姿勢を保持して排水機能の安定的な継続性を維持できるか甚だ疑問であり、また、何より、本来の目的である擁壁の補強効果（特には耐震補強効果）を期待することは困難であった。
前記定着手段として、擁壁表面から地山層へ向けてグラウト（定着材）を注入する手段も考えられるが、特許文献２に係る排水パイプ７は上向きに傾斜させた姿勢で位置決めされる構成であるが故に、グラウトが逆流するので、グラウト注入による排水パイプ７と地盤６との定着を期待することはできない。 However, the means for fixing the drainage pipe (perforated tubular reinforcing member) 7 to the ground (ground layer) 6 is only to penetrate the ground 6 with its tip, and there is no choice but to rely on the frictional force with the ground 6. . Therefore, it is very questionable whether it is possible to maintain stable continuity of the drainage function by maintaining the upwardly inclined posture of the drainage pipe 7. It was difficult to expect seismic reinforcement effect).
As the fixing means, a means for injecting grout (fixing material) from the surface of the retaining wall toward the ground layer is also conceivable. Because of this, the grout flows backward, and it cannot be expected that the drainage pipe 7 and the ground 6 will be fixed by grout injection.

したがって、本発明は、上述した背景技術の課題に鑑みて案出されたものであり、その目的とするところは、有孔管状の補強部材を上向きに傾斜させた姿勢で地山層に定着させる構成を実現することにより、地下水や雨水の排水機能を保持しつつ地山層との定着性を高めて耐震性能を向上させることができる、施工性、品質性に優れた石積擁壁の補強構造および補強工法ならびに管状の補強部材を提供することにある。 Accordingly, the present invention has been devised in view of the above-described problems of the background art, and its object is to fix a perforated tubular reinforcing member to a rock layer in an upwardly inclined posture. Reinforcement structure of masonry retaining wall with excellent workability and quality, which can improve seismic resistance performance by improving anchorage with the ground layer while maintaining the drainage function of groundwater and rainwater by realizing the structure. and to provide a reinforcing construction method and a tubular reinforcing member.

上記課題を解決するための手段として、請求項１に記載した発明に係る石積擁壁の補強構造は、築石層の背後に栗石層を介して地山層を備えた石積擁壁の補強構造において、
逆止弁機構を備えた有孔管で、かつ前記地山層側にパッカー部材を装着した管状の補強部材が、前記築石層から前記地山層へ向けて斜め上方に傾斜して排水可能な状態で位置決めされていると共に、前記パッカー部材の内部は前記逆止弁機構を通じて前記孔から排出された定着材が充填されていることを特徴とする。 As a means for solving the above-mentioned problems, the reinforcing structure for a masonry retaining wall according to the invention described in claim 1 is a reinforcing structure for a masonry retaining wall in which a natural layer is provided behind an artificial stone layer via a cobblestone layer. in
A tubular reinforcing member, which is a perforated pipe having a check valve mechanism and is equipped with a packer member on the side of the natural layer, is capable of draining water from the rock layer to the natural layer while slanting upward. and the inside of the packer member is filled with the fixing material discharged from the hole through the check valve mechanism.

請求項２に記載した発明は、請求項１に記載した石積擁壁の補強構造において、前記逆止弁機構は、前記管状の補強部材の地山層に位置するように設けられていることを特徴とする。 The invention recited in claim 2 is the reinforcing structure for a masonry retaining wall recited in claim 1, wherein the check valve mechanism is provided so as to be positioned in the rock layer of the tubular reinforcing member. Characterized by

請求項３に記載した発明は、請求項１に記載した石積擁壁の補強構造において、前記逆止弁機構は、仮想すべり線よりも背後の地山層に位置するように設けられていることを特徴とする。 The invention recited in claim 3 is the reinforcing structure for a masonry retaining wall recited in claim 1, wherein the check valve mechanism is provided so as to be positioned in the ground layer behind the imaginary slip line. characterized by

請求項４に記載した発明は、請求項１～３のいずれか１項に記載した石積擁壁の補強構造において、前記パッカー部材は、前記定着材が若干染み出る材質であることを特徴とする。 The invention recited in claim 4 is the reinforcing structure for a masonry retaining wall recited in any one of claims 1 to 3, wherein the packer member is made of a material through which the fixing material slightly exudes. .

請求項５に記載した発明に係る石積擁壁の補強工法は、築石層の背後に栗石層を介して地山層を備えた石積擁壁の補強工法において、
逆止弁機構を有する有孔管で、かつ前記地山層側にパッカー部材を装着した管状の補強部材を前記築石層から前記地山層へ向けて斜め上方に傾斜させて挿入し、排水可能な状態で位置決めすること、
前記管状の補強部材の中空部から前記逆止弁機構を通じて排出した定着材で前記パッカー部材の内部を充填することを特徴とする。 A reinforcement method for a masonry retaining wall according to the invention described in claim 5 is a method for reinforcing a masonry retaining wall in which a natural layer is provided behind an artificial stone layer via a cobblestone layer,
A tubular reinforcing member, which is a perforated pipe having a check valve mechanism and is equipped with a packer member on the rock layer side, is inserted obliquely upward from the rock layer toward the rock layer to drain water. be positioned as possible,
The inside of the packer member is filled with the fixing material discharged from the hollow portion of the tubular reinforcing member through the check valve mechanism.

請求項６に記載した発明に係る管状の補強部材は、築石層の背後に栗石層を介して地山層を備えた石積擁壁の補強構造に用いられる管状の補強部材であって、
逆止弁機構を備えた有孔管で、かつ前記地山層側に定着材が充填されるためのパッカー部材が装着されていることを特徴とする。 A tubular reinforcing member according to the invention recited in claim 6 is a tubular reinforcing member used in a reinforcing structure of a masonry retaining wall having a natural ground layer behind an artificial stone layer via a cobblestone layer,
It is a perforated pipe having a check valve mechanism, and is characterized by being equipped with a packer member for filling the ground layer side with the fixing material.

本発明によれば、逆止弁機構を備えた有孔管状の補強部材を上向きに傾斜させた姿勢で地山層に定着させることができるので、有孔管状の補強部材と地山層との定着性を高めることができると共に、地下水や雨水を築石層の表面に向かって良好に排水できる等、耐震補強効果を高めることができる。よって、施工性、品質性に優れた石積擁壁の補強構造および補強工法ならびに管状の補強部材を実現できる。 According to the present invention, since the perforated tubular reinforcing member having the check valve mechanism can be fixed to the rock layer in an upwardly inclined posture, the perforated tubular reinforcing member and the rock layer can be fixed. In addition to being able to improve the fixability, groundwater and rainwater can be drained well toward the surface of the built stone layer, and the seismic reinforcing effect can be enhanced. Therefore, it is possible to realize a reinforcing structure, a reinforcing construction method, and a tubular reinforcing member for a masonry retaining wall that are excellent in workability and quality.

本発明に係る石積擁壁の補強構造（補強工法）を概略的に示した説明図である。BRIEF DESCRIPTION OF THE DRAWINGS It is explanatory drawing which showed roughly the reinforcement structure (reinforcement construction method) of the masonry retaining wall which concerns on this invention. 図１の左側面図である。FIG. 2 is a left side view of FIG. 1; 本発明に係る石積擁壁の補強構造（補強工法）に用いられる管状の補強部材のうち、パッカー部材を装着する前の状態である有孔管を示した説明図である。なお、カプラー部分は透視図的に示している。FIG. 2 is an explanatory view showing a perforated pipe before attaching a packer member among the tubular reinforcing members used in the reinforcing structure (reinforcing method) of the masonry retaining wall according to the present invention. Note that the coupler portion is shown in perspective. 本発明に係る石積擁壁の補強構造（補強工法）に用いられる管状の補強部材を示した説明図である。FIG. 4 is an explanatory view showing a tubular reinforcing member used in the reinforcing structure (reinforcing method) of the masonry retaining wall according to the present invention; Ａは、図４のＸ部の拡大図であり、Ｂは、Ａを軸方向から見た縦断面図である。A is an enlarged view of the X section of FIG. 4, and B is a vertical cross-sectional view of A viewed from the axial direction. 本発明に係る管状の補強部材の基端部の止着状態を例示した説明図である。FIG. 5 is an explanatory diagram illustrating a fixed state of the proximal end portion of the tubular reinforcing member according to the present invention; 本発明に係る管状の補強部材の基端部の止着状態のバリエーションを例示した説明図である。FIG. 5 is an explanatory diagram illustrating variations of the fixed state of the proximal end portion of the tubular reinforcing member according to the present invention; 本発明に係る管状の補強部材の基端部の止着状態のバリエーションを例示した説明図である。FIG. 5 is an explanatory diagram illustrating variations of the fixed state of the proximal end portion of the tubular reinforcing member according to the present invention; 本発明に係る管状の補強部材の基端部の止着状態のバリエーションを例示した説明図である。FIG. 5 is an explanatory diagram illustrating variations of the fixed state of the proximal end portion of the tubular reinforcing member according to the present invention; 本発明に係る管状の補強部材について、より排水性能を高める実施例を示したAn embodiment of the tubular reinforcing member according to the present invention, which further enhances the drainage performance, is shown. 本発明に係る石積擁壁の補強構造（補強工法）のバリエーションを概略的に示した説明図である。It is explanatory drawing which showed roughly the variation of the reinforcement structure (reinforcement construction method) of the masonry retaining wall which concerns on this invention.

次に、本発明に係る石積擁壁の補強構造および補強工法ならびに管状の補強部材を図面に基づいて説明する。 Next, a reinforcing structure and method for reinforcing a masonry retaining wall and a tubular reinforcing member according to the present invention will be described with reference to the drawings.

図１～図５は、本発明に係る石積擁壁２０の補強工法および補強構造ならびに補強部材１０の実施例を示している。
この石積擁壁２０の補強構造は、築石層２１の背後に栗石層２２を介して地山層２３を備えており、逆止弁機構５を備えた有孔管１で、かつ前記地山層２３側にパッカー部材６を装着した管状の補強部材１０が、前記築石層２１から前記地山層２３へ向けて斜め上方に傾斜して排水可能な状態で位置決めされていると共に、前記パッカー部材６の内部は前記逆止弁機構５を通じて前記有孔管１の孔２ａから排出された定着材（固化材）が充填されている。 FIGS. 1 to 5 show embodiments of a method of reinforcing a masonry retaining wall 20, a reinforcing structure, and a reinforcing member 10 according to the present invention.
The reinforcing structure of this masonry retaining wall 20 includes a natural ground layer 23 behind a stone layer 21 via a cobblestone layer 22, a perforated pipe 1 having a check valve mechanism 5, and A tubular reinforcing member 10 having a packer member 6 mounted on the layer 23 side is positioned so as to be inclined upward from the rock layer 21 toward the ground layer 23 so as to be able to drain water. The interior of the member 6 is filled with a fixing material (solidifying material) discharged from the hole 2a of the perforated pipe 1 through the check valve mechanism 5. As shown in FIG.

前記管状の補強部材１０を構成する前記有孔管１は、本実施例では、２本の中空管（先導管２と後続管３）を用い、カプラー４を介して軸方向の前後に一連に連結した構造で実施されている。
前記先導管２は、その全長が前記地山層２３に位置決めされる長さで、軸方向に複数の孔２ａが規則的に穿設されており、後端部の中空部（内部）には、逆止弁（逆流防止部材）５等の逆止弁機構５が設けられている。
前記後続管３は、その全長が前記先導管２の後端部から前記築石層２１へ伸びる長さで、軸方向に複数の孔３ａが規則的に穿設されている。 The perforated pipe 1 constituting the tubular reinforcing member 10 is, in this embodiment, two hollow pipes (a leading pipe 2 and a trailing pipe 3) which are connected in series in the longitudinal direction via a coupler 4. is implemented in a structure connected to
The leading pipe 2 has a length that allows its entire length to be positioned in the rock layer 23, and has a plurality of holes 2a regularly drilled in the axial direction. A check valve mechanism 5 such as a check valve (backflow prevention member) 5 is provided.
The trailing pipe 3 has a length extending from the rear end of the leading pipe 2 to the built stone layer 21, and has a plurality of holes 3a regularly drilled in the axial direction.

具体的に、前記先導管２は、一例として、外径２８．５ｍｍ程度、内径１３ｍｍ程度、全長（符号Ｌ２参照）２ｍ程度で実施されている。前記孔２ａは、一例として、孔径５ｍｍ程度の大きさで、前記先導管２を位置決めした状態で上向き４５度（より明確には、図５Ｂに示したように、垂直線から左右両側にそれぞれ４５度傾けた対称配置に２箇所。以下同じ。）の千鳥配置構造に１００ｍｍ程度のピッチで計１９カ所穿設されている。前記孔２ａは、前記逆止弁機構５に装着された後述する注入用チューブ（図示省略）を通じて前記先導管２の中空内に注入されたグラウト等の定着材（図示省略）を外部へ排出するための排出孔２ａの役割を果たしている。ちなみに、前記逆止弁機構５は、前記定着材が後続管３側へ逆流しようとする際、弁が加圧閉塞することによって逆流を防止する役割を果たす。
前記後続管３は、一例として、外径２８．５ｍｍ程度、内径１３ｍｍ程度、全長（符号Ｌ３参照）１ｍ程度で実施されている。前記孔３ａは、一例として、孔径５ｍｍ程度の大きさで、先導管２（後続管３）が位置決めされた状態で上向き４５度の千鳥配置構造に１００ｍｍ程度のピッチで計９カ所穿設されている。前記孔３ａは、石積擁壁２０の天端から流入する雨水、石積擁壁２０の背面の地下水等の余剰水を後続管３内に導いて築石層２１から外部へ排出（排水）するための取り込み孔３ａの役割を果たしている。 Specifically, the leading pipe 2 has, for example, an outer diameter of about 28.5 mm, an inner diameter of about 13 mm, and an overall length (see symbol L2) of about 2 m. For example, the hole 2a has a hole diameter of about 5 mm, and is oriented 45 degrees upward (more specifically, as shown in FIG. 5B, 45 2 places in a symmetrical arrangement tilted (the same shall apply hereinafter)), and a total of 19 holes are perforated at a pitch of about 100 mm. Through the hole 2a, a fixing material (not shown) such as grout injected into the hollow of the leading pipe 2 through an injection tube (not shown) attached to the check valve mechanism 5 is discharged to the outside. It serves as a discharge hole 2a for Incidentally, the check valve mechanism 5 plays a role of preventing backflow by closing the valve under pressure when the fixing material is about to flow back to the trailing pipe 3 side.
For example, the trailing pipe 3 has an outer diameter of about 28.5 mm, an inner diameter of about 13 mm, and an overall length (see symbol L3) of about 1 m. For example, the holes 3a have a hole diameter of about 5 mm, and are drilled at a total of nine locations at a pitch of about 100 mm in a zigzag arrangement structure facing upward at 45 degrees with the leading pipe 2 (following pipe 3) positioned. there is The holes 3a are used to guide surplus water such as rainwater flowing from the top of the masonry retaining wall 20 and groundwater behind the masonry retaining wall 20 into the trailing pipe 3 and discharge (drain) it from the stone layer 21 to the outside. It plays the role of the intake hole 3a.

なお、本実施例では、先導管２の長さを２ｍ程度、後続管３の長さを１ｍ程度の計３ｍ程度の長さで実施しているが、これに限定されない。石積擁壁２０の形態はもとより、図１１に示したように、仮想すべり線Ｓの位置に応じて適宜設計変更される。例えば、先導管２はその全長が前記地山層２３の領域に納まる程度の長さで、後続管３は築石層２１側へ排出可能な長さに設定する等の諸要件を適宜勘案して設定される。また、前記先導管２、後続管３は、本実施例のように１本物に限らず、複数本を適宜継ぎ足した構成で実施することも勿論できる。
本実施例に係る前記先導管２、後続管３は、ともにメッキ処理した鋼管で実施されているがこれに限定されず、ステンレス製やチタン製でも実施可能である。
また、前記先導管２、後続管３に設ける孔２ａ、３ａについて、孔径、ピッチ（配置間隔）、穿設個数は、構造設計に応じて適宜設計変更可能である。ただし、各孔（前記排出孔２ａ、前記取り込み孔３ａ）の役割を勘案すると上向きに設けることが好ましい。 In this embodiment, the length of the leading pipe 2 is about 2 m, and the length of the trailing pipe 3 is about 1 m, so that the total length is about 3 m, but the present invention is not limited to this. As shown in FIG. 11, the design of the masonry retaining wall 20 is appropriately changed depending on the position of the imaginary slip line S. For example, the leading pipe 2 is long enough to fit within the ground layer 23, and the trailing pipe 3 is set to a length that allows it to be discharged to the stone layer 21 side. is set. Further, the leading pipe 2 and the trailing pipe 3 are not limited to one pipe as in the present embodiment, but may be constructed by appropriately splicing a plurality of pipes.
The leading pipe 2 and the trailing pipe 3 according to the present embodiment are both made of plated steel pipes, but are not limited to this, and may be made of stainless steel or titanium.
Further, the hole diameter, pitch (arrangement interval), and number of holes 2a and 3a formed in the leading pipe 2 and trailing pipe 3 can be appropriately changed in design according to the structural design. However, considering the role of each hole (discharge hole 2a, intake hole 3a), it is preferable to provide them upward.

上記構成の先導管２と後続管３とからなる有効管１は、さらに前記先導管２の外周部の全域にわたりパッカー部材６が装着され、もって管状の補強部材１０を成す。
前記パッカー部材６は、一例として、外径が５０ｍｍ程度で、前記先導管２の先端部から前記逆止弁機構５の設置部位の近傍位置まで（即ち、本実施例では先導管２の略全長）を覆う傘袋のような細長い袋体を呈し、その内部に充填される前記定着材が若干染み出る程度の材質（例えば、不織布）で製作される。前記パッカー部材６を先導管２に装着することにより、前記排出孔２ａから外部へ排出された前記定着材が、前記パッカー部材６の内部に充填されることはもとより、若干染み出してその周辺の地山層２３と一体化することで、経時的に、先導管２、ひいては管状の補強部材１と地山層２３との定着性を確実なものとし、さらには石積擁壁２０の耐震性能を高めることができる。
なお、前記パッカー部材６の外径は、もちろん５０ｍｍに限らず、後述するボーリングマシンによる削孔径に略一致させる等、構造設計に応じて適宜設計変更可能である。
また、前記パッカー部材６の材質は不織布が好ましいが、透水係数が３×１０－２ｃｍ／ｓ程度を実現可能な材質であれば不織布に限定されるものではない。 The effective pipe 1 composed of the leading pipe 2 and the trailing pipe 3 constructed as described above is further provided with a packer member 6 over the entire outer peripheral portion of the leading pipe 2 to form a tubular reinforcing member 10 .
The packer member 6 has an outer diameter of about 50 mm, for example, and extends from the tip of the lead pipe 2 to a position near the installation site of the check valve mechanism 5 (that is, substantially the entire length of the lead pipe 2 in this embodiment). ), and is made of a material (for example, non-woven fabric) from which the fixing material filled inside slightly seeps out. By attaching the packer member 6 to the leading pipe 2, the fixing material discharged to the outside from the discharge hole 2a fills the inside of the packer member 6, and also slightly seeps out to the surrounding area. By being integrated with the ground layer 23, the fixation between the leading pipe 2, and thus the tubular reinforcing member 1, and the ground layer 23 is ensured over time, and furthermore, the seismic performance of the masonry retaining wall 20 is improved. can be enhanced.
The outer diameter of the packer member 6 is, of course, not limited to 50 mm, and can be appropriately changed in design according to the structural design, such as making it approximately match the diameter of a hole drilled by a boring machine, which will be described later.
The material of the packer member 6 is preferably a nonwoven fabric, but is not limited to a nonwoven fabric as long as the material can realize a water permeability coefficient of about 3×10 −2 cm/s.

次に、上記構成の管状の補強部材１０を用いた石積擁壁２０の補強工法を説明する。
なお、以下に説明する手法（施工手順含む。）はあくまでも一例に過ぎないことを念のため特記しておく。 Next, a method of reinforcing the masonry retaining wall 20 using the tubular reinforcing member 10 configured as described above will be described.
It should be noted that the method (including the construction procedure) described below is merely an example.

前記石積擁壁２０の補強工法は、準備段階として、先ず、前記管状の補強部材１０を組み立てる作業を行う。具体的には、前記先導管２の後端部に前記逆止弁（逆止弁機構）５を設置する。そして、前記逆止弁５に、定着材（セメント、セメント等）を注入するための注入用チューブ（例えば、φ１０ｍｍ）を脱着可能に取り付ける。前記注入用チューブは予め前記後続管３とカプラー４とを貫通させておく。事後、前記後続管３をカプラー４を介して前記先導管２と連結する。この際、前記孔２ａ、３ａは略同じ向きに開口するよう位置合わせを行う。その一方、前記先導管２は、その略全長を前記パッカー部材６で覆い、カプラー４近傍で開口する口元（開口部）をインシュロック等の結束バンド（図示省略）で閉塞し、もって、前記管状の補強部材１０の組立作業を終了する。 In the method of reinforcing the masonry retaining wall 20, as a preparatory step, first, the work of assembling the tubular reinforcing member 10 is performed. Specifically, the check valve (check valve mechanism) 5 is installed at the rear end of the leading pipe 2 . An injection tube (for example, φ10 mm) for injecting a fixing material (cement, cement, etc.) is detachably attached to the check valve 5 . The injection tube is passed through the trailing tube 3 and the coupler 4 in advance. After that, the trailing pipe 3 is connected to the leading pipe 2 via a coupler 4 . At this time, alignment is performed so that the holes 2a and 3a open in substantially the same direction. On the other hand, the leading pipe 2 is covered almost entirely with the packer member 6, and the mouth (opening) that opens in the vicinity of the coupler 4 is closed with a binding band (not shown) such as an Insulok, thereby forming the tubular shape. The work of assembling the reinforcing member 10 is completed.

前記準備が整った段階で、前記管状の補強部材１０を安定した姿勢で挿入して位置決めするべく、前記築石層２１の表面から水平方向やや斜め上方へ向けた姿勢でコアドリルを打ち込んで削孔し、築石をくり抜いて掘削孔１８（例えば、削孔径６５ｍｍ程度）を斜め上向き方向に形成する。次に、前記掘削孔１９を利用して、ボーリングマシン（ドリフター等の削孔機）により栗石層２２、地山層２３を順に削孔し、前記掘削孔１８よりも一回り小さい掘削孔１９（例えば、削孔径５０ｍｍ程度）を斜め上向き方向に３ｍ弱程度の長さ形成する。 At the stage where the preparations are completed, a core drill is drilled by driving a core drill in a posture slightly upward in the horizontal direction from the surface of the built stone layer 21 in order to insert and position the tubular reinforcing member 10 in a stable posture. Then, an excavation hole 18 (for example, a drilling diameter of about 65 mm) is formed obliquely upward by hollowing out the built-up stone. Next, using the excavation hole 19, a boring machine (drilling machine such as a drifter) is used to excavate the cobblestone layer 22 and the natural ground layer 23 in order, and the excavation hole 19 (which is one size smaller than the excavation hole 18) For example, a drilled hole with a diameter of about 50 mm) is formed obliquely upward with a length of about 3 m.

なお、本実施例では、図２が分かりやすいように、築石２１自身を貫通させる削孔作業を行っているが、これに限定されず、本発明を適用する石積擁壁２０の形態等を勘案した構造設計に応じて適宜設計変更可能である。要するに、前記管状の補強部材１０を安定した状態で挿入し、位置決めすることができれば、削孔手段は特に問わない。例えば、築石（間知石）２１同士の隙間（目地部）、或いは既設の水抜き孔を利用して前記管状の補強部材１０の位置決め作業を行う場合は、前記築石２１自身を貫通させる必要はないのでコアドリルによる削孔作業は省略できる。
また、前記掘削孔１８、１９を合わせた長さは勿論３ｍ程度に限定されず、構造設計に応じて適宜設計変更可能である。例えば、先導管２と後続管３との境界部に位置する逆止弁機構５を地山層２３寄り、或いは仮想すべり線Ｓよりも背後の地山層２３に位置決めすることにより、先導管２に設けた孔２ａは確実に排出孔２ａの役割を果たす等の諸条件を適宜勘案して構造設計を行う。 In this embodiment, for the sake of easy understanding of FIG. 2, drilling work is performed to penetrate the stone 21 itself. The design can be appropriately changed according to the structural design taken into consideration. In short, as long as the tubular reinforcing member 10 can be stably inserted and positioned, the drilling means is not particularly limited. For example, when positioning the tubular reinforcing member 10 using a gap (joint portion) between the stones 21 or an existing drainage hole, the stones 21 themselves are made to penetrate. Since it is not necessary, drilling work with a core drill can be omitted.
Also, the total length of the excavated holes 18 and 19 is, of course, not limited to about 3 m, and can be appropriately changed in design according to the structural design. For example, by positioning the check valve mechanism 5 located at the boundary between the leading pipe 2 and the trailing pipe 3 in the rock layer 23 side or behind the imaginary slip line S, the leading pipe 2 The structure is designed by appropriately considering various conditions, such as the hole 2a provided in the inner wall of the hole 2a surely playing the role of the discharge hole 2a.

次に、前記ボーリングマシンにより斜め上向き方向に掘削した掘削孔１９の跡に、上記構成の管状の補強部材１０を斜め上向き方向に挿入し、位置決めする。前記管状の補強部材１０は、有孔管１（先導管２と後続管３）の外径（２８．５ｍｍ程度）が、前記掘削孔１９の削孔径（５０ｍｍ程度）よりも小さいことはもとより、先導管２に装着したパッカー部材６（外径が５０ｍｍ程度）は定着材で膨張させる前の状態で、前記掘削孔１９の削孔径（５０ｍｍ程度）よりも小さいので、スムーズな挿入、位置決め作業を行うことができる。 Next, the above-described tubular reinforcing member 10 is inserted obliquely upward into the hole 19 excavated obliquely upward by the boring machine and positioned. In the tubular reinforcing member 10, the outer diameter (approximately 28.5 mm) of the perforated pipe 1 (the leading pipe 2 and the trailing pipe 3) is smaller than the drilling diameter (approximately 50 mm) of the drilled hole 19. The packer member 6 (with an outer diameter of about 50 mm) attached to the leading pipe 2 is smaller than the bore diameter (about 50 mm) of the excavation hole 19 before being expanded by the fixing material, so smooth insertion and positioning work can be performed. It can be carried out.

前記管状の補強部材１０の位置決め作業を終えた後、グラウトポンプにより前記注入用チューブを通じて地山層２３側の有孔管１（本実施例では先導管２）にグラウト（定着材）を圧送する。圧送されたグラウトは、逆止弁機構５により逆流することなく先導管２の管内の全長、ひいては先導管の排出孔２ａを通じて外部（前記パッカー部材６の内部）へ排出される。
前記グラウトが前記パッカー部材６の内部を充填（充満）させたことでグラウト注入作業を終了し、しかる後、前記注入用チューブを前記逆止弁機構５から引き抜いて有孔管１から撤去し、もって、１本の管状の補強部材１０の設置作業を終了する。なお、グラウトの充填状況は目視で確認できないのでグラウト注入量（体積）等で管理を行う。 After the positioning work of the tubular reinforcing member 10 is completed, the grout (fixing material) is pressure-fed to the perforated pipe 1 (in this embodiment, the leading pipe 2) on the ground layer 23 side through the injection tube by a grout pump. . The pressure-fed grout is discharged to the outside (inside the packer member 6) through the entire length of the inside of the pipe 2 and eventually through the discharge hole 2a of the pipe without backflow by the check valve mechanism 5.
The grout filling (filling) the inside of the packer member 6 with the grout completes the grouting operation, and after that, the injection tube is pulled out from the check valve mechanism 5 and removed from the perforated pipe 1, Thus, the work for installing one tubular reinforcing member 10 is completed. Since the grouting condition cannot be visually confirmed, the grouting amount (volume) is controlled.

続いて、上記段落［００２２］～［００２６］で説明した手法を、位置決めする管状の補強部材１０の本数（例えば、石積擁壁２０を平面的に見て１～２ｍ２毎に１本ずつ。図２参照）に応じて繰り返し行い、もって、石積擁壁２０の補強工法を終了する。 Subsequently, the method described in paragraphs [0022] to [0026] is applied to the number of tubular reinforcing members 10 to be positioned (for example, one per 1 to 2 m 2 of the masonry retaining wall 20 in plan view). (see FIG. 2), and then the reinforcement construction method for the masonry retaining wall 20 is completed.

なお、本実施例では、一例として、図１、図２に示したように、前記管状の補強部材１０の基端部を外部（手前側）へ少し突き出せ、前記突き出し部に受圧板（固定プレート）１１をボルト、又は溶接等の接合手段で接合することにより前記石積擁壁２０を支圧する構成で実施している。具体的に、前記ボルトを用いて接合する場合、前記管状の補強部材１０の基端部に形成した雌ねじ部に前記ボルトをねじ込んで接続し、前記接続したボルトに前記受圧板１１（の中央に形成した孔）を通した上で（必要に応じてスペーサー１３を介して）ナット１２をねじ込み締結する（図６参照）。この手段は、図７に示したように、前記築石層２１の内部に段差を設けて形成することにより、同様の構造を実現することもできる。石積擁壁２０の表面を覆う被覆ネットを鋼線、ワイヤロープ、又は樹脂材料を用いて張設する等の工夫は適宜行われるところである。
また、図８に示したように、前記受圧板１１をより強固に固定するべく、削孔した築石２１と隣接する築石２１とを目地部を利用してグラウトや接着材等の固着材１４で固着させ、削孔した築石２１の周辺の固着材１４の全体で石積擁壁２０を補強する構造で実施することもできる。
さらには、図９に示したように、管状の補強部材１０の管軸の周方向に略等間隔に形成された複数本の線状のスリットを設け、周方向に隣接する線状のスリット同士の間の部位を管軸方向から見て放射状に膨らむように拡径して引き抜き抵抗部１５を形成することにより、石積擁壁２０を補強する構造で実施することもできる。 In this embodiment, as an example, as shown in FIGS. 1 and 2, the proximal end portion of the tubular reinforcing member 10 is slightly protruded to the outside (front side), and the pressure receiving plate (fixing plate) is attached to the protruding portion. ) 11 by means of joining means such as bolts or welding to support the masonry retaining wall 20 . Specifically, when the bolt is used for joining, the bolt is screwed into a female threaded portion formed in the base end portion of the tubular reinforcing member 10 to connect, and the connected bolt is attached to the pressure receiving plate 11 (at the center of the pressure plate 11). After passing through the formed hole), the nut 12 is screwed (via a spacer 13 as necessary) and tightened (see FIG. 6). As shown in FIG. 7, this means can also realize a similar structure by providing a step inside the stone layer 21 . Ingenuity, such as stretching the covering net covering the surface of the masonry retaining wall 20 using steel wire, wire rope, or resin material, is being carried out as appropriate.
Further, as shown in FIG. 8, in order to more firmly fix the pressure receiving plate 11, a bonding material such as grout or adhesive is applied to the drilled stone 21 and the adjacent stone 21 using joints. It is also possible to implement a structure in which the masonry retaining wall 20 is reinforced by the entire fixing material 14 around the drilled stone 21 fixed at 14 .
Furthermore, as shown in FIG. 9, a plurality of linear slits are provided in the circumferential direction of the tube axis of the tubular reinforcing member 10 at substantially equal intervals, and linear slits adjacent to each other in the circumferential direction are provided. It is also possible to implement a structure that reinforces the masonry retaining wall 20 by forming pull-out resistance portions 15 by enlarging the diameter of the portion between them so as to swell radially when viewed from the pipe axis direction.

したがって、上記した石積擁壁２０の補強工法で施工した補強構造は、逆止弁機構５を備えた有孔管１で、かつ前記地山層２３側にパッカー部材６を装着した複数本の管状の補強部材１０が、前記築石層２１から前記栗石層２２を介して前記地山層２３へ向けて斜め上方に傾斜して排水可能な状態で位置決めされる。と共に、前記パッカー部材６の内部は前記逆止弁機構５を通じて前記孔２ａから排出された定着材（グラウト）が充填される。 前記パッカー部材６の内部に充填（充満）された定着材（グラウト）は、経時的に、前記パッカー部材６から前記掘削孔１９へ略均等に染み出し、その周辺の地山層２３と一体化した筒状の定着層体が形成される。そうすると、筒状の定着層体が耐震補強効果を発揮すると共に、引き抜き抵抗効果も発揮するので、前記管状の補強部材１０は安定した斜め上向きの姿勢を保持することができ、前記後続管３に設けた孔（取り込み孔）３ａは、地下水や雨水を後続管３に良好に導き、排水機能を確実に発揮することができる。 Therefore, the reinforcement structure constructed by the reinforcement construction method for the masonry retaining wall 20 described above is a perforated pipe 1 equipped with a check valve mechanism 5, and a plurality of tubular pipes equipped with packer members 6 on the rock layer 23 side. The reinforcing member 10 of is inclined upward from the rock layer 21 toward the natural ground layer 23 via the cobblestone layer 22 and is positioned in a state in which water can be drained. At the same time, the interior of the packer member 6 is filled with the fixing material (grout) discharged from the hole 2 a through the check valve mechanism 5 . The fixing material (grout) filled (filled) inside the packer member 6 seeps out substantially uniformly from the packer member 6 to the excavation hole 19 over time, and integrates with the ground layer 23 around it. A fixed cylindrical fixing layer is formed. As a result, the tubular fixing layer body exerts a seismic reinforcing effect and also exerts a pulling-out resistance effect, so that the tubular reinforcing member 10 can maintain a stable obliquely upward posture, and the trailing pipe 3 is supported. The provided hole (take-in hole) 3a satisfactorily guides groundwater and rainwater to the trailing pipe 3, and can reliably exhibit a drainage function.

以上、実施例を図面に基づいて説明したが、本発明は、図示例の限りではなく、その技術的思想を逸脱しない範囲において、当業者が通常に行う設計変更、応用のバリエーションの範囲を含むことを念のために言及する。
例えば、図１０に示したように、前記後続管３の一部又は全長にわたって、鋼製の孔開き排水管１６（例えば外径が前記掘削孔１９と同等の５０ｍｍ）を外嵌めする構成で設けることにより、後続管３を補強して排水効果をより高める等の工夫は適宜行われるところである。
最後に、本実施例では石積擁壁２０を中心に説明したが、石垣にも適用可能であることを念のため特記しておく。 Although the embodiments have been described above with reference to the drawings, the present invention is not limited to the illustrated examples, and includes the range of design changes and application variations that are normally made by those skilled in the art within the scope that does not deviate from the technical idea of the present invention. Just to be sure.
For example, as shown in FIG. 10, a perforated steel drainage pipe 16 (for example, an outer diameter of 50 mm equivalent to that of the excavated hole 19) is fitted over a portion of or the entire length of the trailing pipe 3. Therefore, it is appropriate to take measures such as reinforcing the trailing pipe 3 to further enhance the drainage effect.
Finally, in the present embodiment, the masonry retaining wall 20 has been mainly described, but it should be noted that the present invention can also be applied to stone walls.

１ 有孔管
２ 先導管
２ａ 孔（排出孔）
３ 後続管
３ａ 孔（取り込み孔）
４ カプラー
５ 逆流弁機構（逆流防止部材）
６ パッカー部材
１０ 管状の補強部材
１０’ 管状の補強部材
１１ 受圧板
１２ ナット
１３ スペーサー
１４ 固着材
１５ 引き抜き抵抗部
１６ 排水管
１８ 掘削孔
１９ 掘削孔
２０ 石積擁壁
２１ 築石層（築石）
２２ 栗石層
２３ 地山層
Ｌ２ 先導管の全長
Ｌ３ 後続管の全長
Ｓ 仮想すべり線 1 perforated pipe 2 leading pipe 2a hole (discharge hole)
3 trailing pipe 3a hole (take-in hole)
4 coupler 5 backflow valve mechanism (backflow prevention member)
6 Packer member 10 Tubular reinforcing member 10' Tubular reinforcing member 11 Pressure receiving plate 12 Nut 13 Spacer 14 Fixing material 15 Pull-out resistance part 16 Drainage pipe 18 Excavation hole 19 Excavation hole 20 Masonry retaining wall 21 Built stone layer (built stone)
22 Cobble stone layer 23 Ground layer L2 Total length of leading pipe L3 Total length of trailing pipe S Virtual slip line

Claims (6)

築石層の背後に栗石層を介して地山層を備えた石積擁壁の補強構造において、
逆止弁機構を備えた有孔管で、かつ前記地山層側にパッカー部材を装着した管状の補強部材が、前記築石層から前記地山層へ向けて斜め上方に傾斜して排水可能な状態で位置決めされていると共に、前記パッカー部材の内部は前記逆止弁機構を通じて前記孔から排出された定着材が充填されていることを特徴とする、石積擁壁の補強構造。 In the reinforcement structure of the masonry retaining wall with the ground layer behind the stone layer through the cobble stone layer,
A tubular reinforcing member, which is a perforated pipe having a check valve mechanism and is equipped with a packer member on the side of the natural layer, is capable of draining water from the rock layer to the natural layer while slanting upward. The reinforcing structure of a masonry retaining wall, characterized in that the packer member is positioned in a stable state and the inside of the packer member is filled with the fixing material discharged from the hole through the check valve mechanism. 前記逆止弁機構は、前記管状の補強部材の地山層に位置するように設けられていることを特徴とする、請求項１に記載した石積擁壁の補強構造。 2. The reinforcing structure for a masonry retaining wall according to claim 1, wherein said check valve mechanism is provided so as to be positioned in the rock layer of said tubular reinforcing member. 前記逆止弁機構は、仮想すべり線よりも背後の地山層に位置するように設けられていることを特徴とする、請求項１に記載した石積擁壁の補強構造。 2. The reinforcing structure for a masonry retaining wall according to claim 1, wherein said check valve mechanism is provided so as to be positioned in a rock layer behind the imaginary slip line. 前記パッカー部材は、前記定着材が若干染み出る材質であることを特徴とする、請求項１～３のいずれか１項に記載した石積擁壁の補強構造。 The reinforcing structure for a masonry retaining wall according to any one of claims 1 to 3, wherein the packer member is made of a material through which the fixing material slightly exudes. 築石層の背後に栗石層を介して地山層を備えた石積擁壁の補強工法において、
逆止弁機構を有する有孔管で、かつ前記地山層側にパッカー部材を装着した管状の補強部材を前記築石層から前記地山層へ向けて斜め上方に傾斜させて挿入し、排水可能な状態で位置決めすること、
前記管状の補強部材の中空部から前記逆止弁機構を通じて排出した定着材で前記パッカー部材の内部を充填することを特徴とする、石積擁壁の補強工法。 In the reinforcement construction method of the masonry retaining wall with the ground layer behind the stone layer through the cobble stone layer,
A tubular reinforcing member, which is a perforated pipe having a check valve mechanism and is equipped with a packer member on the rock layer side, is inserted obliquely upward from the rock layer toward the rock layer to drain water. be positioned as possible,
A reinforcement construction method for a masonry retaining wall, wherein the inside of the packer member is filled with the fixing material discharged from the hollow portion of the tubular reinforcing member through the check valve mechanism. 築石層の背後に栗石層を介して地山層を備えた石積擁壁の補強構造に用いられる管状の補強部材であって、
逆止弁機構を備えた有孔管で、かつ前記地山層側に定着材が充填されるためのパッカー部材が装着されていることを特徴とする、管状の補強部材。 A tubular reinforcing member used for a reinforcing structure of a masonry retaining wall having a ground layer behind an artificial stone layer via a cobblestone layer,
A tubular reinforcing member which is a perforated pipe having a check valve mechanism, and is characterized by being fitted with a packer member for filling a fixing material into the ground layer side.
JP2022027014A 2022-02-24 2022-02-24 Reinforcement structure and reinforcement method of masonry retaining wall as well as tubular reinforcement member Pending JP2023123131A (en)

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