JP6128456B1 - Construction method of decorative covering protective wall for reinforced embankment wall - Google Patents
Construction method of decorative covering protective wall for reinforced embankment wall Download PDFInfo
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Abstract
【課題】保護壁パネルが初期に構築された位置を確実に維持することができる補強盛土壁の化粧被覆保護壁構築方法を提供する。【解決手段】補強盛土壁の化粧被覆保護壁構築方法は、盛土材に補強材２を介在させて構築された補強盛土壁４の壁面を化粧被覆保護する保護壁７を構築するものであって、保護壁パネル６を支柱５に取り付け、ピストン１３を備える油圧式のシリンダー８により、支柱５と補強盛土壁４とを連結し、強盛土壁４の壁面が概ね１年から３年経過する間に６０ｍｍ程度極めてゆっくりとした速度で孕み出る変位をシリンダー８とピストン１３の超低速度下での伸縮無抵抗作動効果により自動的に吸収し、かつ、台風や地震時に瞬間的に保護壁パネル６に作用する荷重をピストン１３の瞬間移動によるシリンダー８の内圧の瞬時高圧化に伴い、ピストン１３の移動がロック状態となることにより、補強盛土壁４に伝達することで保護壁パネル６の初期の構築位置を維持できる。【選択図】図１A method for constructing a decorative covering protective wall for a reinforced embankment wall that can reliably maintain the position where the protective wall panel was initially constructed is provided. A method for constructing a decorative covering protective wall for a reinforced embankment wall is to construct a protective wall 7 that protects a wall of a reinforced embankment wall 4 constructed by interposing a reinforcing material 2 in a embankment material. The protective wall panel 6 is attached to the column 5 and the column 5 and the reinforced embankment wall 4 are connected by the hydraulic cylinder 8 provided with the piston 13, and the wall surface of the strong embankment wall 4 is approximately 1 to 3 years. Displacement that squeezes out at a very slow speed of about 60 mm is automatically absorbed by the expansion and non-resistance operation effect of the cylinder 8 and piston 13 under the ultra-low speed, and the protective wall panel 6 is instantaneously applied during a typhoon or earthquake. As the internal pressure of the cylinder 8 is instantaneously increased due to the instantaneous movement of the piston 13, the movement of the piston 13 is locked to transmit the load acting on the reinforced embankment wall 4. It can maintain the build position of the period. [Selection] Figure 1
Description
本発明は、補強盛土壁の化粧被覆保護壁構築方法に関するものである。 The present invention relates to a method for constructing a decorative covering protective wall for a reinforced embankment wall.
従来から、道路等を構築するためにコンクリート擁壁や補強盛土壁の施工が行われている。
補強盛土壁の代表的な構築方法として、テールアルメ工法、多数アンカー工法、及びジオテキスタイル工法が開示されている（例えば、非特許文献１）。
テールアルメ工法は、図１（ａ）に示すように、基礎コンクリートの上に構築された壁面材に複数の帯状鋼材を取り付け、盛土を敷き詰めることで、補強盛土壁を構築する。多数アンカー工法は、図１（ｂ）に示すように、基礎コンクリートの上に構築された壁面材に、アンカーを設けたタイバー（丸鋼）を取り付け、盛土を敷き詰めることで、補強盛土壁を構築する。ジオテキスタイル工法は、図１（ｃ）に示すように、壁面材に合成高分子からなる網を高さ方向に複数設け、盛土を敷き詰めることで、補強盛土壁を構築する。
Conventionally, concrete retaining walls and reinforced embankment walls have been constructed to construct roads and the like.
As a typical construction method of a reinforced embankment wall, a tail arme method, a multi-anchor method, and a geotextile method are disclosed (for example, Non-Patent Document 1).
As shown in FIG. 1 (a), the tail arme construction method constructs a reinforced embankment wall by attaching a plurality of strip steel materials to a wall surface material constructed on foundation concrete and spreading the embankment. As shown in Fig. 1 (b), the multi-anchor construction method builds a reinforced embankment wall by attaching tie bars (round steel) with anchors to the wall material constructed on the foundation concrete and spreading the embankment. To do. As shown in FIG. 1 (c), the geotextile construction method constructs a reinforced embankment wall by providing a plurality of nets made of synthetic polymer in the height direction on the wall material and spreading the embankment.
上述した３つの補強盛土壁の構築方法により構築した補強盛土壁に対して載荷試験を行い、これらの壁体の挙動を観察した結果を図２に示した。なお、載荷試験は、いずれの構築方法も同条件（補強土高さ：４．５ｍ、幅：３．０ｍ、壁面材：３．２ｍｍ鋼板、盛土材料：同一材料、同一企画）で行われたものである。
テールアルメ工法やアンカー工法で構築された補強盛土壁は、約６〜８ｍｍだけ前方に変位していることがわかる。一方、ジオテキスタイル工法で構築された補強盛土壁は、約３０ｍｍ程度前方に変位し、ジオテキスタイル工法で構築された補強盛土壁が、最も変位量が大きいことが分かる。
このように、補強盛土壁の壁面が前方に孕み出し、変形すると、外観上好ましくないことに加え、長年、補強盛土壁の壁面材に荷重が加わることにより、壁面材に歪みや亀裂が生じ、地震により、壁面材に大きな荷重が加わった場合、壁面材が破壊するおそれがある。
A loading test was performed on the reinforced embankment walls constructed by the above-described three reinforced embankment construction methods, and the results of observing the behavior of these wall bodies are shown in FIG. The loading test was performed under the same conditions (reinforcement soil height: 4.5 m, width: 3.0 m, wall surface material: 3.2 mm steel plate, embankment material: same material, same plan) for all construction methods. Is.
It can be seen that the reinforced embankment wall constructed by the tail arme method or the anchor method is displaced forward by about 6 to 8 mm. On the other hand, the reinforced embankment constructed by the geotextile method is displaced about 30 mm forward, and the reinforced embankment constructed by the geotextile method has the largest displacement.
In this way, when the wall surface of the reinforced embankment wall swells forward and deforms, in addition to being unfavorable in appearance, many years, a load is applied to the wall material of the reinforced embankment wall, resulting in distortion and cracks in the wall material, If a large load is applied to the wall material due to an earthquake, the wall material may be destroyed.
上記の課題から、二重壁構造を有する補強盛土壁方法が提案されている。この補強盛土壁方法は、補強盛土壁の前方に所定間隔を空けて保護壁パネルを設け、補強盛土壁の壁面材と保護壁パネルを連結ベルトで連結した後、補強盛土壁と保護壁パネルとの間に形成された空間に砕石（砂利）を充填し、砕石層を構築するものである。補強盛土壁と保護壁パネルとの間に空間が形成されることにより、補強盛土壁からの荷重が保護壁パネルに加わりにくいことが特長とされている。また、砕石層は、排水層として機能するため、水はけを向上させることができる。
しかし、補強盛土壁からの荷重が砕石層を介して、保護壁パネルに伝達されるため、保護壁パネルが前方に孕み出し、保護壁パネルの初期の構築位置を確実に維持することはできない。
From the above problems, a reinforced embankment wall method having a double wall structure has been proposed. In this reinforcing embankment wall method, a protective wall panel is provided at a predetermined interval in front of the reinforcing embankment wall, and after connecting the wall material of the reinforcing embankment wall and the protective wall panel with a connecting belt, the reinforcing embankment wall and the protective wall panel The space formed between the two is filled with crushed stone (gravel) to construct a crushed stone layer. A feature is that a space is formed between the reinforced embankment wall and the protective wall panel so that a load from the reinforced embankment wall is not easily applied to the protective wall panel. Moreover, since the crushed stone layer functions as a drainage layer, drainage can be improved.
However, since the load from the reinforced embankment wall is transmitted to the protective wall panel through the crushed stone layer, the protective wall panel swells forward, and the initial construction position of the protective wall panel cannot be reliably maintained.
本発明は、保護壁パネルが初期に構築された位置を確実に維持することができる補強盛土壁の保護壁パネルの構築方法を提供することを目的とする。 An object of this invention is to provide the construction method of the protection wall panel of the reinforced embankment wall which can maintain reliably the position where the protection wall panel was constructed | assembled initially.
本発明の補強盛土壁の化粧被覆保護壁構築方法は、盛土材に補強材を介在させて締め固めて構築された補強盛土壁の壁面を化粧被覆保護する保護壁を構築するものであって、保護壁パネルを予め所定の位置に立設されている支柱に取り付け、支柱と補強盛土壁との間に、補強盛土壁の壁面の孕み出し寸法以上の間隔を確保して、ピストンを備える油圧式のシリンダーを介在させて、支柱と補強盛土壁とを連結し、補強盛土壁の壁面が概ね１年から３年経過する間に６０ｍｍ程度極めてゆっくりとした速度で孕み出る変位をシリンダーとピストンの超低速度下での伸縮無抵抗作動効果により自動的に吸収し、かつ、台風や地震時に瞬間的に保護壁パネルに作用する荷重をピストンの瞬間移動によるシリンダーの内圧の瞬時高圧化に伴い、ピストンの移動がロック状態となることにより、補強盛土壁側に伝達し、保護壁パネルを安全に支保することで、保護壁パネルの初期の構築位置を維持することを特徴とする。 The method of constructing a decorative covering protective wall for a reinforcing embankment wall according to the present invention is to construct a protective wall for protecting the covering of a wall of a reinforcing embankment wall that is constructed by interposing a reinforcing material in a embankment material and compacting, A protective wall panel is attached to a pillar that is erected in advance at a predetermined position, and a space is provided between the pillar and the reinforced embankment wall so as to ensure a space that is greater than the overhanging dimension of the wall of the reinforced embankment wall and is equipped with a piston. The cylinder and piston are connected to each other, and the wall of the reinforced embankment wall swells at a very slow speed of about 60 mm over the course of one to three years. The load that is automatically absorbed by the expansion / resistance resistance operation effect at low speed and instantaneously acts on the protective wall panel in the event of a typhoon or earthquake is accompanied by an instantaneous increase in the internal pressure of the cylinder caused by the instantaneous movement of the piston. By moving of the locked state, and transmitted to the reinforcing embankments wall, by securely 支保 protection wall panels, and maintains the initial build position of the protection wall panel.
本発明の補強盛土壁の保護壁パネルの構築方法は、保護壁パネルと補強盛土壁との間に油圧式のシリンダーを介在させ、保護壁パネルと補強盛土壁とを連結する。
補強盛土壁の壁面が概ね１年から３年経過する間に６０ｍｍ程度極めてゆっくりとした速度で孕み出る変位をシリンダーとピストンの超低速度下での伸縮無抵抗作動効果により自動的に吸収し、かつ、台風や地震時に瞬間的に保護壁パネルに作用する荷重をピストンの瞬間移動によるシリンダーの内圧の瞬時高圧化に伴い、ピストンの移動がロック状態となることにより、補強盛土壁側に伝達し、保護壁パネルを安全に支保する。そのため、保護壁パネルは、初期の構築された状態（位置）が維持される。
このように、保護壁パネルが初期の構築された状態が維持されるため、保護壁全体が前方に傾くことが防止され、補強盛土壁を化粧被覆でき、外観を維持することができることに加え、保護壁パネル（保護壁）が崩壊する等のおそれも回避できる。
The construction method of the protection wall panel of the reinforcement embankment wall of this invention connects a protection wall panel and a reinforcement embankment wall by interposing a hydraulic cylinder between a protection wall panel and a reinforcement embankment wall.
The displacement of the reinforced embankment wall that squeezes out at an extremely slow speed of about 60 mm over the course of approximately one to three years is automatically absorbed by the expansion and non-resistance operation effect of the cylinder and piston under ultra-low speed. In addition, the load acting on the protective wall panel in the event of a typhoon or earthquake is transmitted to the reinforced embankment wall side when the piston movement is locked due to the instantaneous increase in the internal pressure of the cylinder due to the instantaneous movement of the piston. Protect the protective wall panel safely. Therefore, the protection wall panel is maintained in the initial built state (position).
In this way, since the protective wall panel is maintained in the initial built state, the entire protective wall is prevented from being tilted forward, the reinforced embankment wall can be cosmetically covered, and the appearance can be maintained. The possibility that the protective wall panel (protective wall) collapses can be avoided.
本実施形態に係る補強盛土壁の化粧被覆保護壁構築方法（以下、化粧被覆保護壁構築方法と記す。）は、盛土材１に補強材２を介在させて締め固めて構築された補強盛土壁４の壁面を化粧被覆保護する保護壁７を構築するものである。
そして、この化粧被覆保護壁構築方法は、保護壁パネル６を予め所定の位置に立設されている支柱５に取り付け、支柱５と補強盛土壁４との間に、補強盛土壁４の壁面の孕み出し寸法以上の間隔を確保して、ピストン１３を備える油圧式のシリンダー８を介在させて、支柱５と補強盛土壁４とを連結し、補強盛土壁４の壁面が概ね１年から３年経過する間に６０ｍｍ程度極めてゆっくりとした速度で孕み出る変位をシリンダー８とピストン６の超低速度下での伸縮無抵抗作動効果により自動的に吸収する。
さらに、台風や地震時に瞬間的に保護壁パネル６に作用する荷重をピストン６の瞬間移動によるシリンダー８の内圧の瞬時高圧化に伴い、ピストン６の移動がロック状態となることにより、補強盛土壁４側に伝達し、保護壁パネル６を安全に支保することで、保護壁パネル６の初期の構築位置を維持する。
以下、本実施形態に係る化粧被覆保護壁構築方法を、図３及び図４を参照し具体的に説明する。
The method for constructing a decorative covering protective wall of a reinforced embankment wall according to the present embodiment (hereinafter referred to as a decorative covering protective wall constructing method) is a reinforced embankment wall constructed by compacting an embankment material 1 with a reinforcing material 2 interposed therebetween. A protective wall 7 is constructed to protect the wall surface 4 with a decorative covering.
And this makeup | decoration coating | protection protective wall construction method attaches the protective wall panel 6 to the support | pillar 5 stood in advance by the predetermined position, and between the support | pillar 5 and the reinforcement embankment wall 4, the wall surface of the reinforcement embankment wall 4 The space beyond the squeeze dimension is secured, the hydraulic cylinder 8 provided with the piston 13 is interposed, the support column 5 and the reinforcing embankment wall 4 are connected, and the wall surface of the reinforcing embankment wall 4 is approximately 1 to 3 years. The displacement that squeezes out at a very slow speed of about 60 mm during the passage of time is automatically absorbed by the expansion and contraction resistanceless operation effect of the cylinder 8 and the piston 6 at an extremely low speed.
Further, the load acting on the protective wall panel 6 instantaneously in the event of a typhoon or earthquake is accompanied by the instantaneous increase of the internal pressure of the cylinder 8 due to the instantaneous movement of the piston 6, so that the movement of the piston 6 is in a locked state. By transmitting to 4 side and supporting the protective wall panel 6 safely, the initial construction position of the protective wall panel 6 is maintained.
Hereinafter, the decorative covering protective wall construction method according to the present embodiment will be specifically described with reference to FIGS. 3 and 4.
図３は、本実施形態に係る化粧被覆保護壁構築方法により構築された補強盛土壁４及び保護壁７の断面を示している。
まず、金属製枠材（図示しない）を設置し、盛土１（盛土材）を敷き詰め、補強材２を前後方向Ｘに取り付ける（敷き詰める）。補強材２には、例えば、帯状の鋼材、棒状の鋼材、及び合成高分子製の網状鋼材（アラミド繊維をポリエチレンで被覆したグリッド状の補強材）等を使用することができる。
補強材２を取り付けた後、さらに高さ方向Ｙに盛土１を敷き詰める。また、グリッドベルト１１を所定の間隔で、その先端を盛土１の側面から前方に突出させて設ける。このグリッドベルト１１は、ベルト状の補強材であり、先端部分には接続部が形成されている。
この作業を所望の高さとなるまで繰り返し行い、盛土壁を構築する。その後、この盛土壁の前面に壁面材３を取り付けることで、補強盛土壁４を構築する（基礎工完了）。なお、グリッドベルト１１は、壁面材３よりも前方に突出している。
次に、壁面材３の前方に、所定の間隔をあけて支柱５を立設する。そして、保護壁パネル６を支柱５に取り付け、補強盛土壁４の全面に保護壁（化粧被覆保護壁）７を構築し、補強盛土壁４を化粧被覆する。保護壁パネル６には、例えば、高さ方向Ｙの長さが２００ｍｍから３００ｍｍのものを使用できる。本実施形態では、保護壁パネル６は、高さ方向の長さが３００ｍｍのものを使用した例を示す。
なお、所定の間隔とは、補強盛土壁４から、補強盛土壁４の壁面の孕み出し寸法以上の間隔を意味する。
FIG. 3 shows a cross section of the reinforced embankment wall 4 and the protective wall 7 constructed by the decorative covering protective wall construction method according to the present embodiment.
First, a metal frame material (not shown) is installed, the embankment 1 (embankment material) is spread, and the reinforcing material 2 is attached (spread) in the front-rear direction X. As the reinforcing material 2, for example, a strip-shaped steel material, a rod-shaped steel material, a mesh-like steel material made of a synthetic polymer (a grid-shaped reinforcing material in which aramid fibers are covered with polyethylene), or the like can be used.
After attaching the reinforcing material 2, the embankment 1 is further spread in the height direction Y. In addition, the grid belt 11 is provided at a predetermined interval so that the tip thereof protrudes forward from the side surface of the embankment 1. The grid belt 11 is a belt-shaped reinforcing material, and a connection portion is formed at the tip portion.
This work is repeated until the desired height is reached, and the embankment wall is constructed. Then, the reinforced embankment wall 4 is constructed by attaching the wall surface material 3 to the front surface of the embankment wall (completion of foundation work). The grid belt 11 protrudes forward from the wall surface material 3.
Next, the column 5 is erected in front of the wall material 3 with a predetermined interval. And the protective wall panel 6 is attached to the support | pillar 5, the protective wall (decoration covering protective wall) 7 is constructed | assembled in the whole surface of the reinforcement embankment wall 4, and the reinforcement embankment wall 4 is cosmetically covered. For example, the protective wall panel 6 having a length in the height direction Y of 200 mm to 300 mm can be used. In this embodiment, the protection wall panel 6 shows an example in which a length in the height direction is 300 mm.
The predetermined interval means an interval equal to or larger than the protruding dimension of the wall surface of the reinforcing embankment wall 4 from the reinforcing embankment wall 4.
保護壁７を構築した後、支柱５と補強盛土壁４（壁面材３）との間に、ピストン１３を備えるシリンダー８を介在させることで、支柱５と壁面材３とを連結する。シリンダー８には、油圧式のものを使用することができる。
このシリンダー８の両端には、図４に示すように、接続孔８Ａ,８Ｂが形成されている。図５に示すように、接続孔８Ａを介して、ボルト９で締め付けることにより、支柱５とシリンダー８を連結する。同様に、接続孔８Ｂを介して、ボルト１０で締め付けることにより、グリッドベルト１１とシリンダー８を連結する。この際、シリンダー８は、シリンダー８の給油口１２Ａ，１２Ｂが上向きとなるように連結する。シリンダー８を連結した後、給油口１２Ａ，１２Ｂからシリンダー８内に油を注入する。
シリンダー８は、高さ方向Ｙや奥行き方向に複数設け、その個数及び接続位置は、適宜変更する。
支柱５と壁面材３との間に、シリンダー８を介在させることが、本実施形態における化粧被覆保護壁構築方法の大きな特長である。
After constructing the protective wall 7, the column 5 and the wall surface material 3 are connected by interposing the cylinder 8 including the piston 13 between the column 5 and the reinforcing embankment wall 4 (wall surface material 3). The cylinder 8 can be a hydraulic type.
Connection holes 8A and 8B are formed at both ends of the cylinder 8 as shown in FIG. As shown in FIG. 5, the column 5 and the cylinder 8 are coupled by tightening with a bolt 9 through the connection hole 8A. Similarly, the grid belt 11 and the cylinder 8 are coupled by tightening with the bolt 10 through the connection hole 8B. At this time, the cylinder 8 is connected so that the oil supply ports 12A and 12B of the cylinder 8 face upward. After the cylinder 8 is connected, oil is injected into the cylinder 8 from the oil filler ports 12A and 12B.
A plurality of cylinders 8 are provided in the height direction Y and the depth direction, and the number and connection positions thereof are changed as appropriate.
Interposing the cylinder 8 between the support column 5 and the wall surface material 3 is a great feature of the method for constructing the decorative covering protective wall in the present embodiment.
次に、本実施形態に係る化粧被覆保護壁構築方法の作用効果について説明する。
補強盛土壁は、一年間で約３ｃｍ〜６ｃｍ前方に孕み出すだすことが知られている。これを時速に換算すると、約１μｍ／ｈとなる。そのため、補強盛土壁４の壁面材３は、極めてゆっくりとした速度で、前方に徐々に孕み出す。本実施形態で使用するシリンダー８とピストン６との間には、必ず隙間が形成されており、この隙間から油がしみ出すようにリークする。上述の通り、補強盛土壁４の壁面材３は、約１μｍ／ｈで孕み出し、ピストン６が伸縮することで、油が少しずつリークし、シリンダー８とピストン６間には圧力が発生しない。つまり、ピストン６は、無抵抗の状態で伸縮し、作動する。本実施形態では、上記の効果を「伸縮無抵抗作動効果」とよぶ。
Next, the effect of the makeup | decoration covering protective wall construction method which concerns on this embodiment is demonstrated.
It is known that the reinforced embankment spills out about 3 cm to 6 cm forward in one year. When this is converted into speed, it is about 1 μm / h. Therefore, the wall surface material 3 of the reinforcing embankment wall 4 gradually swells forward at an extremely slow speed. A gap is always formed between the cylinder 8 and the piston 6 used in the present embodiment, and the oil leaks so as to ooze out from the gap. As described above, the wall material 3 of the reinforcing embankment wall 4 squeezes out at about 1 μm / h, and the piston 6 expands and contracts, so that oil leaks little by little and no pressure is generated between the cylinder 8 and the piston 6. That is, the piston 6 expands and contracts in a non-resistance state and operates. In the present embodiment, the above effect is referred to as “stretching / non-resistance operation effect”.
壁面材３（補強盛土壁４）が前方に孕み出すと、補強盛土壁４からの変位がシリンダー８に伝わる。この変位は、極めてゆっくりとシリンダー８に加わる。そうすると、シリンダーとピストンの超低速度下での伸縮無抵抗作動効果により自動的に吸収し、この変位は保護壁パネル６にほとんど伝達されない。
そのため、保護壁パネル６は、初期の構築された状態（位置）で維持することができる。
保護壁パネル６が初期の構築された状態が維持されるため、保護壁７全体が前方に傾くことが防止され、補強盛土壁を化粧被覆でき、外観を維持することができることに加え、保護壁パネル６（保護壁７）が崩壊する等のおそれも回避できる。
When the wall surface material 3 (reinforced embankment wall 4) bulges forward, the displacement from the reinforced embankment wall 4 is transmitted to the cylinder 8. This displacement is applied to the cylinder 8 very slowly. If it does so, it will absorb automatically by the expansion-and-resistance non-resistance action effect under the super-low speed of a cylinder and a piston, and this displacement will hardly be transmitted to protection wall panel 6.
Therefore, the protective wall panel 6 can be maintained in the initial constructed state (position).
Since the protection wall panel 6 is maintained in the initial built state, the entire protection wall 7 is prevented from being tilted forward, the reinforced embankment wall can be covered with a makeup, and the appearance can be maintained. The possibility that the panel 6 (protective wall 7) collapses can be avoided.
保護壁パネル６（保護壁７）には、台風や地震によって、前後方向Ｘから荷重が加わる。
前後方向Ｘから保護壁パネル６に荷重が加わった場合、シリンダー８は、ピストン１３の瞬間移動によるシリンダー８の内圧の瞬時高圧化に伴い、ピストン１３の移動がロック状態となる。ピストン１３の移動がロック状態となることにより、保護壁パネル６への荷重は補強盛土壁４側に伝達され、保護壁パネル６を安全に支保することができる。
この場合も、保護壁７全体が前方に傾くことが防止され、補強盛土壁を化粧被覆でき、外観を維持することができることに加え、保護壁パネル６（保護壁７）が崩壊する等のおそれも回避できる。
A load is applied to the protective wall panel 6 (protective wall 7) from the front-rear direction X by a typhoon or an earthquake.
When a load is applied to the protective wall panel 6 from the front-rear direction X, the cylinder 8 is locked in the movement of the piston 13 as the internal pressure of the cylinder 8 is instantaneously increased by the instantaneous movement of the piston 13. When the movement of the piston 13 is locked, the load on the protective wall panel 6 is transmitted to the reinforcing embankment wall 4 side, and the protective wall panel 6 can be safely supported.
In this case as well, the entire protective wall 7 is prevented from being tilted forward, the reinforced embankment wall can be covered with makeup, the appearance can be maintained, and the protective wall panel 6 (protective wall 7) may collapse. Can also be avoided.
本実施形態に係る化粧被覆保護壁構築方法では、保護壁パネル６と補強盛土壁４との間に砕石（砂利）を充填する必要がないため、保護壁パネル６と補強盛土壁４との間に砕石が充填されている場合と比較し、保護壁７を安価に構築できる。 In the decorative covering protective wall construction method according to the present embodiment, it is not necessary to fill crushed stone (gravel) between the protective wall panel 6 and the reinforced embankment wall 4, and therefore, between the protective wall panel 6 and the reinforced embankment wall 4. Compared with the case where crushed stone is filled in, the protective wall 7 can be constructed at a low cost.
従来の保護壁構築方法のように、保護壁パネルと補強盛土壁との間に砕石が充填されている場合、充填されて構築された砕石層を介して、補強盛土壁からの荷重が保護壁パネルに加わる。
本実施形態に係る化粧被覆保護壁構築方法では、保護壁パネル６と補強盛土壁４との間に砕石は充填されていないため、補強盛土壁４からの荷重は、保護壁パネル６に加わることがない。そのため、保護壁パネル６が初期の構築された状態を維持でき、保護壁パネル６を安全に支保することができる。
また、保護壁パネル６と壁面材３との間に形成された空間は、排出路として機能するため、水はけが良い。
When the crushed stone is filled between the protective wall panel and the reinforced embankment wall as in the conventional method of constructing the protective wall, the load from the reinforced embankment wall is protected through the crushed stone layer that has been filled and constructed. Join the panel.
In the decorative covering protective wall construction method according to the present embodiment, crushed stone is not filled between the protective wall panel 6 and the reinforced embankment wall 4, so that the load from the reinforced embankment wall 4 is applied to the protective wall panel 6. There is no. Therefore, the protection wall panel 6 can maintain the initial constructed state, and the protection wall panel 6 can be safely supported.
Moreover, since the space formed between the protective wall panel 6 and the wall surface material 3 functions as a discharge path, drainage is good.
以上、本実施形態について説明したが、これ以外にも、本発明の主旨を逸脱しない限り、上記実施の形態で挙げた構成を取捨選択したり、他の構成に適宜変更することが可能である。 Although the present embodiment has been described above, the configuration described in the above embodiment can be selected or changed to other configurations as appropriate without departing from the gist of the present invention. .
１ 盛土（盛土材料）
２ 補強材
３ 壁面材
４ 補強盛土壁
５ 支柱
６ 保護壁パネル
７ 保護壁（化粧被覆保護壁）
８ シリンダー
９，１０ ボルト
１１ グリッドベルト
１２Ａ，１２Ｂ 給油口
１３ ピストン
Ｘ 前後方向
Ｙ 高さ方向
1 Filling (filling material)
2 Reinforcing Material 3 Wall Material 4 Reinforced Embankment Wall 5 Strut 6 Protective Wall Panel 7 Protective Wall (Coating Wall)
8 Cylinder 9, 10 Bolt 11 Grid belt 12A, 12B Lubrication port 13 Piston X Front-rear direction Y Height direction
Claims (1)
保護壁パネルを、予め所定の位置に立設されている支柱に取り付け、
前記支柱と前記補強盛土壁との間に、前記補強盛土壁の壁面の孕み出し寸法以上の間隔を確保して、ピストンを備える油圧式のシリンダーを介在させて、前記支柱と前記補強盛土壁とを連結し、
前記補強盛土壁の壁面が概ね１年から３年経過する間に６０ｍｍ程度極めてゆっくりとした速度で孕み出る変位を、前記シリンダーと前記ピストンの超低速度下での伸縮無抵抗作動効果により自動的に吸収し、かつ、台風や地震時に瞬間的に前記保護壁パネルに作用する荷重を、前記ピストンの瞬間移動による前記シリンダーの内圧の瞬時高圧化に伴い、前記ピストンの移動がロック状態となることにより、前記補強盛土壁側に伝達し、前記保護壁パネルを安全に支保することで、前記保護壁パネルの初期の構築位置を維持する、
ことを特徴とする補強盛土壁の化粧被覆保護壁構築方法。 A method for constructing a decorative covering protective wall for a reinforcing embankment wall, which constructs a protective wall for protecting and covering the wall surface of a reinforcing embankment wall constructed by compacting a reinforcing material with a reinforcing material interposed therebetween,
Attach the protective wall panel to a column that is erected in advance at a predetermined position,
Between the strut and the reinforcing embankment wall, a space larger than the protruding dimension of the wall surface of the reinforcing embankment wall is secured, and a hydraulic cylinder provided with a piston is interposed between the strut and the reinforcing embankment wall. Concatenate
The displacement of the reinforced embankment wall that squeezes out at an extremely slow speed of about 60 mm over the course of one to three years is automatically caused by the expansion and non-resistance operation effect of the cylinder and the piston under the extremely low speed. As the internal pressure of the cylinder is instantaneously increased due to the instantaneous movement of the piston, the movement of the piston is locked. By transmitting to the reinforcing embankment wall side and maintaining the protective wall panel safely, the initial construction position of the protective wall panel is maintained.
A method for constructing a decorative covering protective wall for a reinforced embankment wall.
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