JP2008133682A - Construction method of banking structure - Google Patents

Construction method of banking structure Download PDF

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Publication number
JP2008133682A
JP2008133682A JP2006321523A JP2006321523A JP2008133682A JP 2008133682 A JP2008133682 A JP 2008133682A JP 2006321523 A JP2006321523 A JP 2006321523A JP 2006321523 A JP2006321523 A JP 2006321523A JP 2008133682 A JP2008133682 A JP 2008133682A
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precast concrete
panel
hole
concrete panel
tension rod
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JP2006321523A
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Fumio Yamada
文男 山田
Katsuyuki Hirahara
勝行 平原
Takanobu Tsukimachi
隆信 月待
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KANKYO SYSTEM KK
NISHI NIPPON SPC KK
SHIKOKU SPC KK
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KANKYO SYSTEM KK
NISHI NIPPON SPC KK
SHIKOKU SPC KK
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Priority to JP2006321523A priority Critical patent/JP2008133682A/en
Publication of JP2008133682A publication Critical patent/JP2008133682A/en
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  • Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)

Abstract

<P>PROBLEM TO BE SOLVED: To provide a construction method of a banking structure for preventing longitudinal positional dislocation and an inclination or overturning of a panel for constituting a retaining wall. <P>SOLUTION: This construction method of the banking structure is composed of a process of arranging a precast concrete panel 4 on a foundation block 3 in a lower part of the slope natural ground 2, a process of fixing the precast concrete panel 4 to the foundation block 3 by a hollow tension rod 16 inserted into a through-hole 22 of the precast concrete panel, a process of injecting and tensioning grout 34 into the through-hole 22 of the precast concrete panel by the hollow tension rod 16, a process of inputting a banking material 6 between the precast concrete panel 4 and the slope natural ground 2, and a process of laying a reinforcing material 22 on an upper surface of the banking material 6. The retaining wall 5 of the predetermined height and a banking layer 7 of layering the banking material 6 in a multistage shape, are formed by successively repeating these whole processes. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

本願発明は盛土構造物の構築方法に関するものである。   The present invention relates to a method for constructing a banking structure.

従来の盛土構造物としては、例えば特開２００４−２４２１８６号公報の発明が知られている。この盛土構造物は斜面地山の下部における基礎ブロックに壁面パネルが積み重ねられ、この壁面パネルと斜面地山との間に、補強材を介在させて盛土材が多段状に積層されて構成されている。そして、壁面パネルは貫通孔に挿入された連結部材によって上下方向に緊結されて基礎ブロックに固定されている。
特開２００４−２４２１８６号公報 As a conventional embankment structure, for example, the invention of JP-A-2004-242186 is known. In this embankment structure, wall panels are stacked on the foundation block at the lower part of the slope ground, and the bank is laminated in multiple stages with a reinforcing material between the wall panel and the slope ground. . The wall panel is fastened in the vertical direction by a connecting member inserted into the through hole and fixed to the foundation block.
JP 2004-242186 A

しかし、上記の盛土構造物は、貫通孔に挿入された連結部材によって上下方向に緊結されて基礎ブロックに固定された壁面パネルが、連結部材の緊結力の低下などによって前後の位置ズレや傾きを起こしたり、あるいは転倒が発生するという問題があった。   However, in the above embankment structure, the wall panel fixed in the vertical direction by the connecting member inserted into the through hole and fixed to the foundation block is displaced and tilted forward and backward due to a decrease in the binding force of the connecting member. There has been a problem of causing or falling.

本願発明はこれらの問題に鑑みてなされたものであり、その目的は、擁壁を構成するパネルの前後の位置ズレや傾き、または転倒を防止する盛土構造物の構築方法を提供することである。   This invention is made | formed in view of these problems, The objective is to provide the construction method of the embankment structure which prevents the position shift and inclination of the front-and-back of the panel which comprises a retaining wall, or a fall. .

以上の課題を解決するための盛土構造物の構築方法は、斜面地山の下部における基礎ブロックにプレキャストコンクリートパネルを設置する工程と、該プレキャストコンクリートパネルの貫通孔に挿入した中空の緊張ロッドでプレキャストコンクリートパネルを基礎ブロックに固定する工程と、該中空の緊張ロッドによってプレキャストコンクリートパネルの貫通孔にグラウトを注入して緊張する工程と、プレキャストコンクリートパネルと斜面地山との間に盛土材を投入する工程と、該盛土材の上面に補強材を敷設する工程とからなり、これらの全工程を順次繰り返すことにより所定高さの擁壁と、盛土材を多段状に積層した盛土層とを形成することを特徴とする。また緊張ロッドの一端部にはプレキャストコンクリートパネルの貫通孔にグラウトを充填するための注入孔が開口されたことを含む。またプレキャストコンクリートパネルを２段以上積み重ねた後に、該プレキャストコンクリートパネルの貫通孔に中空の緊張ロッドでグラウトを注入して緊張することを含むものである。   A method for constructing an embankment structure to solve the above problems includes a step of installing a precast concrete panel on a foundation block at a lower part of a slope ground, and a precast concrete with a hollow tension rod inserted into a through hole of the precast concrete panel. A step of fixing the panel to the foundation block, a step of injecting a grout into the through hole of the precast concrete panel by the hollow tension rod, and a step of injecting a filling material between the precast concrete panel and the slope ground And a step of laying a reinforcing material on the upper surface of the embankment material, and by sequentially repeating all these steps, a retaining wall having a predetermined height and an embankment layer in which the embankment material is laminated in a multistage manner are formed. It is characterized by. In addition, one end of the tension rod includes an opening for filling the through hole of the precast concrete panel with grout. In addition, after the two or more stages of the precast concrete panel are stacked, the grout is injected into the through hole of the precast concrete panel with a hollow tension rod to be tensioned.

中空の緊張ロッドによって貫通孔にグラウトを注入して緊張することにより、プレキャストコンクリートパネルの前後の位置ズレを防ぐことができる。また上部の締付ナットを締め付けて緊張ロッドを緊張したのでプレキャストコンクリートパネルにプレストレスを十分に付与することができる。またプレキャストコンクリートパネルを積み重ねて形成した擁壁の固定が強固になるので強度が大きくかつ安全な盛土構造物となる。またプレキャストコンクリートパネルを二段以上積み重ねた後に、該プレキャストコンクリートパネルの貫通孔に中空の緊張ロッドでグラウトを注入して緊張することにより、プレキャストコンクリートパネルの積み重ねと固定とが迅速かつ確実に行えるとともに、盛土構造物が効率的に構築できる。   By injecting the grout into the through hole with the hollow tension rod and tensing it, it is possible to prevent the positional deviation of the precast concrete panel from front to back. Further, since the tension rod is tensioned by tightening the upper tightening nut, it is possible to sufficiently apply prestress to the precast concrete panel. Moreover, since the retaining wall formed by stacking precast concrete panels is firmly fixed, the embankment structure is strong and safe. In addition, after stacking two or more stages of precast concrete panels, it is possible to quickly and reliably stack and fix the precast concrete panels by injecting grout with hollow tension rods into the through holes of the precast concrete panels and tightening them. The embankment structure can be constructed efficiently.

以下、本願発明の盛土構造物の構築方法の実施の形態を図面に基づいて説明する。はじめに盛土構造物について説明し、その後に、この盛土構造物の構築方法の実施の形態について説明するが、各実施の形態において同じ構成は同じ符号を付して説明する。   Hereinafter, an embodiment of a method for constructing an embankment structure according to the present invention will be described with reference to the drawings. First, the embankment structure will be described, and then embodiments of the method for constructing the embankment structure will be described. In each embodiment, the same components will be described with the same reference numerals.

盛土構造物１は、図１に示すように、斜面地山２の下部における基礎ブロック３にプレキャストコンクリートパネル（以下ＰＣパネルという）４が積み重ねられた擁壁５と、該擁壁５と斜面地山２との間に積層された盛土材６からなる盛土層７と、擁壁５から盛土層７に延びたアンカー材８とから構成されている。   As shown in FIG. 1, the embankment structure 1 includes a retaining wall 5 in which a precast concrete panel (hereinafter referred to as a PC panel) 4 is stacked on a foundation block 3 in a lower part of a slope ground 2, and the retaining wall 5 and a sloped ground. It is comprised from the embankment layer 7 which consists of the embankment material 6 laminated | stacked between the mountains 2, and the anchor material 8 extended to the embankment layer 7 from the retaining wall 5. FIG.

斜面地山２の下部における基礎ブロック３は擁壁５を支持するものであり、現場打ちコンクリートまたはプレキャストコンクリートで形成され、図２に示すように、アンカーボルトなどの定着部材９によって地盤１０に固定されている。この基礎ブロック３には固定用ＰＣ鋼棒１１がプレート１２とナット１３とで固着され、基礎ブロック３の上面から突出された上部には継手用カプラー１５がねじ込まれ、これを介して緊張ロッド１６が接続されている。   The foundation block 3 at the lower part of the slope ground 2 supports the retaining wall 5 and is made of cast-in-place concrete or precast concrete, and is fixed to the ground 10 by fixing members 9 such as anchor bolts as shown in FIG. Has been. A PC steel rod 11 for fixing is fixed to the foundation block 3 with a plate 12 and a nut 13, and a coupling coupler 15 is screwed into an upper portion protruding from the upper surface of the foundation block 3, via which a tension rod 16 is inserted. Is connected.

この緊張ロッド１６は、図３に示すように、高張力鋼材からなる中空鋼管であり、上下端部に雌ネジ部１７、１８が形成され、上部雌ネジ部１７には締付ナット１９が設置されるとともに、下部雌ネジ部１８には継手用カプラー１５が設置され、該継手用カプラー１５の上側に注入孔２０が開口されている。この緊張ロッド１６は継手用カプラー１５で上下に接続されて一本の引張材２１を形成し、この引張材２１が基礎ブロック３に積み重ねられたＰＣパネル４の貫通孔２２に挿入され、最上段のＰＣパネル４に定着されている。このＰＣパネル４は二段ごとに緊張されてプレストレスが付与されている。すなわち継手用カプラー１５で接続された二本の緊張ロッド１６ごとに所定の緊張力が付与されて定着され、これらが上下に接続されて高張力鋼材としての一本の引張材２１になっている。また、この緊張ロッドの注入孔２０からＰＣパネルの貫通孔２２にグラウト２３が充填されてＰＣパネル４同士を上下に接合して相互の位置ズレを防いでいる。   As shown in FIG. 3, the tension rod 16 is a hollow steel pipe made of a high-strength steel material. Female threaded portions 17 and 18 are formed on the upper and lower ends, and a tightening nut 19 is installed on the upper female threaded portion 17. At the same time, a coupling coupler 15 is installed in the lower female screw portion 18, and an injection hole 20 is opened above the coupling coupler 15. The tension rod 16 is connected up and down by a coupler 15 to form a single tension member 21, and this tension member 21 is inserted into the through hole 22 of the PC panel 4 stacked on the foundation block 3. The PC panel 4 is fixed. The PC panel 4 is tensioned every two steps and is prestressed. That is, a predetermined tension force is applied and fixed to each of the two tension rods 16 connected by the coupling coupler 15, and these are connected vertically to form a single tensile material 21 as a high-tensile steel material. . Further, the grout 23 is filled from the injection hole 20 of the tension rod into the through hole 22 of the PC panel, and the PC panels 4 are joined vertically to prevent mutual positional deviation.

このＰＣパネル４は軽量コンクリートで形成された縦１ｍ、横２ｍの大きさのものであり、背面の補強リブ２４に緊張ロッドが挿入される貫通孔２２が形成され、この貫通孔２２の上部スペース２５に定着プレート２６が設置され、この定着プレート２６に継手用カプラー１５が定着されている。また上下に重ね合わされたＰＣパネル４はせん断ピン２７で接合され、貫通孔２２に挿入された緊張ロッド１６によってプレストレスが付与されて一体となっている。   This PC panel 4 is made of lightweight concrete and has a size of 1 m in length and 2 m in width, and a through hole 22 into which a tension rod is inserted is formed in a reinforcing rib 24 on the back surface. A fixing plate 26 is installed at 25, and the coupling coupler 15 is fixed to the fixing plate 26. The PC panels 4 stacked one above the other are joined by a shear pin 27 and prestressed by a tension rod 16 inserted into the through hole 22 to be integrated.

また、図４に示すように、ＰＣパネル４の一側面には半円形の嵌合突起２８が、他側面には半円形の嵌合凹溝２９がそれぞれ形成され、この嵌合凹溝２９に、右隣のＰＣパネル４の嵌合突起２８が嵌合されるとともに、嵌合突起２８が左隣のＰＣパネル４の嵌合凹溝２９に嵌合されてＰＣパネル４同士が横方向で接合され、この接合部を中心に回転できるようになっているので、地山の形状に沿った擁壁５、例えば湾曲状のものを形成することもできる。このように複数のＰＣパネル４が上下左右に接合されかつ緊張ロッド１６でプレストレスが付与された擁壁５が形成されている。   As shown in FIG. 4, a semicircular fitting protrusion 28 is formed on one side of the PC panel 4, and a semicircular fitting groove 29 is formed on the other side. The fitting projection 28 of the right adjacent PC panel 4 is fitted, and the fitting projection 28 is fitted into the fitting concave groove 29 of the left adjacent PC panel 4 so that the PC panels 4 are joined in the horizontal direction. And since it can rotate centering on this junction part, the retaining wall 5 along the shape of a natural ground, for example, a curved thing, can also be formed. In this manner, the retaining wall 5 is formed in which a plurality of PC panels 4 are joined vertically and horizontally and prestressed by the tension rod 16.

またＰＣパネル背面の補強リブ２４には長短二本のアンカー材８が設置され、これが盛土材６に埋設されている。このアンカー材８は補強リブ２４に接続されたアンボンド鋼線３０と、このアンボンド鋼線３０の先端側に設けた支圧板３１とからなっている。   In addition, two long and short anchor members 8 are installed on the reinforcing ribs 24 on the back surface of the PC panel, and are embedded in the embankment material 6. The anchor material 8 is composed of an unbonded steel wire 30 connected to the reinforcing rib 24 and a bearing plate 31 provided on the tip side of the unbonded steel wire 30.

また盛土材６は種々の土質および混合土であり、斜面地山２と擁壁５との間に補強材３２を介在させて投入することにより、多段状に積層された盛土層７となっている。この盛土材６はＰＣパネル４ごとに投入され、その上面が補強材３２である網状のジオテキスタイルで覆われ、ＰＣパネル４からのアンカー材８が埋設されている。   Moreover, the embankment material 6 is various soil quality and mixed soil, and it becomes the embankment layer 7 laminated | stacked in multiple steps by throwing in the reinforcement material 32 between the slope natural ground 2 and the retaining wall 5, and throwing it in. Yes. The embankment material 6 is put into each PC panel 4, and the upper surface thereof is covered with a net-like geotextile that is a reinforcing material 32, and an anchor material 8 from the PC panel 4 is embedded.

この補強材３２は上記の他に、例えば、鋼材、防錆した金網、合成樹脂や繊維性のシート材や網体などがあり、補強材３２と盛土材６との間に働く摩擦力や付着力によって盛土材６の引張り抵抗を高めて、盛土材６内のクラックの発生を効果的に防ぐとともに、盛土層７全体のせん断強度を大きくしている。   In addition to the above, the reinforcing material 32 includes, for example, steel, a rust-proof wire mesh, a synthetic resin, a fibrous sheet material, and a net, and the friction force acting between the reinforcing material 32 and the embankment material 6 is not limited. The tensile force of the embankment material 6 is increased by the applied force, effectively preventing the occurrence of cracks in the embankment material 6 and increasing the shear strength of the entire embankment layer 7.

次に、上記の盛土構造物の構築方法について説明する。はじめに、図２に示すように、斜面地山２の下部における地盤１０に埋設孔３３を削孔し、これにグラウト３４を注入してアンカーボルト９を圧入する。そして、このグラウト３４の養生期間中に基礎ブロック３を現場打ちコンクリートまたはプレキャストコンクリートで構築する。そして、この基礎ブロック３のアンカー貫通孔３５にアンカーボルト９を挿入し、このアンカーボルト９を緊張して地盤１０に固定する。また基礎ブロック３の固定用挿入孔３６に固定用ＰＣ鋼棒１１を挿入して上部を上面に突出させる。   Next, a method for constructing the embankment structure will be described. First, as shown in FIG. 2, the embedding hole 33 is drilled in the ground 10 in the lower part of the slope ground 2, and the grout 34 is injected into the ground hole 33 and the anchor bolt 9 is press-fitted. Then, during the curing period of the grout 34, the foundation block 3 is constructed with cast-in-place concrete or precast concrete. Then, the anchor bolt 9 is inserted into the anchor through hole 35 of the foundation block 3, and the anchor bolt 9 is tensioned and fixed to the ground 10. Further, the fixing PC steel rod 11 is inserted into the fixing insertion hole 36 of the base block 3 so that the upper part protrudes from the upper surface.

次に、この上部に継手用カプラー１５で一本目の緊張ロッド１６を接続するとともに、この緊張ロッド１６に二本目の緊張ロッド１６を接続する。そして基礎ブロック３上にＰＣパネル４を設置して、その貫通孔２２に緊張ロッド１６を挿入する。そして、このＰＣパネル４をせん段ピン２７で基礎ブロック３に接合するとともに、横方向にも他のＰＣパネル４を連続的に接合して１段目のＰＣパネル４を形成する。   Next, the first tension rod 16 is connected to the upper portion by the coupler 15 and the second tension rod 16 is connected to the tension rod 16. Then, the PC panel 4 is installed on the foundation block 3, and the tension rod 16 is inserted into the through hole 22. Then, the PC panel 4 is joined to the base block 3 with the thread pin 27, and another PC panel 4 is continuously joined also in the lateral direction to form the first-stage PC panel 4.

次に、上記と同じ方法により、一段目のＰＣパネル４の上に他のＰＣパネル４を設置して二段目のＰＣパネル４を形成する。これら上下のＰＣパネル４は上記と同じせん断ピン２７で接合される。   Next, another PC panel 4 is installed on the first-stage PC panel 4 by the same method as described above to form the second-stage PC panel 4. These upper and lower PC panels 4 are joined by the same shear pins 27 as described above.

次に、図７に示すように、これらのＰＣパネル４の貫通孔２２から突出した緊張ロッド１６の上端部にグラウト用圧入ホース３７を接続する。そして、この上端部からグラウト２３を圧入すると、これが緊張ロッド１６の注入口２０から貫通孔２２内に充填される。そして、このグラウト２３が硬化した後に、緊張ロッド１６の上部における締付ナット１９を定着プレート２６に締め付けることにより、所定の緊張力が付与される。このことにより所定のプレストレスが付与された一段目および二段目のＰＣパネル４が基礎ブロック３に固着される。なお、二段目のＰＣパネルの緊張ロッド１６に他の緊張ロッド１６を継ぎ足す場合は、上記締付ナット１９がねじ込まれた上部雌ネジ部１８に継手用カプラー１５をねじ込んで行うものとする。   Next, as shown in FIG. 7, a grout press-fit hose 37 is connected to the upper end of the tension rod 16 protruding from the through hole 22 of the PC panel 4. When the grout 23 is press-fitted from the upper end portion, the grout 23 is filled into the through hole 22 from the injection port 20 of the tension rod 16. And after this grout 23 hardens | cures, predetermined | prescribed tension | tensile_strength is provided by tightening the clamping nut 19 in the upper part of the tension | tensile_strength rod 16 to the fixing plate 26. FIG. As a result, the first-stage and second-stage PC panels 4 to which a predetermined prestress is applied are fixed to the foundation block 3. When another tension rod 16 is added to the tension rod 16 of the second-stage PC panel, the coupling coupler 15 is screwed into the upper female screw portion 18 into which the tightening nut 19 is screwed. .

次に、図２に示すように、一段目および二段目のＰＣパネル背面の補強リブ２４にアンカー材８を接合して、斜面地山２側に配置する。そして、この斜面地山２とＰＣパネル４との間に盛土材６を一段目のＰＣパネル４の上面まで投入する。次に、この盛土材６の上面にジオテキスタイルなどの補強材３２を敷設すると、一段目の盛土材６が形成される。
そして、同じ方法によって、二段目のＰＣパネル４を積み重ねて二段目の盛土材６を形成する。 Next, as shown in FIG. 2, the anchor material 8 is joined to the reinforcing ribs 24 on the back surface of the first and second PC panels and arranged on the slope ground 2 side. Then, the embankment material 6 is introduced between the slope ground 2 and the PC panel 4 up to the upper surface of the first-stage PC panel 4. Next, when a reinforcing material 32 such as a geotextile is laid on the upper surface of the embankment material 6, the first-stage embankment material 6 is formed.
Then, the second-stage banking material 6 is formed by stacking the second-stage PC panels 4 by the same method.

次に、上記の作業を順次繰り返して、三段目および四段目のＰＣパネル４を積み重ねて、図１に示すような、自立した擁壁５と、盛土材６が積層された盛土層７とからなる盛土構造物１が構築される。   Next, the above operations are sequentially repeated, and the third and fourth PC panels 4 are stacked. As shown in FIG. 1, the embankment layer 7 in which the self-supporting retaining wall 5 and the embankment material 6 are laminated. The embankment structure 1 consisting of is constructed.

なお、上記の実施の形態においては、ＰＣパネル４を二段積み重ねてから、これらの貫通孔２２に緊張ロッド１６からグラウト２３を注入したが、一段設置した後に貫通孔２２にグラウト２３を注入するようにしても良い。すなわち二段単位でＰＣパネルの貫通孔２２にグラウト２３を注入して緊張ロッド１６を緊張する他、一段単位でＰＣパネルの貫通孔２２にグラウト２３を注入して緊張ロッド１６を緊張するようにしても良い。   In the above-described embodiment, the PC panels 4 are stacked in two stages, and then the grout 23 is injected into the through holes 22 from the tension rod 16. However, after the first stage is installed, the grout 23 is injected into the through holes 22. You may do it. That is, the grout 23 is injected into the through hole 22 of the PC panel in two steps to tension the tension rod 16, and the grout 23 is injected into the through hole 22 of the PC panel in one step to tension the tension rod 16. May be.

盛土構造物の断面図である。It is sectional drawing of a banking structure. 盛土構造物の下部の断面図である。It is sectional drawing of the lower part of a banking structure. （１）は緊張ロッドの正面図、（２）は同断面図である。(1) is a front view of a tension rod, and (2) is a sectional view thereof. 盛土構造物の平面方向の断面図である。It is sectional drawing of the planar direction of a banking structure. ＰＣパネルを二段に積み重ねた斜視図である。It is the perspective view which piled up the PC panel in two steps. 盛土構造物の背面方向の断面図である。It is sectional drawing of the back direction of a banking structure. ＰＣパネルの貫通孔にグラウトを充填する断面図である。It is sectional drawing which fills the through-hole of PC panel with grout.

符号の説明Explanation of symbols

１ 盛土構造物
２ 斜面地山
３ 基礎ブロック
４ ＰＣパネル
５ 擁壁
６ 盛土材
７ 盛土層
８ アンカー材
９ 定着部材
１０ 地盤
１１ 固定用ＰＣ鋼棒
１２ プレート
１３ ナット
１５ 継手用カプラー
１６ 緊張ロッド
１７ 上部雌ネジ部
１８ 下部雌ネジ部
１９ 締付ナット
２０ 注入口
２１ 引張材
２２ 貫通孔
２３、３４ グラウト
２４ 補強リブ
２５ 上部スペース
２６ 定着プレート
２７ せん断ピン
２８ 嵌合突起
２９ 嵌合凹溝
３０ アンボンド鋼線
３１ 支圧板
３２ 補強材
３３ 埋設孔
３５ アンカー貫通孔
３６ 固定用挿入孔
３７ グラウト用圧入ホース DESCRIPTION OF SYMBOLS 1 Filling structure 2 Slope ground 3 Foundation block 4 PC panel 5 Retaining wall 6 Filling material 7 Filling layer 8 Anchor material 9 Fixing member 10 Ground 11 Fixing steel bar 12 Plate 13 Nut 15 Coupler coupler 16 Tension rod 17 Upper part Female thread part 18 Lower female thread part 19 Tightening nut 20 Inlet 21 Tension material 22 Through hole 23, 34 Grout 24 Reinforcement rib 25 Upper space 26 Fixing plate 27 Shear pin 28 Fitting protrusion 29 Fitting groove 30 Unbonded steel wire 31 Supporting plate 32 Reinforcing material 33 Buried hole 35 Anchor through hole 36 Insertion hole for fixing 37 Press fitting hose for grout

Claims (3)

斜面地山の下部における基礎ブロックにプレキャストコンクリートパネルを設置する工程と、該プレキャストコンクリートパネルの貫通孔に挿入した中空の緊張ロッドでプレキャストコンクリートパネルを基礎ブロックに固定する工程と、該中空の緊張ロッドによってプレキャストコンクリートパネルの貫通孔にグラウトを注入して緊張する工程と、プレキャストコンクリートパネルと斜面地山との間に盛土材を投入する工程と、該盛土材の上面に補強材を敷設する工程とからなり、これらの全工程を順次繰り返すことにより所定高さの擁壁と、盛土材を多段状に積層した盛土層とを形成することを特徴とする盛土構造物の構築方法。   A step of installing a precast concrete panel on the foundation block at the bottom of the slope ground, a step of fixing the precast concrete panel to the foundation block with a hollow tension rod inserted into a through-hole of the precast concrete panel, and the hollow tension rod From the step of injecting the grout into the through hole of the precast concrete panel and tensioning, the step of throwing in the embankment material between the precast concrete panel and the slope ground, and the step of laying the reinforcing material on the upper surface of the embankment material The method for constructing a banking structure is characterized by forming a retaining wall having a predetermined height and a banking layer formed by stacking banking materials in a multi-stage manner by sequentially repeating all these steps. 緊張ロッドの一端部にはプレキャストコンクリートパネルの貫通孔にグラウトを充填するための注入孔が開口されたことを特徴とする請求項１に記載の盛土構造部の構築方法。   The method for constructing an embankment structure according to claim 1, wherein an injection hole for filling a through hole of a precast concrete panel with a grout is opened at one end of the tension rod. プレキャストコンクリートパネルを２段以上積み重ねた後に、該プレキャストコンクリートパネルの貫通孔に中空の緊張ロッドでグラウトを注入して緊張することを特徴とする請求項１または２に記載の盛土構造部の構築方法。   3. The method for constructing an embankment structure according to claim 1 or 2, wherein after the precast concrete panels are stacked in two or more stages, a grout is injected into a through hole of the precast concrete panel with a hollow tension rod and is tensioned. .
JP2006321523A 2006-11-29 2006-11-29 Construction method of banking structure Pending JP2008133682A (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2011089361A (en) * 2009-10-26 2011-05-06 Nishi Nippon Spc Kk Slope reinforcing method
KR101201917B1 (en) * 2012-03-20 2012-11-15 이상헌 Panel, Fence using the panel, Construction method of the fence using the panel, and Mounding method of mixture soil
KR102047520B1 (en) * 2019-01-21 2019-12-02 (주)서진보강기술공사 Concrete Retaining Wall Reinforced with Soft Earth

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5120801B1 (en) * 1963-12-26 1976-06-28
JPS6226500U (en) * 1985-07-25 1987-02-18
JPH0673742A (en) * 1992-08-24 1994-03-15 Kyosei Kiko Kk Method of block form construction
JP3266588B2 (en) * 1999-09-22 2002-03-18 株式会社神島組 Rock bolt construction method
JP2002242186A (en) * 2001-02-15 2002-08-28 Free Kogyo Kk Bank structure constructing method

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5120801B1 (en) * 1963-12-26 1976-06-28
JPS6226500U (en) * 1985-07-25 1987-02-18
JPH0673742A (en) * 1992-08-24 1994-03-15 Kyosei Kiko Kk Method of block form construction
JP3266588B2 (en) * 1999-09-22 2002-03-18 株式会社神島組 Rock bolt construction method
JP2002242186A (en) * 2001-02-15 2002-08-28 Free Kogyo Kk Bank structure constructing method

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2011089361A (en) * 2009-10-26 2011-05-06 Nishi Nippon Spc Kk Slope reinforcing method
KR101201917B1 (en) * 2012-03-20 2012-11-15 이상헌 Panel, Fence using the panel, Construction method of the fence using the panel, and Mounding method of mixture soil
KR102047520B1 (en) * 2019-01-21 2019-12-02 (주)서진보강기술공사 Concrete Retaining Wall Reinforced with Soft Earth

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