JP2021139162A - Levee reinforcement structure and levee reinforcement method - Google Patents

Levee reinforcement structure and levee reinforcement method Download PDF

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JP2021139162A
JP2021139162A JP2020037791A JP2020037791A JP2021139162A JP 2021139162 A JP2021139162 A JP 2021139162A JP 2020037791 A JP2020037791 A JP 2020037791A JP 2020037791 A JP2020037791 A JP 2020037791A JP 2021139162 A JP2021139162 A JP 2021139162A
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embankment
wall
levee
ground
impermeable
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JP7440864B2 (en
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嘉之 森川
Yoshiyuki Morikawa
嘉之 森川
英紀 高橋
Hidenori Takahashi
英紀 高橋
一彦 上野
Kazuhiko Ueno
一彦 上野
タング タン ビン グエン
Tang Thanh Binh Nguyen
タング タン ビン グエン
雅也 河田
Masaya Kawada
雅也 河田
幸彦 徳永
Yukihiko Tokunaga
幸彦 徳永
一生 小西
Kazuo Konishi
一生 小西
博文 田口
Hirobumi Taguchi
博文 田口
英幸 浅田
Hideyuki Asada
英幸 浅田
裕史 府川
Yuji Fukawa
裕史 府川
滋 久保
Shigeru Kubo
滋 久保
眞郷 和田
Masato Wada
眞郷 和田
久 深田
Hisashi Fukada
久 深田
和彦 山田
Kazuhiko Yamada
和彦 山田
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Ministry Of Land Infrastructure Transport & Tourism
Shimizu Construction Co Ltd
Toa Corp
Toray Engineering Co Ltd
Penta Ocean Construction Co Ltd
Takenaka Doboku Co Ltd
Shimizu Corp
Fudo Tetra Corp
National Institute of Maritime Port and Aviation Technology
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Ministry Of Land Infrastructure Transport & Tourism
Shimizu Construction Co Ltd
Toa Corp
Penta Ocean Construction Co Ltd
Takenaka Doboku Co Ltd
Toyo Construction Co Ltd
Shimizu Corp
Fudo Tetra Corp
National Institute of Maritime Port and Aviation Technology
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    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
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    • Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters

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Abstract

【課題】堤防の越流等に対する抵抗性能および耐震性能を向上することのできる経済的な堤防補強構造および堤防補強方法を提供する。【解決手段】堤体１２からなる堤防１４を補強する構造１０であって、地震時を含む外力作用時および越流時に堤体１２の天端高さＨを維持するために、堤体１２の内部に天端１８から所定の深さまで壁状に設けられ、地盤材料とセメント系固化材とを混合した地盤改良体からなる壁体１６を備え、この壁体１６は、越流によって堤内側の地盤Ｇ１が洗掘した場合でも自立可能であるとともに、地震動または堤外側の水面変動によって堤体１２の周辺地盤が沈下した場合でも天端高さＨを維持可能であるようにする。【選択図】図１PROBLEM TO BE SOLVED: To provide an economical levee reinforcement structure and a levee reinforcement method capable of improving resistance performance against overflow of a levee and seismic performance. SOLUTION: The structure 10 reinforces the embankment 14 composed of the embankment body 12, and in order to maintain the top height H of the embankment body 12 at the time of external force action including the time of an earthquake and at the time of overflow, the embankment body 12 A wall body 16 is provided inside from the top 18 to a predetermined depth in a wall shape and is made of a ground improvement body in which a ground material and a cement-based solidifying material are mixed. Even if the ground G1 is scoured, it can stand on its own, and even if the ground around the levee body 12 sinks due to seismic motion or water level fluctuation on the outside of the levee, the top height H can be maintained. [Selection diagram] Fig. 1

Description

本発明は、堤防補強構造および堤防補強方法に関するものである。 The present invention relates to a levee reinforcement structure and a levee reinforcement method.

従来、津波や高潮が海岸堤防に来襲し、海側の水位が上昇して越流が発生すると、陸側の地盤が洗掘されることがある。これは堤体全体の破壊につながり、海水が陸域に流れ込み甚大な被害が発生する。また、津波に先行する地震動によって、堤防が崩壊したり、天端高さが下がったりすると、海水が陸域に流れ込み甚大な被害が発生する。また、高波等によって堤防の海側が崩壊し、周辺地盤が消失したり沈下することもある。 Conventionally, when a tsunami or storm surge hits a coastal levee and the water level on the sea side rises and an overflow occurs, the ground on the land side may be scoured. This leads to the destruction of the entire embankment, causing seawater to flow into the land area and cause enormous damage. In addition, if the embankment collapses or the height of the crown drops due to the earthquake motion that precedes the tsunami, seawater will flow into the land area and cause enormous damage. In addition, the sea side of the embankment may collapse due to high waves, etc., and the surrounding ground may disappear or subside.

このような問題を解決するため、従来は、例えば以下のような対策が採られていた。
（１）越流等が発生しないように、堤防の天端高さを高くする方法
（２）地震動によって沈下する量を推定して、天端を高くしておく方法
（３）堤体下部の原地盤を地盤改良により強化する方法
（４）地震動や越流等を受けても天端高さを保つために、堤体内部に鋼管矢板や二重矢板などを打設する方法（例えば、特許文献１を参照） In order to solve such a problem, the following measures have been conventionally taken, for example.
(1) A method of raising the height of the top of the embankment so that overflow does not occur (2) A method of estimating the amount of subsidence due to earthquake motion and keeping the top of the embankment high (3) A method of raising the top of the embankment Method of strengthening the original ground by ground improvement (4) Method of placing steel pipe sheet piles or double sheet piles inside the embankment body in order to maintain the height of the crown even if it receives earthquake motion or overflow (for example, patent) (See Reference 1)

特開２０１１−２１４２４８号公報Japanese Unexamined Patent Publication No. 2011-214248

しかしながら、上記の従来の方法は、それぞれ以下のような問題がある。
（１）全ての大きな津波や高波、高潮に対応することは難しい。越流等が発生しても、崩壊しない堤防が必要である。
（２）天端を高くすることで、沈下量がより増えることになり、最適な高さを設定することが困難である。また、総じて不経済である。
（３）堤体下部を地盤改良するためには、特殊な工法が必要であり、不経済である。
（４）鋼材を用いることから不経済である。 However, each of the above-mentioned conventional methods has the following problems.
(1) It is difficult to respond to all large tsunamis, high waves, and storm surges. It is necessary to have a dike that will not collapse even if an overflow occurs.
(2) By raising the top end, the amount of subsidence increases, and it is difficult to set the optimum height. Also, it is generally uneconomical.
(3) In order to improve the ground below the levee body, a special construction method is required, which is uneconomical.
(4) It is uneconomical because it uses steel materials.

本発明は、上記に鑑みてなされたものであって、堤防の越流等に対する抵抗性能および耐震性能を向上することのできる経済的な堤防補強構造および堤防補強方法を提供することを目的とする。 The present invention has been made in view of the above, and an object of the present invention is to provide an economical levee reinforcement structure and levee reinforcement method capable of improving resistance performance against overflow of a levee and seismic performance. ..

上記した課題を解決し、目的を達成するために、本発明に係る堤防補強構造は、堤体からなる堤防を補強する構造であって、地震時を含む外力作用時および越流時に堤体の天端高さを維持するために、堤体の内部に天端から所定の深さまで壁状に設けられ、地盤材料とセメント系固化材とを混合した地盤改良体からなる壁体を備え、この壁体は、越流によって堤内側の地盤が洗掘した場合でも自立可能であるとともに、地震動または堤外側の水面変動によって堤体の周辺地盤が沈下した場合でも天端高さを維持可能であることを特徴とする。 In order to solve the above-mentioned problems and achieve the object, the embankment reinforcement structure according to the present invention is a structure for reinforcing the embankment composed of the embankment body, and the embankment body is subjected to an external force action including an earthquake and an overflow. In order to maintain the height of the levee, a wall is provided inside the levee body from the levee to a predetermined depth, and a wall body made of a ground improvement body in which a ground material and a cement-based solidifying material are mixed is provided. The wall body can stand on its own even if the ground inside the embankment is scoured by overflow, and the top height can be maintained even if the ground around the embankment sinks due to seismic motion or water level fluctuation outside the embankment. It is characterized by that.

また、本発明に係る他の堤防補強構造は、上述した発明において、壁体が、格子状の構造体であることを特徴とする。 Further, another embankment reinforcing structure according to the present invention is characterized in that, in the above-described invention, the wall body is a lattice-shaped structure.

また、本発明に係る他の堤防補強構造は、上述した発明において、堤体の表層側に設けられた遮水層を備え、この遮水層は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであることを特徴とする。 Further, the other embankment reinforcement structure according to the present invention includes the impermeable layer provided on the surface layer side of the embankment body in the above-described invention, and this impermeable layer prevents water from penetrating into the inside of the embankment body. , It is characterized in that it reduces the external force acting on the wall body.

また、本発明に係る他の堤防補強構造は、上述した発明において、堤外側の堤体の内部において所定の深さまで壁状に設けられた遮水壁を備え、この遮水壁は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであることを特徴とする。 Further, another embankment reinforcing structure according to the present invention includes, in the above-described invention, a water-impervious wall provided in a wall shape to a predetermined depth inside the embankment body on the outer side of the embankment, and this impermeable wall is the embankment body. It is characterized by preventing the permeation of water into the inside of the wall and reducing the external force acting on the wall body.

また、本発明に係る堤防補強方法は、堤体からなる堤防を補強する方法であって、地震時を含む外力作用時および越流時に堤体の天端高さを維持するために、堤体の内部に天端から所定の深さまで、地盤材料とセメント系固化材とを混合した地盤改良体からなる壁体を設けるステップを備え、この壁体は、越流によって堤内側の地盤が洗掘した場合でも自立可能であるとともに、地震動または堤外側の水面変動によって堤体の周辺地盤が沈下した場合でも天端高さを維持可能であることを特徴とする。 Further, the levee reinforcement method according to the present invention is a method for reinforcing a levee composed of a levee body, and in order to maintain the height of the top of the levee body during an external force action including an earthquake and an overflow. There is a step to install a wall body made of a ground improvement body that is a mixture of ground material and cement-based solidifying material from the top to a predetermined depth inside the wall, and the ground inside the embankment is scoured by overflow. It is characterized in that it can stand on its own even if it does, and it can maintain the height of the top even if the ground around the embankment sinks due to seismic motion or water level fluctuation on the outside of the embankment.

また、本発明に係る他の堤防補強方法は、上述した発明において、壁体が、格子状の構造体であることを特徴とする。 Further, another embankment reinforcement method according to the present invention is characterized in that, in the above-described invention, the wall body is a lattice-like structure.

また、本発明に係る他の堤防補強方法は、上述した発明において、堤体の表層側に遮水層を設けるステップを備え、この遮水層は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであることを特徴とする。 Further, another embankment reinforcement method according to the present invention includes a step of providing an impermeable layer on the surface layer side of the embankment body in the above-described invention, and this impermeable layer prevents water from penetrating into the inside of the embankment body. , It is characterized in that it reduces the external force acting on the wall body.

また、本発明に係る他の堤防補強方法は、上述した発明において、堤外側の堤体の内部において所定の深さまで壁状に遮水壁を設けるステップを備え、この遮水壁は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであることを特徴とする。 Further, another embankment reinforcement method according to the present invention includes, in the above-described invention, a step of providing a wall-shaped impermeable wall to a predetermined depth inside the embankment body on the outside of the embankment, and the impermeable wall is the embankment body. It is characterized by preventing the permeation of water into the inside of the wall and reducing the external force acting on the wall body.

本発明に係る堤防補強構造によれば、堤体からなる堤防を補強する構造であって、地震時を含む外力作用時および越流時に堤体の天端高さを維持するために、堤体の内部に天端から所定の深さまで壁状に設けられ、地盤材料とセメント系固化材とを混合した地盤改良体からなる壁体を備え、この壁体は、越流によって堤内側の地盤が洗掘した場合でも自立可能であるとともに、地震動または堤外側の水面変動によって堤体の周辺地盤が沈下した場合でも天端高さを維持可能であるので、堤防の越流等に対する抵抗性能および耐震性能を経済的に向上することができるという効果を奏する。 According to the levee reinforcement structure according to the present invention, it is a structure for reinforcing a levee composed of a levee body, and in order to maintain the height of the top of the levee body at the time of external force action including an earthquake and at the time of overflow. It is provided inside the wall from the top to a predetermined depth, and is equipped with a wall body consisting of a ground improvement body that is a mixture of ground material and cement-based solidifying material. It can stand on its own even when it is scoured, and it can maintain the height of the top even if the ground around the embankment sinks due to seismic motion or fluctuations in the water level outside the embankment. It has the effect of improving performance economically.

また、本発明に係る他の堤防補強構造によれば、壁体が、格子状の構造体であるので、地震時における堤体地盤のせん断変形を抑制して、堤体地盤内の過剰間隙水圧の上昇を抑制することができ、液状化強度を向上させることができるという効果を奏する。 Further, according to the other embankment reinforcement structure according to the present invention, since the wall body is a lattice-like structure, the shear deformation of the embankment ground at the time of an earthquake is suppressed, and the excess pore water pressure in the embankment ground is suppressed. It is possible to suppress the increase in the liquefaction strength and to improve the liquefaction strength.

また、本発明に係る他の堤防補強構造によれば、堤体の表層側に設けられた遮水層を備え、この遮水層は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであるので、壁体を経済的なものにすることができるという効果を奏する。 Further, according to another embankment reinforcement structure according to the present invention, an impermeable layer provided on the surface layer side of the embankment body is provided, and this impermeable layer prevents water from penetrating into the inside of the embankment body and is a wall body. Since it reduces the external force acting on the wall, it has the effect of making the wall body economical.

また、本発明に係る他の堤防補強構造によれば、堤外側の堤体の内部において所定の深さまで壁状に設けられた遮水壁を備え、この遮水壁は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであるので、壁体を経済的なものにすることができるという効果を奏する。 Further, according to another embankment reinforcement structure according to the present invention, an impermeable wall provided in a wall shape to a predetermined depth inside the embankment body on the outside of the embankment is provided, and the impermeable wall is provided inside the embankment body. Since it prevents the permeation of water and reduces the external force acting on the wall body, it has the effect of making the wall body economical.

また、本発明に係る堤防補強方法によれば、堤体からなる堤防を補強する方法であって、地震時を含む外力作用時および越流時に堤体の天端高さを維持するために、堤体の内部に天端から所定の深さまで、地盤材料とセメント系固化材とを混合した地盤改良体からなる壁体を設けるステップを備え、この壁体は、越流によって堤内側の地盤が洗掘した場合でも自立可能であるとともに、地震動または堤外側の水面変動によって堤体の周辺地盤が沈下した場合でも天端高さを維持可能であるので、堤防の越流等に対する抵抗性能および耐震性能を経済的に向上することができるという効果を奏する。 Further, according to the levee reinforcement method according to the present invention, it is a method of reinforcing a levee composed of a levee body, and in order to maintain the height of the top of the levee body at the time of external force action including an earthquake and at the time of overflow. The inside of the levee body is provided with a step of providing a wall body composed of a ground improvement body in which a ground material and a cement-based solidifying material are mixed from the top to a predetermined depth. It can stand on its own even when it is scoured, and it can maintain the height of the top even if the ground around the embankment sinks due to seismic motion or fluctuations in the water level outside the embankment. It has the effect of improving performance economically.

また、本発明に係る他の堤防補強方法によれば、壁体が、格子状の構造体であるので、地震時における堤体地盤のせん断変形を抑制して、堤体地盤内の過剰間隙水圧の上昇を抑制することができ、液状化強度を向上させることができるという効果を奏する。 Further, according to another levee reinforcement method according to the present invention, since the wall body is a lattice-like structure, shear deformation of the levee body ground at the time of an earthquake is suppressed, and excess pore water pressure in the levee body ground is suppressed. It is possible to suppress the increase in the liquefaction strength and to improve the liquefaction strength.

また、本発明に係る他の堤防補強方法によれば、堤体の表層側に遮水層を設けるステップを備え、この遮水層は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであるので、壁体を経済的なものにすることができるという効果を奏する。 Further, according to another embankment reinforcement method according to the present invention, a step of providing an impermeable layer on the surface layer side of the embankment body is provided, and this impermeable layer prevents water from penetrating into the inside of the embankment body and is a wall body. Since it reduces the external force acting on the wall, it has the effect of making the wall body economical.

また、本発明に係る他の堤防補強方法によれば、堤外側の堤体の内部において所定の深さまで壁状に遮水壁を設けるステップを備え、この遮水壁は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであるので、壁体を経済的なものにすることができるという効果を奏する。 Further, according to another embankment reinforcement method according to the present invention, a step of providing a wall-shaped impermeable wall to a predetermined depth inside the embankment body on the outside of the embankment is provided, and the impermeable wall is introduced to the inside of the embankment body. Since it prevents the permeation of water and reduces the external force acting on the wall body, it has the effect of making the wall body economical.

図１は、本発明に係る堤防補強構造および堤防補強方法の実施の形態を示す横断面図である。FIG. 1 is a cross-sectional view showing an embodiment of a levee reinforcement structure and a levee reinforcement method according to the present invention. 図２は、設計での外力図であり、（１）は一般的な設計、（２）は遮水効果を考慮した設計である。FIG. 2 is an external force diagram in the design, (1) is a general design, and (2) is a design in consideration of the impermeable effect. 図３は、実験結果を示す図であり、（１）は比較例、（２）は実施例である。FIG. 3 is a diagram showing the experimental results, (1) is a comparative example, and (2) is an example. 図４は、不飽和領域が残留している時（ｔ＝２ｓ）としていない時（ｔ＝８ｓ）の比較図である。FIG. 4 is a comparison diagram when the unsaturated region remains (t = 2s) and when it is not (t = 8s). 図５は、格子状の壁体の一例を示す概略斜視図である。FIG. 5 is a schematic perspective view showing an example of a grid-like wall body.

以下に、本発明に係る堤防補強構造および堤防補強方法の実施の形態を図面に基づいて詳細に説明する。なお、この実施の形態によりこの発明が限定されるものではない。 Hereinafter, embodiments of the levee reinforcement structure and the levee reinforcement method according to the present invention will be described in detail with reference to the drawings. The present invention is not limited to this embodiment.

図１に示すように、本発明の実施の形態に係る堤防補強構造１０は、基礎地盤Ｇ上に築造された堤体１２からなる堤防１４を補強する構造であって、堤体１２内に設けられた壁体１６を備える。堤体１２は、幅Ｂに対する長さの比率が大きい線状の構造物であり、横断面形状は略台形状である。図１において、ＨＷＬは津波、高潮来襲時の水位、ＮＷＬは平常時の水位、ＧＬは越流洗掘後の地表面である。 As shown in FIG. 1, the embankment reinforcement structure 10 according to the embodiment of the present invention is a structure for reinforcing the embankment 14 composed of the embankment body 12 constructed on the foundation ground G, and is provided in the embankment body 12. The wall body 16 is provided. The embankment body 12 is a linear structure having a large ratio of length to width B, and has a substantially trapezoidal cross-sectional shape. In FIG. 1, HWL is the water level at the time of tsunami and storm surge, NWL is the water level in normal times, and GL is the ground surface after overflow scour.

壁体１６は、地震時を含む外力作用時および越流時に堤体１２の天端高さＨを維持するためのものであり、堤体１２の天端１８の略中央から基礎地盤Ｇにかけて鉛直方向に壁板状に設けられる。この壁体１６は、地盤材料とセメント系固化材とを混合した地盤改良体からなる。壁体１６は、津波や高潮来襲時の越流によって堤体１２の陸側（堤内側）の地盤Ｇ１が洗掘した場合でも自立可能に構成されるとともに、地震動や堤外側の水面変動によって堤体１２の周辺地盤が沈下した場合でも天端高さＨを維持可能に構成される。これにより、越流が発生して陸側の地盤Ｇ１が洗掘された場合でも、天端高さＨを保つことができる。また、地震動や高波等によって周辺地盤が沈下した場合でも、天端高さＨを保持することができる。なお、図１の例では、壁体１６が基礎地盤Ｇに着底している場合を図示しているが、本発明の壁体はこれに限るものではなく、例えば壁体１６は基礎地盤Ｇに着底しない構造であってもよい。壁体１６は、越流によって堤体１２の陸側の地盤Ｇ１が洗掘した場合でも自立可能で、かつ、地震動や高波等によって堤体１２の周辺地盤が沈下した場合でも天端高さＨを維持可能に支持できればいかなる態様のものでもよい。 The wall body 16 is for maintaining the top height H of the embankment body 12 at the time of external force action including an earthquake and at the time of overflow, and is vertical from the substantially center of the top end 18 of the embankment body 12 to the foundation ground G. It is provided in the shape of a wall plate in the direction. The wall body 16 is made of a ground improvement body in which a ground material and a cement-based solidifying material are mixed. The wall body 16 is configured to be self-supporting even when the ground G1 on the land side (inside the bank) of the bank body 12 is scoured due to overflow during a tsunami or storm surge, and the wall body 16 is constructed to be self-sustaining due to seismic motion or water level fluctuation on the outside of the bank. Even if the ground around the body 12 sinks, the top height H can be maintained. As a result, even if an overflow occurs and the ground G1 on the land side is scoured, the top height H can be maintained. In addition, the top height H can be maintained even when the surrounding ground subsides due to earthquake motion, high waves, or the like. In the example of FIG. 1, the case where the wall body 16 has landed on the foundation ground G is shown, but the wall body of the present invention is not limited to this. For example, the wall body 16 is the foundation ground G. It may have a structure that does not land on the ground. The wall body 16 can stand on its own even when the ground G1 on the land side of the embankment body 12 is scoured by overflow, and even when the ground around the embankment body 12 is subsided due to earthquake motion or high waves, the crown height H Any aspect may be used as long as it can be sustainably supported.

堤体１２の堤外側のり面２０の全体と、天端１８の壁体１６上面まで（表層側）は、遮水層２２で連続的に防護されている。遮水層２２は、堤体１２の内部への水の浸透を防ぎ、壁体１６へ作用する外力（土圧、水圧、空圧の合力）を低減するものである。 The entire slope 20 on the outer side of the embankment 12 and the upper surface (surface layer side) of the wall 16 at the top end 18 are continuously protected by the impermeable layer 22. The impermeable layer 22 prevents water from penetrating into the embankment body 12 and reduces external forces (earth pressure, water pressure, and pneumatic pressure) acting on the wall body 16.

また、堤外側のり面２０ののり先の直下には、遮水壁２４が設けられる。この遮水壁２４は、のり先から基礎地盤Ｇにかけて鉛直方向に延びる壁板状のものであり、例えば矢板や地盤改良体により構築される。この地盤改良体は、堤体地盤とセメント系固化材とを原位置で混合撹拌する深層混合処理工法などで形成可能である。遮水壁２４は、堤体１２の内部への水の浸透を防ぎ、壁体１６へ作用する外力（土圧、水圧、空圧の合力）を低減するものである。 Further, a water-impervious wall 24 is provided directly below the tip of the slope 20 on the outside of the bank. The impermeable wall 24 has a wall plate shape extending in the vertical direction from the glue tip to the foundation ground G, and is constructed by, for example, a sheet pile or a ground improvement body. This ground improvement body can be formed by a deep mixing treatment method or the like in which the embankment ground and the cement-based solidifying material are mixed and agitated in the in-situ. The impermeable wall 24 prevents water from penetrating into the embankment body 12 and reduces the external force (earth pressure, water pressure, and pneumatic pressure) acting on the wall body 16.

平常時の水位ＮＷＬよりも上側の遮水層２２と遮水壁２４と壁体１６の間には、不飽和領域Ｒが形成される。図２（１）は、一般的な設計での外力図、（２）は遮水効果を考慮した設計での外力図である。図２（１）に示すように、遮水層２２、遮水壁２４がない場合、堤体１２内部に水が浸入すると、壁体１６に有効土圧Ｐｓと静水圧Ｐｗの合力が作用する。これに対し、図２（２）に示すように、遮水層２２、遮水壁２４により水が浸入しなければ、壁体１６には有効土圧Ｐｓと空圧Ｐａの合力しか作用しない。 An unsaturated region R is formed between the impermeable layer 22, the impermeable wall 24, and the wall body 16 above the normal water level NWL. FIG. 2 (1) is an external force diagram in a general design, and FIG. 2 (2) is an external force diagram in a design in consideration of the impermeable effect. As shown in FIG. 2 (1), when there is no impermeable layer 22 and impermeable wall 24, when water enters the inside of the embankment body 12, the resultant force of the effective earth pressure Ps and the hydrostatic pressure Pw acts on the wall body 16. .. On the other hand, as shown in FIG. 2 (2), if water does not infiltrate through the impermeable layer 22 and the impermeable wall 24, only the resultant force of the effective earth pressure Ps and the pneumatic Pa acts acts on the wall body 16.

したがって、遮水層２２、遮水壁２４を設けると、壁体１６へ作用する外力を低減することができる。外力が低減すると、壁体１６に要求される抵抗性能（例えば、体積やセメント量など）が減り、壁体１６を経済的なものにすることができる。遮水層２２は、のり面２０の最外層に限るものではなく、堤外側から堤体１２の内部への水の浸透を防げる位置であればいかなる位置でもよい。最外層に設ける場合は施工が容易となる。また、遮水壁２４は、のり先の下方に限るものではなく、堤外側から堤体１２の内部への水の浸透を防げる位置であればいかなる位置に設けてもよい。遮水層２２、遮水壁２４はいずれか一方を省略することができるし、双方を省略することもできるが、壁体１６へ作用する外力を低減する上で設けることが望ましい。 Therefore, if the impermeable layer 22 and the impermeable wall 24 are provided, the external force acting on the wall body 16 can be reduced. When the external force is reduced, the resistance performance (for example, volume, cement amount, etc.) required for the wall body 16 is reduced, and the wall body 16 can be made economical. The impermeable layer 22 is not limited to the outermost layer of the slope 20, and may be any position as long as it can prevent water from penetrating from the outside of the embankment to the inside of the embankment body 12. If it is provided in the outermost layer, construction will be easy. Further, the impermeable wall 24 is not limited to the lower part of the glue destination, and may be provided at any position as long as it can prevent water from penetrating from the outside of the embankment to the inside of the embankment body 12. Either one of the impermeable layer 22 and the impermeable wall 24 can be omitted, or both can be omitted, but it is desirable to provide the impermeable layer 22 and the impermeable wall 24 in order to reduce the external force acting on the wall body 16.

上記の堤防補強構造１０を構築する場合には、堤体１２の天端１８から、周知のセメント固化処理工法による地盤改良を施し、堤体１２内に地盤改良した壁体１６を形成する。また、堤体１２の堤外側のり面２０ののり先の下側部分に遮水壁２４を構築するとともに、堤外側のり面２０と天端１８に遮水層２２を構築する。地盤改良は、堤体地盤とセメント系固化材とを原位置で混合撹拌する混合処理工法が好ましい。この堤防補強構造１０によれば、鋼材を用いないので、堤防１４の越流等に対する対策、耐震補強を経済的に行うことができる。したがって、堤防１４の越流等に対する抵抗性能および耐震性能を経済的に向上することができる。 When constructing the above-mentioned embankment reinforcing structure 10, ground improvement is performed from the top end 18 of the embankment body 12 by a well-known cement solidification treatment method, and the ground-improved wall body 16 is formed in the embankment body 12. Further, an impermeable wall 24 is constructed on the lower portion of the levee outer slope 20 of the levee body 12, and an impermeable layer 22 is constructed on the levee outer slope 20 and the top end 18. For ground improvement, a mixing treatment method in which the embankment ground and the cement-based solidifying material are mixed and agitated in the in-situ position is preferable. According to this levee reinforcement structure 10, since no steel material is used, it is possible to economically take measures against overflow of the levee 14 and seismic reinforcement. Therefore, the resistance performance and seismic performance of the embankment 14 against overflow and the like can be economically improved.

上記の実施の形態においては、壁体１６が板状の場合を例にとり説明したが、本発明の壁体は板状に限るものではなく、様々な形態を採用可能である。例えば、壁体１６が格子状の構造体であってもよい。つまり、地盤改良した部分が、図５に示すように平面視で格子状を呈する構造体であってもよいし、側面視で格子状を呈する構造体であってもよい。または、これらの組み合わせでもよい。壁体１６を格子状の構造体とすれば、地震時における堤体地盤のせん断変形を抑制して、堤体地盤内の過剰間隙水圧の上昇を抑制することができ、液状化強度を向上させることができる。また、上記の実施の形態では、壁体１６を堤体１２の横断方向に一つだけ設けた場合を例にとり説明したが、本発明はこれに限るものではなく、堤体１２の横断方向に間隔をあけて壁体１６を２つ以上設けてもよい。このようにしても、上記と同様の作用効果を奏することができる。 In the above embodiment, the case where the wall body 16 has a plate shape has been described as an example, but the wall body of the present invention is not limited to the plate shape, and various forms can be adopted. For example, the wall body 16 may be a grid-like structure. That is, the ground-improved portion may be a structure that exhibits a grid pattern in a plan view or a structure that exhibits a grid pattern in a side view as shown in FIG. Alternatively, a combination of these may be used. If the wall body 16 is a grid-like structure, shear deformation of the embankment ground during an earthquake can be suppressed, an increase in excess pore water pressure in the embankment ground can be suppressed, and liquefaction strength is improved. be able to. Further, in the above embodiment, the case where only one wall body 16 is provided in the transverse direction of the bank body 12 has been described as an example, but the present invention is not limited to this, and the present invention is not limited to this, and the case is described in the transverse direction of the bank body 12. Two or more wall bodies 16 may be provided at intervals. Even in this way, the same effects as described above can be obtained.

（本発明の効果の検証）
次に、本発明の効果を検証するために行った実験および結果について説明する。 (Verification of the effect of the present invention)
Next, experiments and results performed to verify the effect of the present invention will be described.

本実験は、水槽に入れた堤体模型を用いて、壁体の影響を調べたものである。まず、堤体模型の堤外側の水位を上げることによって、越流を生じさせた。図３（１）は壁体を有しない堤体（比較例）、（２）は幅方向に間隔をあけて２つの壁体を設けた堤体（本発明の実施例）である。この図に示すように、比較例では、越流が発生して陸側の地盤が洗掘されると、天端高さを保つことができない。これに対し、実施例では、越流が発生して陸側の地盤が洗掘された場合でも、天端高さを保つことができる。したがって、壁体を有する本実施例は、比較例に比べて、越流に対する抵抗性能に優れている。 In this experiment, the influence of the wall body was investigated using a levee body model placed in a water tank. First, the overflow was caused by raising the water level on the outside of the embankment model. FIG. 3 (1) is a levee body without a wall body (comparative example), and FIG. 3 (2) is a levee body (example of the present invention) in which two wall bodies are provided at intervals in the width direction. As shown in this figure, in the comparative example, when the overflow occurs and the ground on the land side is scoured, the height of the crown cannot be maintained. On the other hand, in the embodiment, the height of the crown can be maintained even when the ground on the land side is scoured due to an overflow. Therefore, this example having a wall body is superior in resistance performance to overflow as compared with the comparative example.

次に、壁体を有し、遮水層、遮水壁を有さない堤体を用いて、越流時の堤体内部各所の間隙水圧の時間変化を測定し、不飽和領域の影響について調べた。図４（１）、（２）は、測定点を示している。（１）がｔ＝２ｓ、（２）がｔ＝８ｓである。測定点Ｐ５、Ｐ８は壁体の左側（堤外側）の上下に位置し、Ｐ５は平常時の水位よりも下側に、Ｐ８は天端近傍に設定している。（３）に示すように、ｔ＝０の越流開始からｔ＝２ｓまでの越流初期は壁体の左側に不飽和領域が残留して水圧上昇が抑えられているが、ｔ＝８ｓでは不飽和領域が残留しなくなり水圧が上昇している。（４）〜（６）に、各時刻における壁体に作用する曲げモーメント、水平荷重、壁体の変位を示す。不飽和領域が残留しなくなると、曲げモーメント、水平荷重、変位が増大することがわかる。したがって、壁体の堤外側で不飽和領域が残留するように、遮水層を設けることが有効である。 Next, using a bank body that has a wall body and does not have an impermeable layer or impermeable wall, the temporal changes in pore water pressure at various points inside the embankment body during overflow are measured, and the effect of the unsaturated region is measured. Examined. FIGS. 4 (1) and 4 (2) show measurement points. (1) is t = 2s, and (2) is t = 8s. The measurement points P5 and P8 are located above and below the left side (outside the bank) of the wall body, P5 is set below the water level in normal times, and P8 is set near the top. As shown in (3), an unsaturated region remains on the left side of the wall body at the initial stage of overflow from the start of overflow at t = 0 to t = 2s, and the increase in water pressure is suppressed, but at t = 8s. The unsaturated region does not remain and the water pressure is rising. (4) to (6) show the bending moment, the horizontal load, and the displacement of the wall body acting on the wall body at each time. It can be seen that the bending moment, horizontal load, and displacement increase when the unsaturated region does not remain. Therefore, it is effective to provide an impermeable layer so that the unsaturated region remains on the outside of the embankment of the wall body.

以上説明したように、本発明に係る堤防補強構造によれば、堤体からなる堤防を補強する構造であって、地震時を含む外力作用時および越流時に堤体の天端高さを維持するために、堤体の内部に天端から所定の深さまで壁状に設けられ、地盤材料とセメント系固化材とを混合した地盤改良体からなる壁体を備え、この壁体は、越流によって堤内側の地盤が洗掘した場合でも自立可能であるとともに、地震動または堤外側の水面変動によって堤体の周辺地盤が沈下した場合でも天端高さを維持可能であるので、堤防の越流等に対する抵抗性能および耐震性能を経済的に向上することができる。 As described above, according to the embankment reinforcement structure according to the present invention, it is a structure for reinforcing the embankment composed of the embankment body, and maintains the height of the top of the embankment body at the time of external force action including the time of an earthquake and at the time of overflow. In order to do so, a wall is provided inside the embankment body from the top to a predetermined depth, and a wall body made of a ground improvement body in which a ground material and a cement-based solidifying material are mixed is provided, and this wall body overflows. Even if the ground inside the embankment is scoured, it can stand on its own, and even if the ground around the embankment sinks due to seismic motion or changes in the water level outside the embankment, the height of the top can be maintained. It is possible to economically improve the resistance performance and the seismic resistance performance against such factors.

また、本発明に係る他の堤防補強構造によれば、壁体が、格子状の構造体であるので、地震時における堤体地盤のせん断変形を抑制して、堤体地盤内の過剰間隙水圧の上昇を抑制することができ、液状化強度を向上させることができる。 Further, according to another levee reinforcement structure according to the present invention, since the wall body is a lattice-like structure, shear deformation of the levee body ground at the time of an earthquake is suppressed, and excess pore water pressure in the levee body ground is suppressed. It is possible to suppress the increase in the liquefaction strength and improve the liquefaction strength.

また、本発明に係る他の堤防補強構造によれば、堤体の表層側に設けられた遮水層を備え、この遮水層は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであるので、壁体を経済的なものにすることができる。 Further, according to another embankment reinforcement structure according to the present invention, an impermeable layer provided on the surface layer side of the embankment body is provided, and this impermeable layer prevents water from penetrating into the inside of the embankment body and is a wall body. Since the external force acting on the wall is reduced, the wall body can be made economical.

また、本発明に係る他の堤防補強構造によれば、堤外側の堤体の内部において所定の深さまで壁状に設けられた遮水壁を備え、この遮水壁は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであるので、壁体を経済的なものにすることができる。 Further, according to another embankment reinforcement structure according to the present invention, an impermeable wall provided in a wall shape to a predetermined depth inside the embankment body on the outside of the embankment is provided, and the impermeable wall is provided inside the embankment body. Since it prevents the permeation of water and reduces the external force acting on the wall body, the wall body can be made economical.

また、本発明に係る堤防補強方法によれば、堤体からなる堤防を補強する方法であって、地震時を含む外力作用時および越流時に堤体の天端高さを維持するために、堤体の内部に天端から所定の深さまで、地盤材料とセメント系固化材とを混合した地盤改良体からなる壁体を設けるステップを備え、この壁体は、越流によって堤内側の地盤が洗掘した場合でも自立可能であるとともに、地震動または堤外側の水面変動によって堤体の周辺地盤が沈下した場合でも天端高さを維持可能であるので、堤防の越流等に対する抵抗性能および耐震性能を経済的に向上することができる。 Further, according to the levee reinforcement method according to the present invention, it is a method of reinforcing a levee composed of a levee body, and in order to maintain the height of the top of the levee body at the time of external force action including an earthquake and at the time of overflow. The inside of the levee body is provided with a step of providing a wall body composed of a ground improvement body in which a ground material and a cement-based solidifying material are mixed from the top to a predetermined depth. It can stand on its own even when it is scoured, and it can maintain the height of the top even if the ground around the embankment sinks due to seismic motion or fluctuations in the water level outside the embankment. Performance can be improved economically.

また、本発明に係る他の堤防補強方法によれば、壁体が、格子状の構造体であるので、地震時における堤体地盤のせん断変形を抑制して、堤体地盤内の過剰間隙水圧の上昇を抑制することができ、液状化強度を向上させることができる。 Further, according to another levee reinforcement method according to the present invention, since the wall body is a grid-like structure, shear deformation of the levee body ground at the time of an earthquake is suppressed, and excess pore water pressure in the levee body ground is suppressed. It is possible to suppress the increase in the liquefaction strength and improve the liquefaction strength.

また、本発明に係る他の堤防補強方法によれば、堤体の表層側に遮水層を設けるステップを備え、この遮水層は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであるので、壁体を経済的なものにすることができる。 Further, according to another embankment reinforcement method according to the present invention, a step of providing an impermeable layer on the surface layer side of the embankment body is provided, and this impermeable layer prevents water from penetrating into the inside of the embankment body and is a wall body. Since the external force acting on the wall is reduced, the wall body can be made economical.

また、本発明に係る他の堤防補強方法によれば、堤外側の堤体の内部において所定の深さまで壁状に遮水壁を設けるステップを備え、この遮水壁は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであるので、壁体を経済的なものにすることができる。 Further, according to another embankment reinforcement method according to the present invention, a step of providing a wall-shaped impermeable wall to a predetermined depth inside the embankment body on the outside of the embankment is provided, and the impermeable wall is introduced to the inside of the embankment body. Since it prevents the permeation of water and reduces the external force acting on the wall body, the wall body can be made economical.

以上のように、本発明に係る堤防補強構造および堤防補強方法は、海岸や河岸に設置される堤防などに有用であり、特に、越流等に対する抵抗性能および耐震性能を、経済的に向上するのに適している。 As described above, the embankment reinforcement structure and the embankment reinforcement method according to the present invention are useful for embankments installed on coasts and river banks, and in particular, economically improve resistance performance against overflow and seismic performance. Suitable for.

１０ 堤防補強構造
１２ 堤体
１４ 堤防
１６ 壁体
１８ 天端
２０ のり面
２２ 遮水層
２４ 遮水壁
Ｂ 幅
Ｇ 基礎地盤
Ｇ１ 陸側の地盤
ＧＬ 越流洗掘後の地表面
Ｈ 天端高さ
ＨＷＬ 津波、高潮来襲時の水位
ＮＷＬ 平常時の水位
Ｐａ 空圧
Ｐｓ 有効土圧
Ｐｗ 静水圧
Ｒ 不飽和領域 10 Embankment reinforcement structure 12 Embankment body 14 Embankment 16 Wall body 18 Top 20 Slope 22 Impermeable layer 24 Impermeable wall B width G Foundation ground G1 Land side ground GL Ground surface after overflow scour H Top height HWL Water level during tsunami and storm surge NWL Normal water level Pa Pneumatic pressure Ps Effective earth pressure Pw Hydrostatic pressure R Unsaturated region

Claims (8)

堤体からなる堤防を補強する構造であって、
地震時を含む外力作用時および越流時に堤体の天端高さを維持するために、堤体の内部に天端から所定の深さまで壁状に設けられ、地盤材料とセメント系固化材とを混合した地盤改良体からなる壁体を備え、この壁体は、越流によって堤内側の地盤が洗掘した場合でも自立可能であるとともに、地震動または堤外側の水面変動によって堤体の周辺地盤が沈下した場合でも天端高さを維持可能であることを特徴とする堤防補強構造。 It is a structure that reinforces the embankment consisting of the embankment body.
In order to maintain the height of the top of the embankment during external force action including earthquakes and overflow, a wall is provided inside the embankment from the top to a predetermined depth, and the ground material and cement-based solidifying material are used. It is equipped with a wall body consisting of a ground improvement body that is a mixture of the above, and this wall body can stand on its own even if the ground inside the levee is scoured by overflow, and the ground around the levee body due to seismic motion or water level fluctuations outside the levee body. Embankment reinforcement structure characterized in that the height of the top can be maintained even when the ground is subsided. 壁体が、格子状の構造体であることを特徴とする請求項１に記載の堤防補強構造。 The embankment reinforcement structure according to claim 1, wherein the wall body is a lattice-like structure. 堤体の表層側に設けられた遮水層を備え、この遮水層は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであることを特徴とする請求項１または２に記載の堤防補強構造。 It is provided with an impermeable layer provided on the surface layer side of the embankment body, and this impermeable layer is characterized in that it prevents water from penetrating into the inside of the embankment body and reduces the external force acting on the wall body. The embankment reinforcement structure according to claim 1 or 2. 堤外側の堤体の内部において所定の深さまで壁状に設けられた遮水壁を備え、この遮水壁は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであることを特徴とする請求項１〜３のいずれか一つに記載の堤防補強構造。 The inside of the embankment on the outside of the embankment is provided with an impermeable wall provided in a wall shape to a predetermined depth, and this impermeable wall prevents water from penetrating into the inside of the embankment and reduces the external force acting on the wall. The embankment reinforcement structure according to any one of claims 1 to 3, wherein the levee is to be reinforced. 堤体からなる堤防を補強する方法であって、
地震時を含む外力作用時および越流時に堤体の天端高さを維持するために、堤体の内部に天端から所定の深さまで、地盤材料とセメント系固化材とを混合した地盤改良体からなる壁体を設けるステップを備え、この壁体は、越流によって堤内側の地盤が洗掘した場合でも自立可能であるとともに、地震動または堤外側の水面変動によって堤体の周辺地盤が沈下した場合でも天端高さを維持可能であることを特徴とする堤防補強方法。 It is a method to reinforce the embankment consisting of the embankment body.
Ground improvement by mixing ground material and cement-based solidifying material from the top to a predetermined depth inside the levee body in order to maintain the height of the levee body during external force action including earthquake and overflow. It is equipped with a step to provide a wall body consisting of a body, and this wall body can stand on its own even if the ground inside the embankment is scoured by overflow, and the ground around the embankment sinks due to seismic motion or water level fluctuation outside the embankment. A levee reinforcement method characterized in that the height of the top can be maintained even if it is used. 壁体が、格子状の構造体であることを特徴とする請求項５に記載の堤防補強方法。 The embankment reinforcement method according to claim 5, wherein the wall body is a lattice-like structure. 堤体の表層側に遮水層を設けるステップを備え、この遮水層は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであることを特徴とする請求項５または６に記載の堤防補強方法。 A step of providing an impermeable layer on the surface layer side of the embankment is provided, and this impermeable layer is characterized in that it prevents water from penetrating into the inside of the embankment and reduces the external force acting on the wall. The embankment reinforcement method according to claim 5 or 6. 堤外側の堤体の内部において所定の深さまで壁状に遮水壁を設けるステップを備え、この遮水壁は、堤体の内部への水の浸透を防ぎ、壁体へ作用する外力を低減するものであることを特徴とする請求項５〜７のいずれか一つに記載の堤防補強方法。 The inside of the embankment on the outside of the embankment is provided with a step of providing a wall-shaped impermeable wall to a predetermined depth, and this impermeable wall prevents water from penetrating into the inside of the embankment and reduces the external force acting on the wall. The embankment reinforcement method according to any one of claims 5 to 7, wherein the levee is to be reinforced.
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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP4140778A1 (en) 2021-08-27 2023-03-01 Toyo Tire Corporation Pneumatic tire
CN117634002A (en) * 2024-01-15 2024-03-01 广东大禹水利建设有限公司 Dyke siltation composite plugging construction method

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003013451A (en) * 2001-07-02 2003-01-15 Sumitomo Metal Ind Ltd Embankment reinforcement structure
JP2006161358A (en) * 2004-12-06 2006-06-22 Rinjiro Suda Bank
JP2007231641A (en) * 2006-03-01 2007-09-13 Daiyo Kensetsu Kk Collapse prevention construction method for dike
JP2009287365A (en) * 2008-06-02 2009-12-10 Hokukon Co Ltd Composite bottom gutter for dam body of pool
JP2011214248A (en) * 2010-03-31 2011-10-27 Sumitomo Metal Ind Ltd Structure for reinforcing embankment
JP2014177854A (en) * 2012-06-01 2014-09-25 Nippon Steel & Sumitomo Metal Reinforcement structure of dike
JP2015081436A (en) * 2013-10-22 2015-04-27 大成建設株式会社 Ground improvement structure
KR20160025670A (en) * 2014-08-27 2016-03-09 박동근 Repair-reinforcement method of the reservoir

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003013451A (en) * 2001-07-02 2003-01-15 Sumitomo Metal Ind Ltd Embankment reinforcement structure
JP2006161358A (en) * 2004-12-06 2006-06-22 Rinjiro Suda Bank
JP2007231641A (en) * 2006-03-01 2007-09-13 Daiyo Kensetsu Kk Collapse prevention construction method for dike
JP2009287365A (en) * 2008-06-02 2009-12-10 Hokukon Co Ltd Composite bottom gutter for dam body of pool
JP2011214248A (en) * 2010-03-31 2011-10-27 Sumitomo Metal Ind Ltd Structure for reinforcing embankment
JP2014177854A (en) * 2012-06-01 2014-09-25 Nippon Steel & Sumitomo Metal Reinforcement structure of dike
JP2015081436A (en) * 2013-10-22 2015-04-27 大成建設株式会社 Ground improvement structure
KR20160025670A (en) * 2014-08-27 2016-03-09 박동근 Repair-reinforcement method of the reservoir

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP4140778A1 (en) 2021-08-27 2023-03-01 Toyo Tire Corporation Pneumatic tire
CN117634002A (en) * 2024-01-15 2024-03-01 广东大禹水利建设有限公司 Dyke siltation composite plugging construction method

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