JP3773098B2 - Landslide control method - Google Patents
Landslide control method Download PDFInfo
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- JP3773098B2 JP3773098B2 JP2001097851A JP2001097851A JP3773098B2 JP 3773098 B2 JP3773098 B2 JP 3773098B2 JP 2001097851 A JP2001097851 A JP 2001097851A JP 2001097851 A JP2001097851 A JP 2001097851A JP 3773098 B2 JP3773098 B2 JP 3773098B2
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- Prior art keywords
- landslide
- resistor
- surface portion
- mass
- sliding
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
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Description
【0001】
本発明は地すべり抑止工法に関し、より詳しくは、人工的に造成された地すべりの生じ易い谷埋め盛土に適した地すべり抑止工法に関する。
【0002】
人工的に造成された谷埋め盛土の地すべりを抑制する対策工としては、従来より、抑止杭工やグラウンドアンカー工のように、地すべり土塊の滑動方向に対して横断的(滑動方向に対して垂直方向)に抵抗体を多数列設した「待ち受け型対策工」が広く採用されている。
【0003】
【発明が解決しようとする課題】
しかしながら、従来の待ち受け対策工では、前記抵抗体よりも上方の土塊部分の変形を許す構造であるため、地すべり土塊全体として大きな滑動を引き起こさなくとも、前記抵抗体よりも上方の土塊上に建造されている構造物が変形・破損する虞があるという問題点があった。
【0004】
特に、地震等の急激な揺れが生じた場合は、前記抵抗体の上方の土塊部分は大きな変形が起こり易く、このため待ち受け対策工によって土砂の流出は防止できても、地すべり土塊上の構造物は著しい破損を被る虞があるという問題点があった。すなわち、従来の待ち受け対策工では、抵抗体上方の局所的な地表面変動は防止することができず、このため地盤上に建造されている構造物は甚大な被害をうける虞があるという問題点があった。
【0005】
本発明はこのような問題点に鑑みなされたものであって、局所的な地表面変動をも抑制し、地すべり土塊としての谷埋め盛土上に建造された建造物に被害が生じるのを防ぐことができる地すべり抑止工法を提供することを目的とする。
【0006】
【課題を解決するための手段】
本発明者らは、平成7年の兵庫県南部地震において地すべり土塊における地盤変形について調査したところ、地すべり土塊の幅寸法が深さ寸法に比べて大きい谷埋め宅地盛土で地盤の変形が多く発生し、幅寸法が深さ寸法に比べて小さい谷埋め宅地盛土では地盤の変形が少ないことが分った。これは、谷埋め宅地の地すべり土塊では、底面部と側面部とですべり面を形成するが、側面部の抵抗力(摩擦力)は底面部の抵抗力(摩擦力)よりも大きいことから、深さ寸法に比べて幅寸法の小さい谷埋め宅地盛土では側面部の大きな抵抗力によって地盤の変形を抑制できたものと思われる。
【0007】
本発明はこのような点に着目してなされたものであって、本発明に係る地すべり抑止工法は、側面部と底面部とを有する凹形状の谷埋め盛土からなる地すべり土塊に対する地すべり抑止工法であって、少なくとも一つ以上の抵抗体が、滑動方向と略平行に前記地すべり土塊の前記底面部に立設されて擬似側壁を形成し、該擬似側壁によって前記地すべり土塊の側面せん断抵抗を強化し、地すべりを抑止することを特徴している。
【0009】
上記地すべり抑止工法によれば、擬似側壁を形成する抵抗体によって地すべり土塊は2つ以上の領域に分断される。そして各領域の底面部と側面部によってすべり面が形成されるので、分断された各すべり面における土塊の幅寸法は深さ寸法に比べて小さくなり、これにより側面部の抵抗力が増大し、その結果、土塊全体の単位面積当たりの平均的な抵抗力が大きくなり、地すべり土塊の滑動を効果的に抑制することができる。
【0010】
【発明の実施の形態】
次に、本発明の実施の形態を図面に基づいて詳説する。
【0011】
図1は谷埋め盛土の地すべりの一例を模式的に示した斜視図であって、該地すべり土塊は、軟弱な第1の土質1上に該第1の土質1よりも相対的に強度の大きな第2の土質2が堆積されている。該第2の土質2の上面が地表に露見された地すべり土塊は、全体形状が凹状となるように傾斜状の第1及び第2の側面部3a、3bを有し、両側面部3a、3bに挟まれた部位には第1の土質1が露見されて底面部4を形成している。そして、本実施の形態では両側面部3a、3b及び底面部4で滑動面(せん断面)を形成し、矢印X方向に滑動し易い土質構造となっている。
【0012】
図2は本発明の地すべり抑止工法の一実施の形態を模式的に示した斜視図であって、本実施の形態では、矢印Xで示す滑動方向と略平行となるように底面部4の長手方向略全長に亙って抵抗体5が立設されて擬似側壁を形成し、これにより底面部4は2つの領域(第1の底面部4a、第2の底面部4b)に分断されている。
【0013】
側面部3a、3bの単位面積当たりの滑動に対するせん断抵抗(すべり面抵抗)(以下、単に「せん断抵抗」という。)は、底面部4のせん断抵抗に比べて大きいため、滑動面全域に対し側面部の占める面積比率が大きくなればなるほど滑動に対する抵抗力が大きくなる。
【0014】
そこで、本実施の形態では、地すべり土塊の滑動方向と略平行となるように底面部4の長手方向略全長に亙って抵抗体5を立設して底面部4を2つの領域に分断し、これにより土塊の幅寸法が深さ寸法よりも実質的に小さくなるようにして側面部に対する底面部の占める面積比率を相対的に減少させ、全体としてせん断抵抗が大きくなるようにし、地すべりを抑制している。
【0015】
次に、図3及び図4を参照しながら、抵抗体5を設けた場合と設けなかった場合について、せん断抵抗を比較する。
【0016】
図3は抵抗体を設けなかった場合の横断面構造を模式的に示した図であって、図中、Aは第1の側面部3aのすべり面延長、Bは第2の側面部3bのすべり面延長、Cは底面部4のすべり面延長である。
【0017】
第1の側面部3aのせん断抵抗をτa、第2の側面部3bのせん断抵抗をτb、底面部のせん断抵抗をτcとすると、破線Mで示す面のせん断抵抗の平均値、すなわち平均せん断抵抗τMは数式(1)で表される。
【数1】
一方、図4は抵抗体5を設けた場合の横断面構造を模式的に示した図であって、図中、Dは抵抗体5のすべり面延長を示している。また、C1は底面部4aのすべり面延長、C2は底面部4aのすべり面延長である。
【0018】
そして、抵抗体5のせん断抵抗をτdとすると、破線Nで示す面の平均せん断抵抗τNは数式(2)で表され、破線Lで示す面の平均せん断抵抗τLは数式(3)で表される。
【数2】
【数3】
ここで、各すべり面のせん断抵抗τa〜τdの間には数式(4)に示す関係が成立する。
【0019】
τa≒τb≒τd>τc…(4)
また、各すべり面延長との間には、数式(5)〜(6)の関係が成立する。
【0020】
A≒B≒D …(5)
C1<C、C2<C …(6)
すなわち、抵抗体5を設けたことによって、平均せん断抵抗τN及びτLは平均せん断抵抗τMよりも大きくなり、したがって地震等の大きく急激な揺れが生じても、図3の抵抗体を設けなかった場合に比べ、地盤が滑動するのを抑制することが可能となる。
【0021】
尚、本発明は上記実施の形態に限定されるものではない。上記実施の形態では抵抗体5は1個しか設けていないが、2個以上の抵抗体5を滑動方向に略平行に列設するのも好ましい。
【0022】
【発明の効果】
以上詳述したように本発明に係る地すべり抑止工法は、側面部と底面部とを有する凹形状の谷埋め盛土からなる地すべり土塊に対する地すべり抑止工法であって、少なくとも一つ以上の抵抗体が、滑動方向と略平行に前記地すべり土塊の前記底面部に立設されて擬似側壁を形成し、該擬似側壁によって前記地すべり土塊の側面せん断抵抗を強化し、地すべりを抑止するので、地すべり土塊全体の地盤変形を防止することができ、地震時でも地すべり土塊上の構造物に被害が生じるのを抑制することができる。
【0024】
また、従来の抑止杭工やグラウンドアンカー工等は耐用年数が数十年であるのに対し、本発明は地すべり土塊が本来有している地盤強度を地すべり防止に活用する工法であるため、事実上恒久的な対策工法となる。しかも抵抗体は、大きな強度を有する必要がなく、地すべり対策工事費用も大幅に削減することが可能となる。
【図面の簡単な説明】
【図1】 地すべり土塊の一例を模式的に示した斜視図である。
【図2】 本発明に係る地すべり抑止工法の一実施の形態を模式的に示す斜視図である。
【図3】 地すべり土塊中に抵抗体を立設しなかった場合の面構造を模式的に示す図である。
【図4】 地すべり土塊中に抵抗体を立設した場合の面構造を模式的に示す図である。
【符号の説明】
3a、3b 側面部
4a 第1の底面部
4b 第2の底面部
5 抵抗体[0001]
The present invention relates to a landslide prevention method, and more particularly, to a landslide prevention method suitable for a valley-filled embankment where an artificially created landslide is likely to occur .
[0002]
The artificially reclamation have been valley fill landslide measures Engineering you suppress the embankment, conventionally, as in the suppression pile Engineering and ground anchors Engineering, to cross (sliding direction with respect to the sliding direction of the landslide mass "Stand-by type countermeasure work" in which a large number of resistors are arranged in the vertical direction is widely adopted.
[0003]
[Problems to be solved by the invention]
However, since the conventional anti-stand work is a structure that allows deformation of the clot portion above the resistor, it is constructed on the clot above the resistor without causing large sliding as a whole landslide mass. There is a problem in that the structure being deformed may be damaged.
[0004]
In particular, when a sudden shaking such as an earthquake occurs, the soil block above the resistor is likely to be greatly deformed. Therefore, even if it is possible to prevent the outflow of sediment by the standby countermeasure work, the structure on the landslide block There was a problem that there was a risk of suffering significant damage. In other words, the conventional anti-standby work cannot prevent local ground surface fluctuations above the resistor, and the structure built on the ground may be seriously damaged. was there.
[0005]
The present invention has been made in view of such a problem, also inhibit local ground surface variations, to prevent damage from occurring in the valley fill building was built on embankment as landslide The purpose is to provide a landslide prevention method that can be used.
[0006]
[Means for Solving the Problems]
The present inventors investigated the ground deformation in the landslide block during the 1995 Hyogoken-Nanbu Earthquake, and many ground deformations occurred in the valley-filled residential embankment where the width of the landslide block was larger than the depth. In the valley-filled residential embankment where the width dimension is smaller than the depth dimension, it was found that there is little deformation of the ground. This is because in the landslide mass of the valley-filled residential land, a slip surface is formed between the bottom surface and the side surface, but the resistance force (friction force) of the side surface portion is larger than the resistance force (friction force) of the bottom surface portion, It seems that in the valley-filled residential embankment where the width dimension is small compared to the depth dimension, the deformation of the ground could be suppressed by the large resistance of the side surface.
[0007]
The present invention has been made paying attention to such points, and the landslide prevention construction method according to the present invention is a landslide prevention construction method for a landslide mass including a concave valley-filled embankment having a side surface portion and a bottom surface portion. there are, at least one resistor, a pseudo sidewalls formed is erected on the bottom surface of the sliding direction substantially parallel to the landslide mass, enhance side shear resistance of the landslide mass by pseudo sidewall It is characterized by deterring landslides.
[0009]
According to the landslide prevention method, the landslide mass is divided into two or more regions by the resistor forming the pseudo side wall . And since the slip surface is formed by the bottom surface portion and the side surface portion of each region, the width dimension of the clot on each divided slip surface is smaller than the depth dimension, thereby increasing the resistance force of the side surface portion, As a result, the average resistance per unit area of the entire mass is increased, and the sliding of the landslide mass can be effectively suppressed.
[0010]
DETAILED DESCRIPTION OF THE INVENTION
Next, embodiments of the present invention will be described in detail with reference to the drawings.
[0011]
FIG. 1 is a perspective view schematically showing an example of a landslide of a valley-filled embankment, and the landslide mass is relatively stronger on the soft first soil 1 than the first soil 1. A
[0012]
FIG. 2 is a perspective view schematically showing an embodiment of the landslide prevention method according to the present invention. In this embodiment, the length of the bottom surface portion 4 is substantially parallel to the sliding direction indicated by the arrow X. The resistor 5 is erected over substantially the entire length in the direction to form a pseudo side wall, whereby the bottom surface portion 4 is divided into two regions (first
[0013]
Since the shear resistance (slide surface resistance) (hereinafter simply referred to as “shear resistance”) per unit area of the
[0014]
Therefore, in the present embodiment, the resistor 5 is erected over substantially the entire length in the longitudinal direction of the bottom surface portion 4 so as to be substantially parallel to the sliding direction of the landslide mass, and the bottom surface portion 4 is divided into two regions. In this way, the area ratio of the bottom surface part to the side surface part is relatively decreased by making the width of the soil block substantially smaller than the depth dimension, so that the overall shear resistance is increased and landslides are suppressed. is doing.
[0015]
Next, with reference to FIGS. 3 and 4, the shear resistance is compared between the case where the resistor 5 is provided and the case where the resistor 5 is not provided.
[0016]
FIG. 3 is a diagram schematically showing a cross-sectional structure when no resistor is provided. In FIG. 3, A is an extension of the sliding surface of the first
[0017]
When the shear resistance of the first
[Expression 1]
On the other hand, FIG. 4 is a diagram schematically showing a cross-sectional structure in the case where the resistor 5 is provided. In the figure, D indicates an extension of the sliding surface of the resistor 5. C1 is an extension of the sliding surface of the
[0018]
When the shear resistance of the resistor 5 is τd, the average shear resistance τN of the surface indicated by the broken line N is expressed by Equation (2), and the average shear resistance τL of the surface indicated by the broken line L is expressed by Equation (3). The
[Expression 2]
[Equation 3]
Here, the relationship shown in Expression (4) is established between the shear resistances τa to τd of the sliding surfaces.
[0019]
τa≈τb≈τd> τc (4)
Moreover, the relationship of Numerical formula (5)-(6) is materialized between each slip surface extension.
[0020]
A≈B≈D (5)
C1 <C, C2 <C (6)
That is, when the resistor 5 is provided, the average shear resistances τN and τL are larger than the average shear resistance τM. Therefore, even if a large and rapid shaking such as an earthquake occurs, the resistor of FIG. 3 is not provided. Compared to, it is possible to suppress the ground from sliding.
[0021]
The present invention is not limited to the above embodiment. In the above-described embodiment, only one resistor 5 is provided, but it is also preferable that two or more resistors 5 are arranged substantially parallel to the sliding direction.
[0022]
【The invention's effect】
As described in detail above, the landslide suppression method according to the present invention is a landslide suppression method for a landslide mass consisting of a concave-shaped valley-filled embankment having a side surface and a bottom surface, and at least one resistor is provided. A pseudo side wall is formed by standing on the bottom portion of the landslide mass substantially parallel to the sliding direction, the side wall of the landslide mass is strengthened by the pseudo side wall, and the landslide is suppressed. Deformation can be prevented, and damage to structures on the landslide mass can be suppressed even during an earthquake.
[0024]
Also, while conventional deterrent piles and ground anchors have a service life of several decades, the present invention is a construction method that utilizes the ground strength inherent to landslide blocks to prevent landslides. This is a permanent countermeasure method. In addition, the resistor need not have high strength, and the landslide countermeasure construction cost can be greatly reduced.
[Brief description of the drawings]
FIG. 1 is a perspective view schematically showing an example of a landslide mass.
FIG. 2 is a perspective view schematically showing an embodiment of a landslide prevention method according to the present invention.
FIG. 3 is a diagram schematically showing a surface structure when a resistor is not erected in a landslide mass.
FIG. 4 is a diagram schematically showing a surface structure when a resistor is erected in a landslide mass.
[Explanation of symbols]
3a, 3b
Claims (1)
少なくとも一つ以上の抵抗体が、滑動方向と略平行に前記地すべり土塊の前記底面部に立設されて擬似側壁を形成し、該擬似側壁によって前記地すべり土塊の側面せん断抵抗を強化し、地すべりを抑止することを特徴とする地すべり抑止工法。 A landslide deterrent construction method for a landslide block consisting of a concave valley-filled embankment having a side surface and a bottom surface,
At least one resistor, a pseudo sidewalls formed is erected on the bottom surface of the sliding direction substantially parallel to the landslide mass, enhance side shear resistance of the landslide mass by pseudo side walls, a landslide Landslide prevention method characterized by deterrence.
Priority Applications (1)
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JP2001097851A JP3773098B2 (en) | 2001-03-30 | 2001-03-30 | Landslide control method |
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JP2001097851A JP3773098B2 (en) | 2001-03-30 | 2001-03-30 | Landslide control method |
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JP2002294716A5 JP2002294716A5 (en) | 2005-11-10 |
JP3773098B2 true JP3773098B2 (en) | 2006-05-10 |
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Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2011038302A (en) * | 2009-08-11 | 2011-02-24 | Hazama Corp | Structure and method for reinforcing sloped ground |
JP2016211363A (en) * | 2015-04-30 | 2016-12-15 | 鹿島建設株式会社 | Method and structure for flow inhibition of slope ground |
CN109883779A (en) * | 2019-01-21 | 2019-06-14 | 绍兴文理学院 | Anchor structure face dimensional effect shearing test design method |
Families Citing this family (3)
Publication number | Priority date | Publication date | Assignee | Title |
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JP2007239202A (en) * | 2006-03-06 | 2007-09-20 | Shimizu Corp | Aseismatic reinforcing structure of trough filling banking part |
JP2008045321A (en) * | 2006-08-14 | 2008-02-28 | Doyu Daichi Co Ltd | Method for designing caisson type pile foundation on slope |
JP2014221997A (en) * | 2013-05-14 | 2014-11-27 | 矢作建設工業株式会社 | Method of reinforcing surface of slope |
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2001
- 2001-03-30 JP JP2001097851A patent/JP3773098B2/en not_active Expired - Fee Related
Cited By (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2011038302A (en) * | 2009-08-11 | 2011-02-24 | Hazama Corp | Structure and method for reinforcing sloped ground |
JP2016211363A (en) * | 2015-04-30 | 2016-12-15 | 鹿島建設株式会社 | Method and structure for flow inhibition of slope ground |
JP2020169567A (en) * | 2015-04-30 | 2020-10-15 | 鹿島建設株式会社 | Method and structure for flow inhibition of slope ground |
CN109883779A (en) * | 2019-01-21 | 2019-06-14 | 绍兴文理学院 | Anchor structure face dimensional effect shearing test design method |
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