JP2005068688A - Sheet pile structure - Google Patents

Sheet pile structure Download PDF

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JP2005068688A
JP2005068688A JP2003296817A JP2003296817A JP2005068688A JP 2005068688 A JP2005068688 A JP 2005068688A JP 2003296817 A JP2003296817 A JP 2003296817A JP 2003296817 A JP2003296817 A JP 2003296817A JP 2005068688 A JP2005068688 A JP 2005068688A
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ground
sheet piles
sheet
embankment
sheet pile
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JP4120529B2 (en
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Takuo Mori
拓雄 森
Shinichi Takahashi
真一 高橋
Makoto Toriihara
誠 鳥井原
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Obayashi Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To effectively prevent soft ground change creating filling without placing a sheet pile up to a support layer. <P>SOLUTION: The sheet pile structure creates additional filling 14 to existing filling 12 provided on soft ground 10, and suppresses sideward deformation of the soft ground 10 caused by creation of the additional filling 14. Therefor, prior to the creation of the additional filling 14, a pair of the sheet piles 16 and 18 are placed on a toe-of-slope part of the existing filling 12 and a toe-of-slope part of a creation planned position of the additional filling 14 so as to be mutually opposite. The placing depth of the sheet piles 16 and 18 do not arrive down to support ground 30, and is depth on the way of the soft ground 10. Each pair of the sheet piles 16 and 18 is coupled by a tie rod 20 on the upper end. The sheet piles 16 and 18 are placed in a thoothless shape spacing intervals in the extension direction for instance. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

本発明は、軟弱地盤上に盛土を造成する場合の地盤変状を抑制するための矢板構造に関する。   The present invention relates to a sheet pile structure for suppressing ground deformation when embankment is created on soft ground.

軟弱地盤上に盛土した場合には、盛土の荷重によって地盤の側方移動等の地盤変状が生ずるおそれがある。かかる地盤変状を防止するための対策として、例えば特許文献1に開示されるように、軟弱地盤上に施された盛土の法尻に矢板を打設することが行われている。特許文献1に開示される工法では、支持層まで打設した着底支柱の間に、軟弱層の途中まで挿入されたフローティング矢板を設け、それらの頭部を結合一体化している。
特開2001−317043号公報
When embankment is performed on soft ground, ground deformation such as lateral movement of the ground may occur due to the load of the embankment. As a measure for preventing such ground deformation, for example, as disclosed in Patent Document 1, a sheet pile is placed on the slope of the embankment provided on the soft ground. In the construction method disclosed in Patent Document 1, a floating sheet pile inserted halfway through the soft layer is provided between the bottoming struts that have been cast up to the support layer, and their heads are combined and integrated.
JP 2001-317043 A

このように、従来は、少なくとも一部の矢板を支持層の深さまで打設するのが通常であった。これは、矢板を軟弱層の途中までしか打設しないと、地盤に大きな側方流動が生じた場合に、その側方流動を矢板で食い止めることができないからである。そのため、軟弱層の厚さが大きい場合には、矢板の打設深度が深くなって施工コストが増大するうえ、剛性の高い大型の矢板を用いることが必要となり、コストは益々嵩んでしまう。   Thus, conventionally, it has been usual to drive at least a part of the sheet pile to the depth of the support layer. This is because if the sheet pile is placed only in the middle of the soft layer, the lateral flow cannot be stopped by the sheet pile when a large lateral flow occurs in the ground. For this reason, when the thickness of the soft layer is large, it is necessary to use a large sheet pile having a high rigidity because the depth of the sheet pile is increased and the construction cost is increased, and the cost is further increased.

本発明は上記の点に鑑みてなされたものであり、矢板を支持層まで打設することなく盛土が造成される軟弱地盤の変状を効果的に抑制できるようにすることを目的とする。   This invention is made | formed in view of said point, and it aims at enabling it to suppress effectively the deformation | transformation of the soft ground in which embankment is created, without driving a sheet pile to a support layer.

上記の目的を達成するため、請求項1に記載された発明に係る矢板構造は、地盤の軟弱層の途中の深さまで、互いに対向する矢板の対を打設し、これら矢板の上端部をタイロッドで互いに連結したことを特徴とする。   In order to achieve the above object, the sheet pile structure according to the first aspect of the present invention includes a pair of sheet piles facing each other up to a midway depth of the soft layer of the ground, and the upper ends of these sheet piles are tie rods. And connected to each other.

また、請求項2に記載された発明は、軟弱地盤上の既設盛土に追加盛土を造成するにあたり前記軟弱地盤の地盤変状を抑制するための矢板構造であって、前記既設盛土及び前記追加盛土の法尻位置に、互いに対向する矢板の対を軟弱層の途中の深さまで打設し、これら矢板の上端部をタイロッドで互いに連結したことを特徴とする。   Further, the invention described in claim 2 is a sheet pile structure for suppressing ground deformation of the soft ground when creating an additional bank on the existing bank on the soft ground, the existing bank and the additional bank A pair of sheet piles opposed to each other is driven to a depth in the middle of the soft layer, and the upper ends of these sheet piles are connected to each other by tie rods.

請求項1及び2記載の発明によれば、盛土荷重による地盤の側方変形量が最も大きくなる地表付近において、打設した矢板の対がタイロッドにより互いに拘束される。このため、矢板を支持層まで打設しなくても、盛土に起因する軟弱地盤の変状を効果的に抑制できる。   According to the first and second aspects of the present invention, in the vicinity of the ground surface where the amount of lateral deformation of the ground due to the embankment load is the largest, the placed sheet pile pairs are restrained by the tie rods. For this reason, even if it does not drive a sheet pile to a support layer, the deformation | transformation of the soft ground resulting from embankment can be suppressed effectively.

また、請求項3に記載された発明は、請求項1又は2記載の矢板構造において、前記矢板はその延長方向に間隔を開けて歯抜け状に打設されていることを特徴とする。このようにすれば、矢板の打設本数を削減して、工期短縮とコスト低減を図ることができる。   The invention described in claim 3 is characterized in that, in the sheet pile structure according to claim 1 or 2, the sheet piles are driven in a tooth-like manner with an interval in the extension direction. In this way, the number of sheet piles can be reduced to shorten the work period and reduce the cost.

本発明によれば、矢板を支持層まで打設することなく、盛土が造成される軟弱地盤の変状を効果的に防止することができる。   ADVANTAGE OF THE INVENTION According to this invention, the deformation | transformation of the soft ground in which embankment is created can be prevented effectively, without driving a sheet pile to a support layer.

図1は、本発明の一実施形態を示す斜視図である。同図に示すように、本実施形態では、軟弱地盤10の上に設けられた既設盛土12の片側(あるいは両側)に追加盛土14を造成するものとし、この追加盛土14の造成に起因する軟弱地盤10の側方変形を抑制する。かかる目的のため、追加盛土14の造成に先立って、既設盛土12の法尻部と、追加盛土14の造成予定位置の法尻部に、矢板16,18の対を互いに対向するように打設しておく。矢板16,18の打設深さは、支持地盤30まで達しない、軟弱地盤10の途中の深さまでとしている。なお、本実施形態では、矢板16,18は、その延長方向に間隔が開いた歯抜け状に打設している。矢板16,18の各対は、それらの上端部において、タイロッド20により互いに連結されている。このような矢板16,18及びタイロッド20からなる矢板構造を軟弱地盤10に施工した後、追加盛土14を造成する。なお、本実施形態では、矢板16,18として鋼矢板を用いるものとするが、これに限らず、例えばコンクリート製や木製の矢板を用いてもよい。   FIG. 1 is a perspective view showing an embodiment of the present invention. As shown in the figure, in the present embodiment, the additional embankment 14 is created on one side (or both sides) of the existing embankment 12 provided on the soft ground 10, and the softness resulting from the creation of the additional embankment 14 is shown. Side deformation of the ground 10 is suppressed. For this purpose, prior to the formation of the additional embankment 14, a pair of sheet piles 16 and 18 are placed so as to oppose each other on the hull of the existing embankment 12 and the hull of the planned position of the additional embankment 14 to be built. Keep it. The placement depth of the sheet piles 16 and 18 is set to a depth in the middle of the soft ground 10 that does not reach the support ground 30. In the present embodiment, the sheet piles 16 and 18 are driven in a tooth-like shape with an interval in the extending direction. Each pair of sheet piles 16 and 18 are connected to each other by a tie rod 20 at their upper ends. After constructing such a sheet pile structure including the sheet piles 16 and 18 and the tie rod 20 on the soft ground 10, the additional embankment 14 is formed. In this embodiment, steel sheet piles are used as the sheet piles 16 and 18. However, the present invention is not limited to this, and for example, concrete or wooden sheet piles may be used.

図2は、矢板16,18による軟弱地盤の側方変形防止の原理を説明するための図である。同図に示すように、軟弱地盤10上に盛土を造成した場合、盛土荷重は、軟弱地盤10の深度が大きくなるにつれて分散する。このため、盛土荷重に起因する軟弱地盤10の側方変形量は、深度が浅いほど大きくなる。したがって、本実施形態では、側方変形量が最大となる地表面付近(すなわち矢板16,18の上端部)において矢板16,18をタイロッド20で拘束することにより、地盤の側方変形を効果的に抑制できるのである。   FIG. 2 is a diagram for explaining the principle of preventing lateral deformation of the soft ground by the sheet piles 16 and 18. As shown in the figure, when embankment is created on the soft ground 10, the embankment load is dispersed as the depth of the soft ground 10 increases. For this reason, the amount of lateral deformation of the soft ground 10 caused by the embankment load increases as the depth becomes shallower. Therefore, in the present embodiment, the lateral deformation of the ground is effectively performed by restraining the sheet piles 16 and 18 with the tie rods 20 near the ground surface where the lateral deformation amount is maximum (that is, the upper ends of the sheet piles 16 and 18). It can be suppressed.

図3は、本実施形態における矢板16,18及びタイロッド20の設計指針を説明するための図である。一般に、盛土法面のような斜面で辷り破壊が生ずる場合、図3に示すように、その辷り面は円弧状になる。そこで、矢板16,18が円弧状の辷り面を通るように、矢板16,18の深さを設計する。また、タイロッド20は、矢板16,18に作用する土圧の合力に抵抗できる強度となるように、その剛性、太さ等を設計する。このように矢板16,18及びタイロッド20を設計することで、軟弱地盤10の辷りによる側方変形をより確実に抑止することができる。なお、円弧状の辷り面は、追加盛土14の荷重によって軟弱地盤10に生ずるせん断応力を計算し、その値が軟弱地盤10の発揮し得るせん断応力を超えるような辷り面を探し出すことにより求めることができる。   FIG. 3 is a view for explaining design guidelines for the sheet piles 16 and 18 and the tie rod 20 in the present embodiment. In general, when a smashing failure occurs on a slope such as an embankment slope, the sculptured surface has an arc shape as shown in FIG. Therefore, the depth of the sheet piles 16 and 18 is designed so that the sheet piles 16 and 18 pass through the arcuate face. Further, the tie rod 20 is designed to have a rigidity, a thickness, and the like so as to have a strength capable of resisting the resultant earth pressure acting on the sheet piles 16 and 18. By designing the sheet piles 16 and 18 and the tie rod 20 in this way, it is possible to more reliably suppress lateral deformation due to the bending of the soft ground 10. In addition, the arc-shaped grooving surface is obtained by calculating the shear stress generated in the soft ground 10 by the load of the additional embankment 14 and searching for a grooving surface whose value exceeds the shear stress that the soft ground 10 can exhibit. Can do.

なお、本実施形態では、矢板16,18により、追加盛土14の下の地盤と、周辺地盤との間が縁切りされるので、盛土荷重による地盤の沈下を抑える効果も期待することができる。   In addition, in this embodiment, since the space between the ground under the additional embankment 14 and the surrounding ground is cut off by the sheet piles 16 and 18, an effect of suppressing the settlement of the ground due to the embankment load can be expected.

次に、図1に示す盛土構造の実験模型を製作し、軟弱地盤の側方移動の防止効果を確認するために行った実験について説明する。製作した実験模型では、軟弱地盤10として、厚さ26cm(遠心模型実験の適用によって実物換算で13mに相当)の粘性土(カオリン系工業用粘土)の層を用い、その上に、高さ8cm(実物換算で4mに相当)の既設盛土12及び追加盛土14を造成した。また、矢板16,18として厚さ5mm、幅3cmのアルミ板を用いて2cm間隔の歯抜け状に施工し、根入れ長は13cmとした。そして、矢板16,18及びタイロッド20を施工した場合と、これらを施工しない無対策の場合とについて、軟弱地盤10(粘性土層)の各深さでの側方変形(水平変位)を画像センサで測定し、また、法肩直下での沈下量の時間変化を変位センサで測定した。   Next, an experiment conducted to produce an experimental model having the embankment structure shown in FIG. 1 and confirm the effect of preventing the lateral movement of the soft ground will be described. In the produced experimental model, a layer of viscous soil (kaolin industrial clay) having a thickness of 26 cm (corresponding to 13 m in actual conversion by application of a centrifugal model experiment) is used as the soft ground 10, and a height of 8 cm is provided thereon. An existing embankment 12 and an additional embankment 14 (corresponding to 4 m in actual conversion) were created. In addition, the sheet piles 16 and 18 were constructed in a tooth-missing shape at intervals of 2 cm using an aluminum plate having a thickness of 5 mm and a width of 3 cm, and the root insertion length was 13 cm. The lateral deformation (horizontal displacement) at each depth of the soft ground 10 (viscous soil layer) when the sheet piles 16 and 18 and the tie rod 20 are constructed and when no measures are taken are image sensors. In addition, the temporal change in the amount of settlement immediately below the shoulder was measured with a displacement sensor.

図4は、上記模型実験における地盤の側方変形の測定結果を示す。同図において、縦軸は深度、横軸は水平変位であり、矢板及びタイロッドを設けた場合の結果を実線で、無対策の場合の結果を破線で夫々表している。同図の結果からわかるように、矢板16,18及びタイロッド20を設けることで、無対策の場合に比べて地盤の側方変形が大幅に低減できることがわかる。なお、図3を参照して述べたように、地盤内の側方変形は浅いほど大きくなるが、このことは、図4の破線で示す無対策の場合の結果からも裏付けられている。   FIG. 4 shows the measurement results of the lateral deformation of the ground in the model experiment. In the figure, the vertical axis represents the depth and the horizontal axis represents the horizontal displacement, and the result when the sheet pile and the tie rod are provided is indicated by a solid line, and the result when no countermeasure is taken is indicated by the broken line. As can be seen from the results shown in the figure, it is understood that by providing the sheet piles 16 and 18 and the tie rod 20, the lateral deformation of the ground can be greatly reduced as compared with the case where no countermeasure is taken. In addition, as described with reference to FIG. 3, the lateral deformation in the ground becomes larger as it is shallower, and this is supported by the result of the case of no countermeasure shown by the broken line in FIG.

図5は、上記模型実験における地盤沈下量の測定結果を示す。同図において、縦軸は法肩直下での沈下量、横軸は盛土開始からの経過時間であり、矢板構造を設けた場合の結果を実線で、無対策の場合の結果を破線で夫々表している。同図の結果からわかるように、矢板16,18及びタイロッド20からなる矢板構造を設けることで、地盤沈下量も大幅に低減できることがわかる。   FIG. 5 shows the measurement results of the land subsidence amount in the model experiment. In this figure, the vertical axis is the amount of settlement just below the shoulder, the horizontal axis is the elapsed time from the start of embankment, and the results when the sheet pile structure is provided are indicated by solid lines, and the results when no countermeasures are taken are indicated by broken lines. ing. As can be seen from the results shown in the figure, by providing a sheet pile structure including the sheet piles 16 and 18 and the tie rod 20, it is understood that the amount of ground subsidence can be significantly reduced.

以上説明したように、本実施形態では、既設盛土12に追加盛土14を造成するにあたり、既設盛土12の法尻位置と、追加盛土14の法尻位置に矢板16,18を打設し、その上端部をタイロッド20で連結することで、矢板16,18を支持地盤30まで打設することなく、軟弱地盤10の側方変形量や沈下量を効果的に抑えることができる。このため、矢板16,18の打設深さを小さくして施工費用を削減できると共に、矢板16,18に必要な剛性も小さくなって材料費を安くすることができるので、総合的にみて大幅なコスト削減を図ることができる。   As described above, in the present embodiment, when the additional embankment 14 is created on the existing embankment 12, the sheet piles 16 and 18 are driven at the hail position of the existing embankment 12 and the hail position of the additional embankment 14, By connecting the upper ends with the tie rods 20, the lateral deformation amount and the subsidence amount of the soft ground 10 can be effectively suppressed without driving the sheet piles 16 and 18 to the support ground 30. For this reason, it is possible to reduce the installation cost by reducing the placement depth of the sheet piles 16 and 18, and the rigidity required for the sheet piles 16 and 18 can be reduced to reduce the material cost. Cost reduction can be achieved.

また、本実施形態では、矢板16,18をその延長方向に歯抜け状に間隔をおいて設けているので、矢板16,18の打設本数を少なくすることができ、その点でもコスト削減が図られる。ただし、矢板16,18を歯抜け状ではなく、延長方向に密に打設する構成も本発明の範囲に含まれる。   Moreover, in this embodiment, since the sheet piles 16 and 18 are provided at intervals in the extension direction in the extending direction, the number of sheet piles 16 and 18 can be reduced, and the cost can be reduced in that respect. Figured. However, a configuration in which the sheet piles 16 and 18 are not densely formed but densely placed in the extending direction is also included in the scope of the present invention.

本発明の一実施形態を示す斜視図である。It is a perspective view which shows one Embodiment of this invention. 本実施形態において、矢板による軟弱地盤の側方変形防止の原理を説明するための図である。In this embodiment, it is a figure for demonstrating the principle of the side deformation | transformation prevention of the soft ground by a sheet pile. 本実施形態における矢板及びタイロッドの設計指針を説明するための図である。It is a figure for demonstrating the design guideline of the sheet pile and tie rod in this embodiment. 模型実験における地盤の側方変形の測定結果を示す図である。It is a figure which shows the measurement result of the side deformation | transformation of the ground in a model experiment. 模型実験における地盤沈下量の測定結果を示す図である。It is a figure which shows the measurement result of the amount of ground subsidence in a model experiment.

符号の説明Explanation of symbols

10 軟弱地盤
12 既設盛土
14 追加盛土
16,18 矢板
20 タイロッド
10 Soft ground 12 Existing bank 14 Additional bank 16, 18 Sheet pile 20 Tie rod

Claims (3)

地盤の軟弱層の途中の深さまで、互いに対向する矢板の対を打設し、これら矢板の上端部をタイロッドで互いに連結したことを特徴とする矢板構造。   A sheet pile structure characterized in that pairs of sheet piles facing each other are driven to a depth in the middle of the soft layer of the ground, and the upper ends of these sheet piles are connected to each other by tie rods. 軟弱地盤上の既設盛土に追加盛土を造成するにあたり前記軟弱地盤の地盤変状を抑制するための矢板構造であって、前記既設盛土及び前記追加盛土の法尻位置に、互いに対向する矢板の対を軟弱層の途中の深さまで打設し、これら矢板の上端部をタイロッドで互いに連結したことを特徴とする矢板構造。   When creating an additional embankment on an existing embankment on soft ground, it is a sheet pile structure for suppressing ground deformation of the soft ground, and a pair of sheet piles facing each other at the position of the bottom of the existing embankment and the additional embankment The sheet pile structure is characterized in that the upper end portions of these sheet piles are connected to each other with a tie rod. 前記矢板はその延長方向に間隔を開けて歯抜け状に打設されていることを特徴とする請求項1又は2記載の矢板構造。
The sheet pile structure according to claim 1 or 2, wherein the sheet pile is driven in a tooth-missing manner with an interval in an extending direction thereof.
JP2003296817A 2003-08-20 2003-08-20 Sheet pile structure, construction method of sheet pile structure Expired - Fee Related JP4120529B2 (en)

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Publication number Priority date Publication date Assignee Title
JP2008303581A (en) * 2007-06-06 2008-12-18 Public Works Research Institute Reinforcing structure of banking support ground
JP2008303580A (en) * 2007-06-06 2008-12-18 Public Works Research Institute Reinforcing structure of banking support ground
JP2008303582A (en) * 2007-06-06 2008-12-18 Public Works Research Institute Reinforcing structure of banking support ground

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JP2003013451A (en) * 2001-07-02 2003-01-15 Sumitomo Metal Ind Ltd Reinforcing structure of banking

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