JP4874739B2 - Construction method of embankment on soft ground and its embankment structure - Google Patents
Construction method of embankment on soft ground and its embankment structure Download PDFInfo
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- JP4874739B2 JP4874739B2 JP2006222282A JP2006222282A JP4874739B2 JP 4874739 B2 JP4874739 B2 JP 4874739B2 JP 2006222282 A JP2006222282 A JP 2006222282A JP 2006222282 A JP2006222282 A JP 2006222282A JP 4874739 B2 JP4874739 B2 JP 4874739B2
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Description
本発明は、軟弱地盤上への盛土の構築方法及びその盛土構造物に関するものである。 The present invention relates to the construction how and embankment structures embankment onto soft ground.
従来、軟弱地盤上への盛土の構築方法としては、以下に開示するようなものがあった。
（１）サンドマット工法
この工法は、図７に示すように、軟弱地盤１０１上にサンドマット１０２を敷いて、その上に盛土１０３を構築するものである。
（２）コラムネット工法
この工法では、図８に示すように、軟弱層２０２に支持層２０１に届くまで、改良杭２０３を打設する（深層混合処理工法）。その上に土木安定用ネット２０４を配置し、不織布２０５を介して盛土２０６を構築するようにしていた。
Conventionally, as a construction how embankment onto soft ground, was something as disclosed below.
(1) sand mat method This method is, as shown in FIG. 7, laying a sand mat 102 on soft ground 101, it is to build an embankment 103 thereon.
(2) Column net construction method In this construction method , as shown in FIG. 8, the improvement pile 203 is driven until it reaches the support layer 201 in the soft layer 202 (deep mixing processing construction method). Moreover arranged civil stable net 204, it had to be build embankment 206 through the nonwoven fabric 205.
（３）表面混合処理工法
この工法は、スタビライザー等により軟弱層を固化材と混合するものである。
また、本願の発明者らは、盛土の壁面工として、土嚢を積みコンクリートを食いつかせたＲＲＲ工法（盛土工法）を提案している（下記特許文献１参照）。
In addition, the inventors of the present application have proposed an RRR method (banking method) in which sandbags are stacked and concrete is stiffened as a wall surface work for banking (see Patent Document 1 below).
しかしながら、上記した工法（１）は、上載荷重の分散効果、施工機械のトラフィカビリティー改善、軟弱層の圧密のための上部排水層の役割、盛土内の水位低下をもたらすといった効果がある反面、大地震時において液状化し、盛土が沈下するといった問題がある。
また、上記した工法（２）は、ネットに吊り上げ効果を期待している。そのため、従来工法よりも地盤改良率を低減できるといった効果がある反面、改良杭の本数はネットの弛み量できまる。そのため、改良杭を盛土を支持する杭として見ると、杭の本数が過大（支持力としては過大）となる。
However, the above construction method (1) has the effect of dispersing the loading load, improving the trafficability of construction machinery, the role of the upper drainage layer for compacting the soft layer, and lowering the water level in the embankment, There is a problem that liquefaction occurs during a major earthquake and the embankment sinks.
In addition, the above-mentioned method (2), are expecting a top-down effect hanging on the net. Therefore, there is an effect that the ground improvement rate can be reduced as compared with the conventional construction method, but the number of improved piles can be determined by the amount of slack in the net. Therefore, when the improved pile is viewed as a pile that supports the embankment, the number of piles is excessive (the support capacity is excessive).
また、上記した工法（３）は、地盤改良と言っても、悪質土を普通の土のレベルにする程度であり、軟弱層が浅い場合に限られる（２ｍ以下）。また、ネットを併用できないといった問題があった。
本発明は、上記状況に鑑みて、強度及び靱性能が向上した軟弱地盤上への盛土の構築方法及びその盛土構造物を提供することを目的とする。
In addition, the above-described construction method (3) is to improve the soil level to a level of ordinary soil, but only when the soft layer is shallow (2 m or less). There was also a problem that the internet could not be used together.
An object of this invention is to provide the construction method of the embankment on the soft ground which the intensity | strength and tough performance improved, and its embankment structure in view of the said situation.
本発明は、上記目的を達成するために、
〔１〕軟弱地盤上への盛土の構築方法において、軟弱地盤上に打設される地盤改良杭上に、粒度調整砕石をセメントで安定化処理したセメント改良礫土にジオテキスタイルを用いて、曲げ剛性と靱性能を向上させた梁部材を敷設し、この梁部材上に盛土を構築することを特徴とする。
In order to achieve the above object, the present invention provides
[1] In the construction method of embankment on soft ground, on the ground improved pile placed on the soft ground , using the geotextile on the cement improved gravel soil in which the particle size adjusted crushed stone is stabilized with cement, The present invention is characterized in that a beam member with improved toughness performance is laid and a banking is constructed on the beam member.
〔２〕軟弱地盤上への盛土構造物において、地盤改良杭が打設された軟弱地盤上に、粒度調整砕石をセメントで安定化処理したセメント改良礫土にジオテキスタイルを用いて、曲げ剛性と靱性能を向上させた軟弱地盤上に敷設される梁部材と、この梁部材上に構築される盛土とを具備することを特徴とする。 [2] In the embankment structure on soft ground , flexural rigidity and toughness performance using geotextile on soft ground where grain-adjusted crushed stone is stabilized with cement on soft ground where ground improved piles are placed. a beam member which is laid on the soft ground with improved, characterized by comprising the embankment built on the beam member.
本発明によれば、強度及び靱性能が向上を図ることができる。 According to the present invention, strength and toughness performance can be improved.
本発明の軟弱地盤上への盛土の構築方法は、軟弱地盤上に打設される地盤改良杭上に、粒度調整砕石をセメントで安定化処理したセメント改良礫土にジオテキスタイルを用いて、曲げ剛性と靱性能を向上させた梁部材を敷設し、この梁部材上に盛土を構築する。 The method for constructing embankment on soft ground according to the present invention uses a geotextile on a cement-improvement gravel soil obtained by stabilizing a grain-adjusted crushed stone with cement on a ground-improved pile placed on the soft ground. A beam member with improved toughness performance is laid and a fill is constructed on the beam member.
以下、本発明の実施の形態について詳細に説明する。
図１は本発明の実施例を示す軟弱地盤上へ施工される盛土構造物の模式図である。
この図において、１は軟弱地盤、２はその軟弱地盤に打設される地盤改良杭、５は軟弱地盤１上に配置されるセメント改良礫土３にジオテキスタイル４を用いた梁部材である。ここで、セメント改良礫土３とは粒度調整砕石に少量のセメント（５０ｋｇ／ｍ3 程度）を混ぜたものであり、高強度、高剛性を有する。また、ジオテキスタイル４は、主に補強土工法で広く用いられる補強材（高分子材料）である。６はその梁部材５上に構築される盛土である。
Hereinafter, embodiments of the present invention will be described in detail.
FIG. 1 is a schematic diagram of an embankment structure constructed on soft ground according to an embodiment of the present invention.
In this figure, 1 is a soft ground, 2 is a ground improvement pile placed on the soft ground , and 5 is a beam member using a geotextile 4 for cement improved gravel soil 3 arranged on the soft ground 1 . Here, the cement-improved gravel soil 3 is a mixture of a small amount of cement ( about 50 kg / m 3 ) mixed with particle size-adjusted crushed stone, and has high strength and high rigidity. Also, geotextiles 4 is that widely used mainly in reinforced soil method reinforcement (polymeric material). Reference numeral 6 denotes an embankment constructed on the beam member 5.
本発明の特徴は、良質土である粒度調整砕石をさらにセメントで安定化処理して用いる点にある（通常の土より高品質）。また、ジオテキスタイル（引張抵抗材）を用いることにより、高い曲げ剛性と靱性能が期待できる。さらに、遮水効果を有する。
本発明によれば、改良杭の本数（地盤改良率に関連）をさらに低減できる。
図２は本発明の実験例を示す軟弱地盤上へ施工される盛土構造物の模式図、図３はその供試体の３点曲げ試験の様子を示す図、図４はその荷重（ｋＮ／ｍ）に対する載荷点における鉛直変位を示す図、図５はその歪み（με）に対する載荷点における鉛直変位を示す図、図６はその供試体底面中央における引張変位（クラック幅）（ｍｍ）に対する載荷点における鉛直変位を示す図である。
Feature of the present invention is that use treated stabilized further cement a good soil particle size adjustment crushed stone (higher quality than normal soil). Moreover, by using a geotextile (tensile resistance material), high bending rigidity and toughness can be expected. Furthermore, it has a water shielding effect.
According to the present invention, the number of improved piles (related to the ground improvement rate) can be further reduced.
FIG. 2 is a schematic diagram of an embankment structure constructed on soft ground showing an experimental example of the present invention, FIG. 3 is a diagram showing a three-point bending test of the specimen, and FIG. 4 is its load (kN / m FIG. 5 is a diagram showing the vertical displacement at the loading point for the strain (με), and FIG. 6 is the loading point for the tensile displacement (crack width) (mm) at the center of the bottom of the specimen. It is a figure which shows the vertical displacement in.
図２において、１１は支持層、１２は軟弱地盤、１３は地盤改良杭、１４は本発明にかかるセメント改良礫土にジオテキスタイルを用いた梁部材、１５はその梁部材１４上に構築された軌道、１６はその軌道１５上を走行する鉄道車両である。
図３において、２１，２２は供試体の支持部、２３は供試体へ荷重Ｆが印加される荷重印加部であり、破線は、ジオテキスタイル敷設位置を示している。
In FIG. 2, 11 is a support layer, 12 is a soft ground , 13 is a ground improvement pile, 14 is a beam member using geotextile for cement improved gravel soil according to the present invention, 15 is a track constructed on the beam member 14, Reference numeral 16 denotes a railway vehicle that travels on the track 15.
3, 21 and 22 the support portion of the specimen, 23 is a load application part load weight F is applied to the specimen, the dashed line indicates the geotextile laying position.
図４において、曲線Ａは本発明にかかるジオテキスタイルを有する供試体の特性曲線であり、ジオテキスタイルのない供試体の特性曲線Ｂに比べると強い強度を維持していることが明らかである。
また、図５において、ジオテキスタイルの歪みは、ピーク強度発現直前に張力が発生（○印あり）しており、徐々に歪む（με）ことが明らかである。
4, curve A is a specimen of characteristic curve having a geotextile according to the present invention, it is apparent that maintains a high strength compared to the characteristic curve B without a geotextile specimen.
Further, in FIG. 5, it is clear that the geotextile is strained (με) because tension is generated (marked with ○) immediately before the peak intensity is developed.
また、図６において、ジオテキスタイルを有する供試体の底面の変位Ａは、ジオテキスタイルのない供試体の変位Ｂに比して小さいことが明らかである。
上記から、本発明にかかるセメント改良礫土にジオテキスタイルを用いた梁部材は、靱性能が増加し、多少の施工ムラがあってもこれを補償できることが明らかである。
なお、本発明は上記実施例に限定されるものではなく、本発明の趣旨に基づき種々の変形が可能であり、これらを本発明の範囲から排除するものではない。
Further, in FIG. 6, the displacement A of the bottom surface of the specimen with a geotextile, it is clear that smaller than the displacement B having no geotextile test body.
From the above, it is clear that the beam member using the geotextile for the cement-improved gravel soil according to the present invention has an increased toughness performance and can compensate for some construction unevenness.
In addition, this invention is not limited to the said Example, Based on the meaning of this invention, a various deformation | transformation is possible and these are not excluded from the scope of the present invention.
本発明の軟弱地盤上への盛土の構築方法及びその盛土構造物は、強度及び靱性能が向上した軟弱地盤上への盛土構造物として利用することができる。 The construction method of embankment on the soft ground and the embankment structure of the present invention can be used as an embankment structure on soft ground with improved strength and toughness.
１，１２ 軟弱地盤
２，１３ 地盤改良杭
３ セメント改良礫土
４ ジオテキスタイル
５，１４ 梁部材
６ 盛土
１１ 支持層
１５ 軌道
１６ 鉄道車両
２１，２２ 支持部
２３ 荷重印加部
1, 12 soft ground 2, 13 ground improvement pile 3 cement improved tills 4 geotextile 5,14 beam members 6 embankment 11 support layer 15 track 16 railcar 21, 22 support part 23 load application part
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| JP5801766B2 (en) * | 2012-06-21 | 2015-10-28 | 公益財団法人鉄道総合技術研究所 | Joining method of superstructure and ground improvement pile |
| KR101278127B1 (en) | 2012-12-03 | 2013-06-24 | 주식회사 이강건설산업 | Surface solidification deep cement mixing method for recycling floating soil |
| JP6631944B2 (en) * | 2014-03-12 | 2020-01-15 | 公益財団法人鉄道総合技術研究所 | Soft ground improvement method for embankment embankment |
| JP5939721B2 (en) * | 2014-11-27 | 2016-06-22 | 株式会社ドーコン | Method of reinforcing embankment on ground, reinforcing method of planned load site, and reinforcing structure |
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| JPS62185999A (en) * | 1986-02-10 | 1987-08-14 | 清水建設株式会社 | Underground structure using geo-textile |
| JPS62185921A (en) * | 1986-02-10 | 1987-08-14 | Shimizu Constr Co Ltd | Construction of underwater structure |
| JPS62185915A (en) * | 1986-02-10 | 1987-08-14 | Shimizu Constr Co Ltd | Deep layer mixing treatment work using geotextile |
| JPS62185911A (en) * | 1986-02-10 | 1987-08-14 | Shimizu Constr Co Ltd | Fill-dam using geotextile |
| JP2866225B2 (en) * | 1991-07-05 | 1999-03-08 | 前田工繊株式会社 | Ground reinforcement method |
| JP3931420B2 (en) * | 1998-03-11 | 2007-06-13 | 株式会社大林組 | Reinforced embankment structure and construction method thereof |
| JP3881342B2 (en) * | 2004-01-07 | 2007-02-14 | 東日本旅客鉄道株式会社 | Bubble mortar embankment structure |
| JP4463568B2 (en) * | 2004-01-14 | 2010-05-19 | 三菱樹脂株式会社 | Reinforcement method for soft ground |
| JP2005290712A (en) * | 2004-03-31 | 2005-10-20 | Docon Co Ltd | Filling structure having earthquake-resistant measures installed therein |
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