JP2022109572A - Sandbag, method for manufacturing sandbag, method for constructing earthwork, method for constructing dam, and method for constructing counterweight filling - Google Patents
Sandbag, method for manufacturing sandbag, method for constructing earthwork, method for constructing dam, and method for constructing counterweight filling Download PDFInfo
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- 238000004519 manufacturing process Methods 0.000 title claims description 18
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- 239000004576 sand Substances 0.000 claims description 53
- 229910000831 Steel Inorganic materials 0.000 claims description 24
- 239000010959 steel Substances 0.000 claims description 24
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- 238000009472 formulation Methods 0.000 claims description 5
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Abstract
Description
本発明は、土嚢、該土嚢を製造する方法、並びに、該土嚢を用いて、土塁を構築する方法、堰堤を構築する方法、および、押さえ盛土を構築する方法である。 The present invention is a sandbag, a method for manufacturing the sandbag, and a method for constructing an earthworks, a method for constructing a dam, and a method for constructing a retaining embankment using the sandbag.
地球温暖化の影響で、年々、台風が大型化している。そして、この大型化した台風がもたらす集中豪雨により、近年、河川の氾濫や堤防の決壊等の水害が各地で多発し、これらの水害の応急処置に、土嚢が広く使われている。土嚢は、袋に土、砂、および石等を詰めた簡易なものであるが、袋による土等の拘束により２００～４００ｋＮもの高い耐荷力が生じるため、この土嚢を用いて堅固な土塁が構築できる。しかし、長年にわたる風化で土嚢が破袋すると、袋の中の土等が漏出して土嚢の耐荷力や遮水性は低下する。 Due to global warming, typhoons are getting bigger every year. In recent years, flood damage such as flooding of rivers and breakage of levees has occurred frequently in various places due to torrential rain brought by this enlarged typhoon, and sandbags are widely used as an emergency treatment for these flood damage. A sandbag is a simple bag filled with soil, sand, stones, etc., but since the soil is restrained by the bag, it has a high load-bearing capacity of 200 to 400 kN. can build. However, when the sandbag breaks due to long-term weathering, the soil in the bag leaks out and the load-bearing capacity and water impermeability of the sandbag deteriorate.
そこで、この欠点を解決したとする土嚢が提案されている。例えば、
特許文献１に記載の土嚢は、粘性土、シルト、レキ、および岩石等を砕いて得た土粉粒に、セメント等を加えて撹拌し養生した団粒物を、網の袋に詰めた土嚢である。しかし、この土嚢の中身は団粒物（塊）であるため、この土嚢には柔軟性がなく、この土嚢を積み上げて構築した土塁は土嚢の間の隙間が大きいため、土塁の遮水性は低いと考える。
特許文献２に記載の土木工事型枠用土嚢は、充填材が入る主袋と、充填材が入り、前記主袋の外周壁に設けられた二以上の補助袋を備えた土嚢である。そして、該土嚢は、主袋の外側壁に補助袋を設けたので、複数の土嚢を設置する際、隣り合う土嚢の小袋同士を重ね合わせることにより、その安定性が一般的な俵状の土嚢を用いた場合に比較し、大幅に向上するとしている（段落００６４の１～５行）。この土嚢は主袋と複数の補助袋を必要とするため、従来の土嚢と比べ煩雑で、その分コスト高になる。また、前記土嚢に入れるモルタル（充填材）は、硬化が全く進行していない状態のほかに、硬化状態がある程度進行したもの、例えばモルタルの硬化状態が５割～６割程度のものとしている（段落００１０の６～１０行）。しかし、モルタルの硬化状態が５割～６割程度のものとは、いかなる特性（スランプ（値）、フロー、または強度等）を意味するのか、不明である。
特許文献３に記載の袋詰コンクリートを用いた深礎工法は、地中を鉛直方向に掘削し、掘削孔の孔壁に沿って山留材を組み立て、杭基礎工事や立坑掘削工事を行う深礎工法において、前記掘削孔の孔壁に沿って透水性のリング状袋を略水平に配置し、前記袋内にコンクリートを打設して山留材とする工法である。しかし、該コンクリートの物性について記載はなく不明である。
非特許文献１および２には、鋼製自在枠を用いた施工事例等が紹介されている。これらの事例では、鋼製枠組みの中に、栗石(レキ)や砂を詰めるための労力が大きいほか、これらの材料が枯渇しており、この技術が成り立たない場合がある。
Therefore, sandbags have been proposed to solve this drawback. for example,
The sandbag described in
The sandbag for formwork for civil engineering work described in
In the deep foundation construction method using bagged concrete described in
Non-Patent
したがって、本発明は、破袋時に土砂が漏出せず、構築した土塁の間隙が小さいため遮水性が高い土嚢等を提供することを目的とする。 SUMMARY OF THE INVENTION Accordingly, an object of the present invention is to provide a sandbag or the like that does not leak earth and sand when the bag is broken and that has high water impermeability because the gaps between the built earthworks are small.
そこで、本発明者らは、前記目的を達成すべく鋭意検討した結果、下記の構成を有する土嚢等は、前記目的を達成できることを見出し、本発明を完成させた。 As a result of intensive studies aimed at achieving the object, the inventors of the present invention have found that a sandbag or the like having the following configuration can achieve the object, and completed the present invention.
［１］土砂、固化材、および水を少なくとも含む混練物が入った土嚢であって、該土砂が、下記表Ａに示す土砂の性状の項目の３つ以上を満たすという条件に基づき選択された下記表Ａに記載の配合からなる混練物が入った土嚢。
［表Ａ］
［３］前記混練物の容器が、透水性の袋、または透水性の籠である、前記［１］または［２］のいずれかに記載の土嚢。
［４］前記［１］～［３］のいずれかに記載の土嚢を製造する方法であって、土砂、固化材、および水を少なくとも混練して得た、スランプ（値）が２～１５ｃｍの混練物を、透水性の袋、または透水性の籠に充填して、土嚢を製造する方法。
［５］前記土砂が下記表Ｂに示す土砂の性状の項目の３つ以上を満たすという条件に基づき、前記土砂を下記表Ｂに示すタイプａ～ｅのいずれかとし、タイプ別に下記表Ｂに記載の混練物の配合を決定して土嚢を製造する、前記［４］に記載の土嚢の製造方法。
［表Ｂ］
［７］前記［１］～［３］のいずれかに記載の土嚢を、鋼製箱枠または鋼製自在枠に詰めて、堰堤を構築する方法。
［８］前記［１］～［３］のいずれかに記載の土嚢を、鋼製箱枠または鋼製自在枠に詰めて、押さえ盛土を構築する方法。
[1] A sandbag containing a kneaded material containing at least earth and sand, a solidifying material, and water, selected based on the condition that the earth and sand satisfy three or more items of the properties of the earth and sand shown in Table A below. A sandbag containing a kneaded product having the formulation shown in Table A below.
[Table A]
[3] The sandbag according to any one of [1] or [2], wherein the container of the kneaded material is a water-permeable bag or a water-permeable basket.
[4] A method for producing a sandbag according to any one of the above [1] to [3], which is obtained by kneading at least sand, a solidifying material, and water, and has a slump (value) of 2 to 15 cm. A method of producing a sandbag by filling a water-permeable bag or a water-permeable basket with the kneaded material.
[5] Based on the condition that the earth and sand satisfies three or more items of the properties of the earth and sand shown in Table B below, the earth and sand shall be any of types a to e shown in Table B below, and each type is shown in Table B below. The method for producing a sandbag according to the above [4], wherein the mixture of the kneaded material described above is determined to produce the sandbag.
[Table B]
[7] A method of constructing a dam by packing the sandbags according to any one of the above [1] to [3] in a steel box frame or steel flexible frame.
[8] A method of constructing a holding embankment by packing the sandbags according to any one of the above [1] to [3] in a steel box frame or a steel flexible frame.
本発明の土嚢等は下記（i）～（iv）の効果を有する。
（i）前記混練物が硬化した後は、土嚢が破袋しても土砂の漏出を抑制できる。
（ii）前記混練物の容器が透水性を有する場合、前記混練物中の余剰水が、土嚢の自重で自ずと容器の外に排出されるため、水量の管理が容易で、また、余剰水が排出された分、水／セメント比が小さくなり、土嚢の強度が向上する。
（iii）本発明の土嚢は転圧を必要とせず、該土嚢を単に積み上げて構築した土塁は、土嚢の自重および柔軟性により、土嚢の間の空隙が小さいため遮水性が高い。
（iv）前記土砂に現地発生土砂を用いると、現地発生土砂を資源として有効活用できる。
The sandbag, etc. of the present invention has the following effects (i) to (iv).
(i) After the kneaded material hardens, even if the sandbag is broken, the leakage of sand can be suppressed.
(ii) When the container of the kneaded material has water permeability, the surplus water in the kneaded material is naturally discharged out of the container by the weight of the sandbag, so the amount of water can be easily managed, and the surplus water can be easily discharged. The water/cement ratio is reduced by the amount discharged, and the strength of the sandbag is improved.
(iii) The sandbags of the present invention do not require rolling compaction, and the earthworks constructed by simply piling up the sandbags have high water impermeability because the gaps between the sandbags are small due to the weight and flexibility of the sandbags.
(iv) Using locally generated earth and sand as the earth and sand enables effective use of the locally generated earth and sand as a resource.
本発明は、前記したとおり、土砂、固化材、および水を少なくとも含む混練物が入った土嚢であって、該土砂が、前記表Ａに示す土砂の性状の項目の３つ以上を満たすという条件に基づき選択された前記表Ａに記載の配合からなる混練物が入った土嚢等、該土嚢を製造する方法、並びに、該土嚢を用いて土塁を構築する方法、および、該土嚢を用いて堰堤を構築する方法および押さえ盛土を構築する方法である。
以下、本発明について、土嚢、土嚢を製造する方法、土塁を構築する方法、堰堤を構築する方法、および、押さえ盛土を構築する方法に分けて詳細に説明する。
As described above, the present invention is a sandbag containing a kneaded material containing at least earth and sand, a solidifying material, and water, and the earth and sand satisfies three or more items of the properties of the earth and sand shown in Table A above. A method for manufacturing the sandbag, such as a sandbag containing a kneaded product made of the formulation described in Table A, selected based on A method of constructing a dam and a method of constructing a holding embankment.
Hereinafter, the present invention will be described in detail separately for a sandbag, a method for manufacturing a sandbag, a method for constructing an earthwork, a method for constructing a dam, and a method for constructing a holding embankment.
１．土嚢
（１）混練物
本発明の土嚢は、土砂、固化材、および水を少なくとも含む混練物が入った土嚢であって、該土砂が、前記表Ａに示す土砂の性状の項目の３つ以上を満たすという条件に基づき選択された前記表Ａに記載の配合からなる混練物が入った土嚢である。
また、前記混練物のスランプ（値）は、好ましくは２～１５ｃｍである。そして、スランプ（値）が２～１５ｃｍの混練物を得るためには、混練物に用いる土砂の性状に適した配合が重要である。土砂の性状は、前記表Ａに示す、湿潤密度、自然含水比、乾燥密度、細粒分含有率、および、土砂の有機不純物試験による色調が挙げられる。そして、スランプ（値）が２～１５ｃｍになる混練物の配合は、前記土砂の性状の項目の３つ以上を満たすという条件に基づいて、下記表Ａに記載の配合から選択するとよい。
また、混練物のスランプ（値）が２～１５ｃｍであるか否かを確認する手段は、スランプ測定用の混練物を、別途、作製しておき、該混練物のスランプを測定して確認すればよい。また、スランプ（値）を２～１５ｃｍに長時間保持するためには、適時、凝結遅延剤を混練物に添加するとよい。
1. Sandbag (1) Kneaded material The sandbag of the present invention is a sandbag containing a kneaded material containing at least earth and sand, a solidifying material, and water, and the earth and sand have three or more items of the earth and sand properties shown in Table A above. It is a sandbag containing a kneaded material having a composition shown in Table A above, which is selected based on the condition that it satisfies
Moreover, the slump (value) of the kneaded product is preferably 2 to 15 cm. In order to obtain a kneaded material with a slump (value) of 2 to 15 cm, it is important to have a blend suitable for the properties of the sand used for the kneaded material. The properties of the soil include wet density, natural water content, dry density, content of fine particles, and color tone determined by an organic impurity test of the soil, as shown in Table A above. The mixture of the kneaded material with a slump (value) of 2 to 15 cm may be selected from the mixtures shown in Table A below, based on the condition that three or more of the items of the properties of the soil are satisfied.
In addition, the means for confirming whether or not the slump (value) of the kneaded product is 2 to 15 cm can be confirmed by separately preparing a kneaded product for slump measurement and measuring the slump of the kneaded product. Just do it. In order to maintain the slump (value) at 2 to 15 cm for a long period of time, it is preferable to add a setting retarder to the kneaded mixture at appropriate times.
図２に示すように、スランプ（値）が２ｃｍ未満の混練物が入った土嚢（比較例６、スランプ（値）は０．４ｃｍ）は、混練物が硬すぎて柔軟性がなく（Ｂ－１、Ｂ－２）、その結果、該土嚢を用いて構築した土塁は、隙間が大きいため遮水性が低い（Ｂ－４）。一方、図３に示すように、スランプ（値）が１５ｃｍを超える混練物が入った土嚢（比較例７、スランプ（値）は２１ｃｍ）は、混練物が柔らかすぎて形が造れず（Ｃ－１、Ｃ－２）、その結果、該土嚢を用いて構築した土塁は上方に延伸できないため、高い土塁を構築できない（Ｃ－４）。
これに対し、図１に示すように、スランプ（値）が２～１５ｃｍの土嚢（実施例６、スランプ（値）は１２ｃｍ）では、柔軟性が適度にあるため（Ａ－１、Ａ－２）、該土嚢を用いて構築した土塁の隙間は小さく遮水性が高い（Ａ－４）。また、土嚢内の混練物中の余剰水が、透水性の袋の外に滲出して（Ａ－３）、混練物の水／セメント比が小さくなるため、その分、土嚢の強度は向上する。
なお、前記スランプ（値）は、好ましくは４～１３ｃｍ、より好ましくは５～１２ｃｍである。
As shown in FIG. 2, the sandbag containing the kneaded material with a slump (value) of less than 2 cm (Comparative Example 6, the slump (value) is 0.4 cm) is too hard and has no flexibility (B- 1, B-2), and as a result, the earthworks constructed using the sandbags have large gaps and therefore have low imperviousness (B-4). On the other hand, as shown in FIG. 3, the sandbag containing the kneaded material with a slump (value) exceeding 15 cm (Comparative Example 7, the slump (value) was 21 cm) was too soft to be shaped (C- 1, C-2), and as a result, the earthworks built using the sandbags cannot be extended upwards, so high earthworks cannot be constructed (C-4).
On the other hand, as shown in FIG. 1, sandbags with a slump (value) of 2 to 15 cm (Example 6, slump (value) of 12 cm) have moderate flexibility (A-1, A-2 ), and the gaps in the earthworks constructed using the sandbags are small and impervious to water (A-4). In addition, surplus water in the kneaded material in the sandbag seeps out of the water-permeable bag (A-3), and the water / cement ratio of the kneaded material becomes smaller, so the strength of the sandbag is improved accordingly. .
The slump (value) is preferably 4 to 13 cm, more preferably 5 to 12 cm.
（２）土砂
本発明で用いる土砂は、表Ａに記載の土砂ａ～ｅであり、該土砂は、土、および砂（細骨材）のほかに、砂利（粗骨材）を含んでもよい。また、前記土砂は、運搬や搬入が不要であり、また資源の有効活用の観点から、現地発生土砂が好ましい。なお、現地発生土砂とは、当該工事の現場近辺の土砂または現場付近で発生する土砂である。
そして、スランプ（値）が２～１５ｃｍの混練物を得るためには、混練物に用いる土砂の性状に適した配合が重要である。土砂性状は、前記表Ａに示す、湿潤密度、自然含水比、乾燥密度、細粒分含有率、および、有機不純物試験による色調が挙げられる。そして、スランプ（値）が２～１５ｃｍになる混練物の配合は、前記土砂の性状の項目の３つ以上を満たすという条件に基づいて、下記表Ａに記載の配合から選択するとよい。
(2) Earth and sand The earth and sand used in the present invention are the earth and sand a to e described in Table A, and the earth and sand may contain gravel (coarse aggregate) in addition to earth and sand (fine aggregate). . In addition, the earth and sand do not need to be transported or brought in, and from the viewpoint of effective utilization of resources, locally generated earth and sand are preferable. Note that the on-site earth and sand refers to earth and sand near the construction site or earth and sand generated in the vicinity of the construction site.
In order to obtain a kneaded material with a slump (value) of 2 to 15 cm, it is important to have a blend suitable for the properties of the sand used for the kneaded material. The sediment properties include wet density, natural water content, dry density, fine particle content, and color tone by organic impurity test shown in Table A above. The mixture of the kneaded material with a slump (value) of 2 to 15 cm may be selected from the mixtures shown in Table A below, based on the condition that three or more of the items of the properties of the soil are satisfied.
前記土砂の性状の各項目の算出方法は以下のとおりである。
（i）湿潤密度
土砂を篩分けして、篩を通過した土砂を試料土として取得する。篩分けるために採取する土砂の量は３０ｋｇ程度であれば充分であり、また、前記篩は、公称目開きが４０ｍｍのものでよい。
次に、前記試料土を、容積（ｖ）の容器に入れて締め固めて試料土の質量（ｍ）を測定して、下記（１）式により、湿潤密度（ρt）を算出する。締め固めは、例えば、内径１２５ｍｍ、内側の高さ２５０ｍｍのモールド内に、前記試料土を３～５層に分けて詰めて、各層ごとにランマー等の締固め用治具を用いて締め固めるとよい。
ρt＝ｍ／ｖ ・・・（１）
（ii）自然含水比
前記試料土の重量（ｍ1）を測定した後、乾燥器に入れて、試料土が恒量になるまで乾燥した後、その質量（ｍ2）を測定して、下記（２）式により自然含水比（ｗ）を算出する。
ｗ＝１００×（ｍ1－ｍ2）／ｍ2 ・・・（２）
（iii）乾燥密度
前記湿潤密度（ρt）および自然含水比（ｗ）を用いて、下記（３）式により試料土の乾燥密度（ρｄ）を算出する。
ρｄ＝ρt／（１＋ｗ／１００） ・・・（３）
（iv）細粒分含有率
ＪＩＳ Ａ １２０４「土の粒度試験方法」に準拠して（ただし、沈降分析は不要である。）、公称目開きが０．０７５ｍｍの篩を通過する土砂の質量を測定し、全試料土の質量に対する百分率（乾燥ベース）で表す。
（v）有機不純物
ＪＩＳ Ａ １１０５「細骨材の有機不純物試験方法」に準拠して土砂の色調を判定する。
The calculation method for each item of the properties of the earth and sand is as follows.
(i) Wet Density Sediment is sieved, and the sediment that has passed through the sieve is obtained as sample soil. About 30 kg of the sediment collected for sieving is sufficient, and the sieve may have a nominal mesh size of 40 mm.
Next, the sample soil is placed in a container having a volume (v) and compacted, the mass (m) of the sample soil is measured, and the wet density (.rho.t) is calculated by the following equation (1). For compaction, for example, the sample soil is packed in 3 to 5 layers in a mold having an inner diameter of 125 mm and an inner height of 250 mm, and each layer is compacted using a compaction jig such as a rammer. good.
ρt = m/v (1)
(ii) Natural water content ratio After measuring the weight (m1) of the soil sample, place it in a dryer and dry until the soil sample reaches a constant weight. Calculate the natural water content (w) by the formula.
w=100×(m1−m2)/m2 (2)
(iii) Dry Density Using the wet density (ρt) and the natural water content (w), the dry density (ρd) of the sample soil is calculated by the following equation (3).
ρd=ρt/(1+w/100) (3)
(iv) Fine particle content In accordance with JIS A 1204 "Soil particle size test method" (however, sedimentation analysis is not required.), the mass of soil that passes through a sieve with a nominal opening of 0.075 mm Measured and expressed as a percentage (dry basis) of the mass of the total soil sample.
(v) Organic Impurities Determine the color tone of soil and sand in accordance with JIS A 1105 “Method for testing organic impurities in fine aggregate”.
（３）固化材
本発明で用いる固化材は、高炉セメントＡ種、高炉セメントＢ種、高炉セメントＣ種、ポルトランドセメント、シリカセメント、フライアッシュセメント、エコセメント、およびセメント系固化材から選ばれる１種以上である。ここで、セメント系固化材は複合材であって、その母材はセメントであり、その他の固化成分の配合は、一般軟弱土用、特殊土用（汎用型）、および高有機質土用などの固化の難易度や、固化現場の状況などに応じて決められる。例えば、市販のセメント系固化材は、汎用型ではジオセット（登録商標、太平洋セメント社製）２００、高有機質土用ではジオセット（登録商標、太平洋セメント社製）２２５等が挙げられる。なお、コストや固化性能を考慮すると、前記固化材は、好ましくは高炉セメントＢ種とセメント系固化材である。
なお、前記土嚢に必要な強度は、混練物の硬化体の材齢９１日の圧縮強度で示すと、好ましくは１．５～３．０Ｎ／ｍｍ２である。
(3) Solidifying material The solidifying material used in the present invention is selected from blast furnace cement type A, blast furnace cement B type, blast furnace cement type C, Portland cement, silica cement, fly ash cement, ecocement, and cement-based solidifying material1. more than seeds. Here, the cement-based solidifying material is a composite material, the base material of which is cement. It is determined according to the difficulty of solidification and the conditions of the solidification site. For example, commercially available cement-based solidifying materials include Geoset (registered trademark, manufactured by Taiheiyo Cement Co., Ltd.) 200 for general use and Geoset (registered trademark, manufactured by Taiheiyo Cement Co., Ltd.) 225 for high organic soil. In consideration of cost and solidification performance, the solidification material is preferably blast furnace cement type B and a cement-based solidification material.
The strength required for the sandbag is preferably 1.5 to 3.0 N/mm 2 in terms of the compressive strength of the hardened material of the kneaded material at the age of 91 days.
（４）水
本発明で用いる水は、上水道水、河川水、湖沼水、海水、および下水処理水等の、混練物の強度発現性や流動性等に影響を与えないものであれば用いることができる。
なお、水量は混練物のスランプ（値）に大きく影響するため、前記スランプ（値）を満たす混練物の水量は、使用対象の水等を用いて、実際に混練物を調製して決めるとよい。
(4) Water The water used in the present invention is tap water, river water, lake water, seawater, treated sewage water, etc., as long as it does not affect the strength development and fluidity of the kneaded product. can be done.
Since the amount of water greatly affects the slump (value) of the kneaded product, the amount of water in the kneaded product that satisfies the slump (value) should be determined by actually preparing the kneaded product using the water to be used. .
（５）混練物の容器
本発明において用いる混練物の容器は、混練物中の余剰水が排出された結果、水／セメント比が小さくなり土嚢の強度が向上するから、好ましくは、透水性の袋または透水性の籠である。透水性の袋は、ジオテキスタイル製袋、フレキシブルコンテナバッグ（日本製袋社製）等が挙げられ、透水性の籠は、例えば、マックスウオール（商品名、太陽工業社製）が挙げられる。
(5) Container for kneaded material The container for the kneaded material used in the present invention is preferably water-permeable because excess water in the kneaded material is discharged, resulting in a reduced water/cement ratio and improved strength of the sandbag. A bag or permeable basket. Examples of water-permeable bags include geotextile bags and flexible container bags (manufactured by Nippon Seitai Co., Ltd.), and examples of water-permeable baskets include Maxwall (trade name, manufactured by Taiyo Kogyo Co., Ltd.).
２．土嚢を製造する方法
本発明の土嚢を製造する方法は、土砂、固化材、および水を少なくとも混練して得た、スランプ（値）が２～１５ｃｍの混練物を、透水性の袋、または透水性の籠に充填して土嚢を製造する方法である。また、該土嚢の製造方法は、好ましくは、前記土砂が前記表Ｂに示す土砂の性状の項目の３つ以上を満たすという条件に基づき、前記土砂をタイプa～eのいずれかに分類し、該分類に従い前記表Ｂに記載の混練物の配合を決定して土嚢を製造する方法である。
前記混練物の混練装置は、特に制限されず、一般に、コンクリートやモルタルの混練に用いるミキサーでよく、可傾式ミキサー、強制練りミキサー、ドラムミキサー、重力式ミキサー、およびハンドミキサー等が挙げられる、
2. Method for producing sandbags The method for producing sandbags of the present invention is to prepare a kneaded material having a slump (value) of 2 to 15 cm, which is obtained by kneading at least earth and sand, a solidifying material, and water, into a water-permeable bag or a water-permeable It is a method of manufacturing sandbags by filling sandbags. Further, in the sandbag manufacturing method, preferably, the soil is classified into any one of types a to e based on the condition that the soil satisfies three or more of the items of the properties of the soil shown in Table B, According to the classification, the mixture of the kneaded material described in Table B is determined to produce a sandbag.
The kneading device for the kneaded material is not particularly limited, and may generally be a mixer used for kneading concrete or mortar, including a tilting mixer, a forced kneading mixer, a drum mixer, a gravity mixer, and a hand mixer.
３．土塁を構築する方法、堰堤を構築方する法、および、押さえ盛土を構築方する方法
該土塁を構築する方法は、前記土嚢を積み上げて土塁を構築する方法である。また、土嚢を積み上げるときに、スリップ防止器具を用いれば、土塁構築の効率が向上する。
また、堰堤を構築する方法、および、押さえ盛土等を構築する方法は、前記土嚢を、鋼製箱枠または鋼製自在枠に詰めて、堰堤および押さえ盛土等を構築する方法である。ここで鋼製自在枠は、例えば、日鉄建材社製の鋼製自在枠（下流側に２分の勾配をつけ、主に治山ダム用を対象とした片ノリタイプ、砂防堰堤を対象とした砂防タイプ、および下流側に３分の勾配をつけ、土留めを対象とした片ノリ土留めタイプがある。非特許文献１を参照）等が挙げられる。鋼製自在枠は、渓間工事や山腹工事等の際に、鋼製の枠組みの中に土砂を詰め、外力に抵抗する枠工で、自在性がある。
3. Method for Constructing Earthworks, Method for Constructing Dam, and Method for Constructing Holding Embankment The method for constructing earthworks is a method of constructing earthworks by piling up the sandbags. Also, using anti-slip devices when stacking sandbags will improve the efficiency of earthwork construction.
Moreover, the method of constructing a dam and the method of constructing a holding embankment are methods of constructing a dam and a holding embankment by stuffing the sandbags into a steel box frame or a steel flexible frame. Here, the steel flexible frame is, for example, a steel flexible frame manufactured by Nippon Steel Construction Materials Co., Ltd. (with a slope of 2 minutes on the downstream side, one-sided glue type mainly for erosion control dams, erosion control dams There is a sabo type, and a one-sided earth retaining type with a 3-minute gradient on the downstream side for earth retaining (see Non-Patent Document 1). A flexible steel frame is a frame work that resists external force by filling a steel frame with earth and sand during construction work in valleys and hillsides, etc., and has flexibility.
以下、本発明を実施例により詳細に説明するが、本発明は該実施例に限定されない。
１．使用材料
（１）固化材
（i）高炉セメントＢ種（略号：ＢＢ）
（ii）ジオセット（登録商標）２２５（略号：ＧＳ）
前記固化材は、いずれも太平洋セメント社製である。
（２）上水道水
EXAMPLES The present invention will be described in detail below with reference to examples, but the present invention is not limited to the examples.
1. Materials used (1) Solidification material (i) Blast furnace cement type B (abbreviation: BB)
(ii) Geoset (registered trademark) 225 (abbreviation: GS)
All of the solidifying materials are manufactured by Taiheiyo Cement Corporation.
(2) Tap water
２．試料土の湿潤密度、自然含水比、乾燥密度、細粒分含有率の算出、および有機不純物試験
（ａ）湿潤密度の算出
前記土砂の各３０ｋｇ程度を、公称目開きが４０ｍｍの篩を用いて篩分けして、篩を通過した土砂を試料土として取得した。次に、内径１２５ｍｍ、高さ２５０ｍｍのモールド（容積は３０６６ｃｍ３）内に、該試料土を３～５層に分けて詰めて、各層ごとにランマーを用いて締め固め、試料土の質量（ｍ1）を測定し、前記（１）式を用いて乾燥前の試料土の湿潤密度（ρｔ）を算出した。
（ｂ）自然含水比の算出
次に、前記密度を算出した試料土を、乾燥器に入れて恒量になるまで加熱し、乾燥した試料土の質量（ｍ2）を測定して、前記（２）式を用いて試料土（土砂）の自然含水比（ｗ）を算出した。
（ｃ）乾燥密度の算出
前記（ａ）で算出した乾燥前の試料土の湿潤密度（ρｔ）、前記（ｂ）で算出した自然含水比（ｗ）に基づき、前記（３）式を用いて、試料土の乾燥密度（ρｄ）を算出した。
（ｄ）細粒分含有率の算出
ＪＩＳ Ａ １２０４「土の粒度試験方法」に準拠して（ただし、沈降分析は不要である。）、公称目開きが０．０７５ｍｍの篩を通過する土砂の質量を測定し、全試料土の質量に対する百分率(乾燥ベース)を算出した。
（ｅ）有機不純物試験
ＪＩＳ Ａ １１０５「細骨材の有機不純物試験方法」に準拠して、土砂の色調を判定した。
これらの結果を表１に示す。なお、表１中の調整含水比とは、土砂のサンプリング時の自然含水比に対し、適当なスランプを得るために加水して調整した含水比をいう。稀に加水せずに、土砂をそのまま使用する場合もある。
2. Calculation of wet density, natural water content, dry density, fine particle content of sample soil, and organic impurity test (a) Calculation of wet density About 30 kg of each of the soil and sand was passed through a sieve with a nominal opening of 40 mm. After sieving, the soil that passed through the sieve was obtained as sample soil. Next, the sample soil was divided into 3 to 5 layers and packed in a mold (volume: 3066 cm 3 ) with an inner diameter of 125 mm and a height of 250 mm. ) was measured, and the wet density (ρt) of the sample soil before drying was calculated using the formula (1).
(b) Calculation of natural water content Next, the sample soil for which the density has been calculated is placed in a dryer and heated until it reaches a constant weight. Using the formula, the natural water content (w) of the sample soil (earth and sand) was calculated.
(c) Calculation of dry density Based on the wet density (ρt) of the sample soil before drying calculated in (a) above and the natural water content (w) calculated in (b) above, using the above equation (3) , the dry density (ρd) of the sample soil was calculated.
(d) Calculation of fine particle content In accordance with JIS A 1204 "Soil particle size test method" (however, sedimentation analysis is not required.), the amount of sediment that passes through a sieve with a nominal opening of 0.075 mm The mass was measured and the percentage (dry basis) was calculated relative to the mass of the total sample soil.
(e) Organic impurity test The color tone of the soil was determined according to JIS A 1105 "Method for testing organic impurities in fine aggregate".
These results are shown in Table 1. The adjusted water content ratio in Table 1 refers to the water content ratio adjusted by adding water to obtain an appropriate slump with respect to the natural water content ratio at the time of sampling of the sediment. In rare cases, the earth and sand are used as they are without adding water.
３．混練物のスランプと混練物の硬化体の圧縮強度の測定
表１に示す固化材種、単位固化材量、および調整含水比で、各土砂、各固化材、および水を公転速度が６２ｒｐｍ、自転速度が１４０ｒｐｍのホバート型ミキサで混練して混練物を調製して、該混練物のスランプを、ＪＩＳ Ａ １１０１「コンクリートのスランプ試験方法」に準拠して測定した。測定したスランプを表１に示す。
また、前記混練物の材齢９１日の硬化体の圧縮強度を、ＪＩＳ Ａ １１０８「コンクリートの圧縮強度試験方法」に準拠して測定した。ただし、圧縮強度測定用の硬化体は、実施例１～５、７～１１、および比較例１～５では、内径１２５ｍｍ、高さ２５０ｍｍのモールドを用いて成形した硬化体であり、実施例６、および比較例６～７では、材齢９１日の土嚢から抜き出した直径１２５ｍｍ、高さ１８０ｍｍのコアである。これらの測定した圧縮強度を表１に示す。
3. Measurement of the slump of the kneaded material and the compressive strength of the hardened material of the kneaded material. A kneaded material was prepared by kneading with a Hobart type mixer at a speed of 140 rpm, and the slump of the kneaded material was measured according to JIS A 1101 "Concrete Slump Test Method". Table 1 shows the measured slump.
In addition, the compressive strength of the 91-day-old hardened mixture was measured according to JIS A 1108 "Concrete Compressive Strength Test Method". However, in Examples 1 to 5, 7 to 11, and Comparative Examples 1 to 5, the cured body for measuring compressive strength was a cured body molded using a mold with an inner diameter of 125 mm and a height of 250 mm. , and in Comparative Examples 6 and 7, cores with a diameter of 125 mm and a height of 180 mm were extracted from a 91-day-old sandbag. These measured compressive strengths are shown in Table 1.
表１に示すように、前記表Ａに示す土砂の性状の項目の３つ以上を満たすという条件に基づき選択された前記表Ａに記載の配合からなる混練物（実施例１～１１）は、スランプ（値）が２～１５ｃｍで土壌の柔軟性が高く、また材齢９１日の圧縮強度は１．７６～３．０３Ｎ／ｍｍ２で、土嚢に必要な好ましい強度である１．５～３．０Ｎ／ｍｍ２を満たしている。
これに対し、表Ａに記載の配合を満たさない混練物（比較例１～７）は、スランプが２ｃｍに満たないか１５ｃｍを超えて、柔軟性がないかまたは過大である。
As shown in Table 1, the kneaded products (Examples 1 to 11) made of the formulations described in Table A selected based on the condition that three or more items of the properties of the soil shown in Table A are satisfied, The slump (value) is 2 to 15 cm and the soil is highly flexible, and the compressive strength of 91 days old is 1.76 to 3.03 N/mm 2 , which is the preferable strength required for sandbags, which is 1.5 to 3. 0 N/ mm2 .
On the other hand, the kneaded materials (Comparative Examples 1 to 7) that do not satisfy the formulations described in Table A have a slump of less than 2 cm or more than 15 cm, and either lack flexibility or are excessive.
４．土嚢の構築
実施例６、比較例６、および比較例７の混練物を、それぞれ透水性のポリプロピレン製の袋に入れて土嚢を製造し、混練物が硬化する前に、土嚢を積み上げて土塁を構築した。スランプ（値）が１２ｃｍ（実施例６）、０．４ｃｍ（比較例６）、および２１ｃｍ（比較例７）の混練物、これらの混練物を入れた土嚢、および、該土嚢を積み上げて構築した土塁の状態を、それぞれ図１～３に示す。
図１に示すように、スランプ（値）が１２ｃｍの混練物を入れた土嚢（実施例６）は柔軟性があり、これを用いて構築した土塁は隙間が小さく、遮水性が高い（図１のＡ－４）。
一方、スランプ（値）が０．４ｃｍの混練物を入れた土嚢（比較例６）は柔軟性がないため、これらを用いて構築した土塁は隙間が大きく、遮水性が著しく低い（図２のＢ－４）。また、スランプ（値）が２１ｃｍ（比較例７）の混練物を入れた土嚢は柔軟性が高すぎて保形できず、土塁を上方に構築するには適さない（図３のＣ－４）。
4. Construction of sandbags The kneaded products of Example 6, Comparative Example 6, and Comparative Example 7 are each placed in a water-permeable polypropylene bag to produce a sandbag, and before the kneaded product hardens, the sandbags are piled up to form an earthworks. built. A kneaded product with a slump (value) of 12 cm (Example 6), 0.4 cm (Comparative Example 6), and 21 cm (Comparative Example 7), a sandbag containing these kneaded products, and the sandbag were built by piling up. The condition of the earthwork is shown in Figures 1 to 3, respectively.
As shown in Fig. 1, the sandbag (Example 6) containing the kneaded material with a slump (value) of 12 cm is flexible, and the earthwork constructed using this has small gaps and high water impermeability (Fig. 1 A-4).
On the other hand, since the sandbag (Comparative Example 6) containing the kneaded material with a slump (value) of 0.4 cm has no flexibility, the earthwork constructed using these has large gaps and is extremely low in imperviousness (Fig. 2). B-4). In addition, the sandbag containing the kneaded material with a slump (value) of 21 cm (Comparative Example 7) is too flexible to retain its shape, and is not suitable for constructing an earthwork upward (C-4 in Fig. 3 ).
［１］土砂、固化材、および水を少なくとも含み、かつ、スランプ（値）が２～１５ｃｍである混錬物が入った土嚢であって、
該土砂が、下記表Ａに示す土砂の性状の項目の３つ以上を満たすという条件に基づき選択された下記表Ａに記載の配合からなる混練物が入った土嚢。
［表Ａ］
（i）土砂を篩分けして、篩を通過した土砂を試料土として取得する。次に、前記試料土を、容積（ｖ）の容器に入れて締め固めて試料土の質量（ｍ）を測定して、下記（１）式により、湿潤密度（ρt）を算出する。
ρt＝ｍ／ｖ ・・・（１）
（ii）前記試料土の重量（ｍ1）を測定した後、乾燥器に入れて、試料土が恒量になるまで乾燥した後、その質量（ｍ2）を測定して、下記（２）式により自然含水比（ｗ）を算出する。
ｗ＝１００×（ｍ1－ｍ2）／ｍ2 ・・・（２）
（iii）前記湿潤密度（ρt）および自然含水比（ｗ）を用いて、下記（３）式により試料土の乾燥密度（ρｄ）を算出する。
ρｄ＝ρt／（１＋ｗ／１００） ・・・（３）
（iii）前記湿潤密度（ρt）および自然含水比（ｗ）を用いて、下記（３）式により試料土の乾燥密度（ρｄ）を算出する。
ρｄ＝ρt／（１＋ｗ／１００） ・・・（３）
（iv）ＪＩＳ Ａ １２０４「土の粒度試験方法」に準拠して（ただし、沈降分析は不要である。）、篩を通過する土砂の質量を測定し、全試料土の質量に対する百分率（乾燥ベース）で表す。
（v）ＪＩＳ Ａ １１０５「細骨材の有機不純物試験方法」に準拠して土砂の色調を判定する。
［２］前記混練物の容器が、透水性の袋、または透水性の籠である、前記［１］に記載の土嚢。
［３］前記［１］または［２］に記載の土嚢を製造する方法であって、土砂、固化材、および水を少なくとも混練して得た、スランプ（値）が２～１５ｃｍの混練物を、透水性の袋、または透水性の籠に充填して、土嚢を製造する方法。
［４］前記土砂が下記表Ｂに示す土砂の性状の項目の３つ以上を満たすという条件に基づき、前記土砂を下記表Ｂに示すタイプａ～ｅのいずれかとし、タイプ別に下記表Ｂに記載の混練物の配合を決定して土嚢を製造する、請求項３に記載の土嚢を製造する方法。
［表Ｂ］
（i）土砂を篩分けして、篩を通過した土砂を試料土として取得する。次に、前記試料土を、容積（ｖ）の容器に入れて締め固めて試料土の質量（ｍ）を測定して、下記（１）式により、湿潤密度（ρt）を算出する。
ρt＝ｍ／ｖ ・・・（１）
（ii）前記試料土の重量（ｍ1）を測定した後、乾燥器に入れて、試料土が恒量になるまで乾燥した後、その質量（ｍ2）を測定して、下記（２）式により自然含水比（ｗ）を算出する。
ｗ＝１００×（ｍ1－ｍ2）／ｍ2 ・・・（２）
（iii）前記湿潤密度（ρt）および自然含水比（ｗ）を用いて、下記（３）式により試料土の乾燥密度（ρｄ）を算出する。
ρｄ＝ρt／（１＋ｗ／１００） ・・・（３）
（iii）前記湿潤密度（ρt）および自然含水比（ｗ）を用いて、下記（３）式により試料土の乾燥密度（ρｄ）を算出する。
ρｄ＝ρt／（１＋ｗ／１００） ・・・（３）
（iv）ＪＩＳ Ａ １２０４「土の粒度試験方法」に準拠して（ただし、沈降分析は不要である。）、篩を通過する土砂の質量を測定し、全試料土の質量に対する百分率（乾燥ベース）で表す。
（v）ＪＩＳ Ａ １１０５「細骨材の有機不純物試験方法」に準拠して土砂の色調を判定する。
［５］前記［１］または［２］に記載の土嚢を積み上げて土塁を構築する方法。
［６］前記［１］または［２］に記載の土嚢を、鋼製箱枠または鋼製自在枠に詰めて、堰堤を構築する方法。
［７］前記［１］または［２］に記載の土嚢を、鋼製箱枠または鋼製自在枠に詰めて、押さえ盛土を構築する方法。
[1] A sandbag containing a kneaded material containing at least earth and sand, a solidifying material, and water , and having a slump (value) of 2 to 15 cm ,
A sandbag containing a kneaded material having a composition shown in Table A below, selected based on the condition that the earth and sand satisfies three or more of the properties of the earth and sand shown in Table A below.
[Table A]
(i) Sieve soil and obtain soil that has passed through the sieve as sample soil. Next, the sample soil is placed in a container having a volume (v) and compacted, the mass (m) of the sample soil is measured, and the wet density (.rho.t) is calculated by the following equation (1).
ρt = m/v (1)
(ii) After measuring the weight (m1) of the soil sample, put it in a dryer and dry it until the soil sample reaches a constant weight. Calculate the water content (w).
w=100×(m1−m2)/m2 (2)
(iii) Using the wet density (.rho.t) and the natural water content (w), the dry density (.rho.d) of the sample soil is calculated by the following equation (3).
ρd=ρt/(1+w/100) (3)
(iii) Using the wet density (.rho.t) and the natural water content (w), the dry density (.rho.d) of the sample soil is calculated by the following equation (3).
ρd=ρt/(1+w/100) (3)
(iv) In accordance with JIS A 1204 "Soil particle size test method" (however, sedimentation analysis is not required), measure the mass of sediment that passes through the sieve, and calculate the percentage of the mass of all sample soil (dry basis ).
(v) Judge the color tone of the soil according to JIS A 1105 "Method for testing organic impurities in fine aggregate".
[2] The sandbag according to the above [1 ] , wherein the container for the kneaded material is a water-permeable bag or a water-permeable basket.
[3] A method for producing a sandbag according to [1] or [2] above, wherein a kneaded product having a slump (value) of 2 to 15 cm is obtained by kneading at least sand, a solidifying material, and water. , a method of manufacturing sandbags by filling permeable bags or permeable baskets.
[4] Based on the condition that the earth and sand satisfies three or more items of the properties of the earth and sand shown in Table B below, the earth and sand shall be any of types a to e shown in Table B below, and each type is shown in Table B below. 4. The method of manufacturing a sandbag according to
[Table B]
(i) Sieve soil and obtain soil that has passed through the sieve as sample soil. Next, the sample soil is placed in a container having a volume (v) and compacted, the mass (m) of the sample soil is measured, and the wet density (.rho.t) is calculated by the following equation (1).
ρt = m/v (1)
(ii) After measuring the weight (m1) of the soil sample, put it in a dryer and dry it until the soil sample reaches a constant weight. Calculate the water content (w).
w=100×(m1−m2)/m2 (2)
(iii) Using the wet density (.rho.t) and the natural water content (w), the dry density (.rho.d) of the sample soil is calculated by the following equation (3).
ρd=ρt/(1+w/100) (3)
(iii) Using the wet density (.rho.t) and the natural water content (w), the dry density (.rho.d) of the sample soil is calculated by the following equation (3).
ρd=ρt/(1+w/100) (3)
(iv) In accordance with JIS A 1204 "Soil particle size test method" (however, sedimentation analysis is not required), measure the mass of sediment that passes through the sieve, and calculate the percentage of the mass of all sample soil (dry basis ).
(v) Judge the color tone of the soil according to JIS A 1105 "Method for testing organic impurities in fine aggregate".
[5] A method of constructing an earthwork by piling up the sandbags according to [1] or [2] .
[6] A method of constructing a dam by packing the sandbags according to [1] or [2] above into a steel box frame or a steel flexible frame.
[7] A method of constructing a holding embankment by stuffing the sandbags according to [1] or [2] above into a steel box frame or a steel flexible frame.
Claims (8)
［表Ａ］
[Table A]
［表Ｂ］
[Table B]
A method of constructing a holding embankment by packing the sandbag according to any one of claims 1 to 3 in a steel box frame or a steel flexible frame.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000142601A (en) * | 1998-10-30 | 2000-05-23 | Yasuo Kawachi | Sandbag manufacturing apparatus and sandbag manufacturing plant |
| JP2001316154A (en) * | 2000-05-01 | 2001-11-13 | Oji Ryokka Kk | Lightweight cement mortar and simplified foundation work using it |
| JP2005105266A (en) * | 2003-09-10 | 2005-04-21 | Raito Kogyo Co Ltd | Material for soil-sand structure and method for surface protection of slope, lining face and, covered face of tunnel, and method for protecting slope face using the same |
| JP2017181289A (en) * | 2016-03-30 | 2017-10-05 | 株式会社大林組 | Soil qualities division device and soil qualities division method |
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000142601A (en) * | 1998-10-30 | 2000-05-23 | Yasuo Kawachi | Sandbag manufacturing apparatus and sandbag manufacturing plant |
| JP2001316154A (en) * | 2000-05-01 | 2001-11-13 | Oji Ryokka Kk | Lightweight cement mortar and simplified foundation work using it |
| JP2005105266A (en) * | 2003-09-10 | 2005-04-21 | Raito Kogyo Co Ltd | Material for soil-sand structure and method for surface protection of slope, lining face and, covered face of tunnel, and method for protecting slope face using the same |
| JP2017181289A (en) * | 2016-03-30 | 2017-10-05 | 株式会社大林組 | Soil qualities division device and soil qualities division method |
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