JPH041292A - Technique for preventing ground from undergoing frost heave and weakening - Google Patents
Technique for preventing ground from undergoing frost heave and weakeningInfo
- Publication number
- JPH041292A JPH041292A JP10180690A JP10180690A JPH041292A JP H041292 A JPH041292 A JP H041292A JP 10180690 A JP10180690 A JP 10180690A JP 10180690 A JP10180690 A JP 10180690A JP H041292 A JPH041292 A JP H041292A
- Authority
- JP
- Japan
- Prior art keywords
- soil
- frost heave
- quicklime
- ground
- additive
- 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.)
- Granted
Links
- 230000003313 weakening effect Effects 0.000 title claims abstract description 4
- 238000000034 method Methods 0.000 title claims description 8
- ODINCKMPIJJUCX-UHFFFAOYSA-N Calcium oxide Chemical compound [Ca]=O ODINCKMPIJJUCX-UHFFFAOYSA-N 0.000 claims abstract description 66
- 239000002689 soil Substances 0.000 claims abstract description 65
- 239000000292 calcium oxide Substances 0.000 claims abstract description 33
- 235000012255 calcium oxide Nutrition 0.000 claims abstract description 33
- 238000002156 mixing Methods 0.000 claims abstract description 27
- 239000000463 material Substances 0.000 claims abstract description 20
- 239000002893 slag Substances 0.000 claims abstract description 19
- 239000000654 additive Substances 0.000 claims abstract description 18
- 230000000996 additive effect Effects 0.000 claims abstract description 13
- 239000000126 substance Substances 0.000 claims abstract description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 27
- 239000004568 cement Substances 0.000 claims description 16
- 238000006243 chemical reaction Methods 0.000 claims description 9
- 239000010881 fly ash Substances 0.000 claims description 5
- 239000002956 ash Substances 0.000 abstract description 10
- 239000000203 mixture Substances 0.000 abstract description 2
- 235000002918 Fraxinus excelsior Nutrition 0.000 abstract 1
- 238000010276 construction Methods 0.000 description 10
- 239000004927 clay Substances 0.000 description 9
- 230000002265 prevention Effects 0.000 description 7
- AXCZMVOFGPJBDE-UHFFFAOYSA-L calcium dihydroxide Chemical compound [OH-].[OH-].[Ca+2] AXCZMVOFGPJBDE-UHFFFAOYSA-L 0.000 description 6
- 239000000920 calcium hydroxide Substances 0.000 description 6
- 235000011116 calcium hydroxide Nutrition 0.000 description 6
- 229910001861 calcium hydroxide Inorganic materials 0.000 description 6
- 238000007654 immersion Methods 0.000 description 4
- 230000006641 stabilisation Effects 0.000 description 4
- 238000011105 stabilization Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 239000002440 industrial waste Substances 0.000 description 3
- 239000000843 powder Substances 0.000 description 3
- 239000003513 alkali Substances 0.000 description 2
- 239000002585 base Substances 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 239000002734 clay mineral Substances 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 238000001816 cooling Methods 0.000 description 2
- 230000000638 stimulation Effects 0.000 description 2
- 239000002344 surface layer Substances 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- 238000010521 absorption reaction Methods 0.000 description 1
- 239000007795 chemical reaction product Substances 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 229910010272 inorganic material Inorganic materials 0.000 description 1
- 239000011147 inorganic material Substances 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 238000002844 melting Methods 0.000 description 1
- 230000008018 melting Effects 0.000 description 1
- 239000005416 organic matter Substances 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000010257 thawing Methods 0.000 description 1
Landscapes
- Soil Conditioners And Soil-Stabilizing Materials (AREA)
Abstract
Description
本発明は、地盤凍上軟弱化防止工法に関し、とくに寒冷
地における凍上性地盤の表層のみならず地下水の毛細管
吸水によるアイスレンズの形成を原因とする凍上を防止
し、且つアイスレンズの融解による鉄道、堤防、道路、
基礎などの土構造物の表層と深部に至る地盤の軟弱化を
防止する工法に関する。The present invention relates to a method for preventing ground softening due to frost heaving, and in particular, to prevent frost heaving caused by the formation of ice lenses not only in the surface layer of frost-heaving ground in cold regions but also due to capillary absorption of underground water, and to prevent frost heaving caused by the formation of ice lenses due to the melting of ice lenses. embankments, roads,
This article relates to construction methods that prevent the weakening of the surface and deep ground of earthen structures such as foundations.
【従来の技術及び発明が解決すべき課Ｍ】高含水比の火
山灰質粘性土は著しい凍上性を示すことはよく知られて
いる。
この高含水比火山灰質粘性土の一種である有機質の黒色
火山灰質粘性土は地盤の表層部に分布し、高含水比であ
るととならびに有機物の含有により、生石灰安定処理の
みでは一般に高強度が得られないことが知られている。
また、無機質の火山灰質粘性土を生石灰安定処理した場
合は有機質の火山灰質粘性土よりは高強度になり、盛土
材料として利用できるが、凍上防止材料として利用でき
るほどの高強度は得られない。このことば高含水比粘性
土特有の欠点である。
凍上防止工法は種々あるが現在最も利用されているのは
凍上性地盤土を掘削して取り除き、新しい非凍上性の材
料（砕石、切込み砂利等）で置き換える工法である。し
かし、この非凍上性材料は最近不足ぎみであり、将来は
完全に不足するものと考えられる。
また高含水比の火山灰質粘性土はそのままでは凍上防止
材のみならず盛土材料にも利用できないが、生石灰を用
い安定処理することにより、土の含水比を低下させ施工
機械のトラフイカビリティ−（走行性能）を確保し、十
分締め固めろことにより、盛土材料として利用できるよ
うになった。
しかしながら、乙の火山灰質粘性土は前述せるごとく著
しい凍上性を示すため、この問題点を解決できなかった
。
この問題点を解決するためには、さらに高強度にする必
要がある。この目的のためにそれ自体硬化するセメント
を混合する方法が考えられる。土にセメントを混合する
方法はフィルセメント工法として従来から利用されてい
るが、高含水比粘性土には施工機械のトラフイカビリテ
ィ−確保ができないため利用できない。もし施工できた
としても十分な混合と締め固めを行うことができず、船
釣に不適当であるとされ、砂質土にのみ適する工法とさ
れている。高炉急冷スラグを用いた場合も同様に含水比
の低下が小さく施工機械のトラフイカビリティ−の確保
が困難である。[Prior Art and Issues to be Solved by the Invention M] It is well known that volcanic ash clay soil with a high water content exhibits significant frost heaving. This organic black volcanic ash clay soil, which is a type of volcanic ash clay soil with a high moisture content, is distributed in the surface layer of the ground, and due to its high moisture content and organic matter content, it generally cannot achieve high strength with quicklime stabilization treatment alone. It is known that it cannot be obtained. Furthermore, when inorganic volcanic ash clay soil is treated with quicklime stabilization, it has higher strength than organic volcanic ash clay soil and can be used as embankment material, but it does not have enough strength to be used as a frost heaving prevention material. This word is a drawback peculiar to high water content specific viscosity soil. There are various methods to prevent frost heaving, but the one currently most used is to excavate and remove frost heaving soil and replace it with new non-frost heaving materials (crushed stone, cut gravel, etc.). However, this anti-frost heaving material has recently been in short supply, and it is thought that there will be a complete shortage of it in the future. In addition, volcanic ash clay soil with a high moisture content cannot be used as it is, not only as a frost heaving prevention material but also as an embankment material, but by stabilizing it with quicklime, the moisture content of the soil can be lowered and the troughability of construction machinery can be improved ( By ensuring good driving performance and sufficient compaction, it became possible to use it as embankment material. However, this problem could not be solved because the volcanic ash clay soil exhibits significant frost heaving as mentioned above. In order to solve this problem, it is necessary to further increase the strength. For this purpose it is possible to mix cements that harden themselves. The method of mixing cement with soil has traditionally been used as a fill-cement construction method, but it cannot be used for soil with high water content and specific viscosity because it does not ensure the traffability of construction machinery. Even if it were possible to construct it, it would not be possible to mix and compact the soil sufficiently, making it unsuitable for boat fishing, and it is considered to be a construction method suitable only for sandy soil. Similarly, when rapidly cooled blast furnace slag is used, the water content ratio is similarly low and it is difficult to ensure the transportability of the construction machine.
本発明はこれらの高含水比粘性土を凍上防止材料として
、それ自体硬化するセメント、及びまたは産業廃棄物で
ありアルカリ刺激（石灰がこの役目をはなす）のもとで
硬化する急冷高炉スラグ粉末あるいは生石灰が土中水と
反応してできた消石灰と反応硬化するフライアッシュを
添加し、産業廃棄物の再利用と共に、凍上性を示す土質
を一種の硬化体のような性質を示す非凍上性の土質材料
に改良し、地盤の凍上と軟弱化を防止するための土質材
料として再利用することを目的及び効果とするものであ
る。The present invention uses these highly water-containing specific viscosity soils as anti-frost heaving materials to produce cement, which hardens itself, and/or quenched blast furnace slag powder, which is industrial waste and hardens under alkaline stimulation (lime plays this role). By adding fly ash, which hardens through the reaction of quicklime with slaked lime that reacts with soil water, we can reuse industrial waste and convert frost-heaving soil into non-frost-heaving soil that exhibits the properties of a kind of hardened material. The purpose and effect is to improve the soil material and reuse it as a soil material to prevent frost heaving and softening of the ground.
【！Ｉ題を解決するための手段及び作用】本発明ではこ
のような問題点を解決するために最初に生石灰を前述地
盤土に混合する。生石灰を混合することにより次のよう
な改良作用を示す。
■土の含水比が低下し施工機械のトラフイカビリティ−
の確保ができると同時に凍上の原因となる土の水分を少
なくする。
■土のコンシスチンシー限界を変化させる。特に塑性指
数の低下は、粘性土を砂質土のような性質をもつ土質に
変化させ施工機械のワーカビリチー（作業性能）を改良
する。
■生石灰が土中水と反応して出来た消石灰と粘性土に含
有されている粘土鉱物との硬化反応（ポゾラン反応）に
より、土の強度を増加させろ役目がある。
■２次添加物として急冷スラグを用いる場合は生石灰と
土中水と反応してできた消石灰がアルカリ刺激剤となり
、急冷スラグが硬化する役目をもっている。また、消石
灰は２次添加物のフライアッシュと反応し硬化する。
上記の、■により含水比の低下とコンシスチンシー限界
の変化は２次添加物としてのセメントを混合するための
素地ができたことを示している。
すなわち、土の含水比が低下し、施工機械のトラフイカ
ビリティ−が確保できるとともに、砂質土のような性質
に改良されたことになり、施工機械のワーカビリティー
が良くなる。又、低含水比の場合は、一般に砂質土が多
く粘土鉱物が不足することにより反応生成物が少なく、
凍上防止材料としては生石灰のみては強度不足である。
以上のように素地をつくってからセメントを混合すると
十分な混合と締め固めができ高強度にすることができる
。
また■は急冷高炉スラグ粉末等を混合するための素地が
できたことになり、２次添加物として急冷高炉スラグを
用いる場合はこの生石灰が土中水と反応して出来た消石
灰がアルカリ刺激剤となり、スラグが硬化する役目をも
っている。この時点でのスラグ等の混合により十分な混
合と締め固めにより、セメントを混合した場合と同様に
高強度とすることができる。このように１次添加物の生
石灰と２次添加物として、それ自体硬化するセメントお
よび又は急冷高炉スラグとの相互作用により、高強度と
することができる。また、フライアッシュを混合する場
合は■により消石灰との硬化反応により高強度とするこ
とができる。このように産業廃棄物を凍上防止材料とし
て利用することができる。[! Means and operation for solving problem I In the present invention, in order to solve the above-mentioned problems, quicklime is first mixed into the above-mentioned ground soil. Mixing quicklime shows the following improvement effects. ■Toughability of construction machinery due to lower soil moisture ratio
At the same time, it reduces soil moisture, which causes frost heave. ■Change the consistency limit of soil. In particular, a reduction in the plasticity index changes clay soil into one with properties similar to sandy soil and improves the workability of construction machines. ■The hardening reaction (pozzolanic reaction) between slaked lime produced by quicklime reacting with soil water and clay minerals contained in clayey soil increases the strength of the soil. ■When rapidly cooling slag is used as a secondary additive, the slaked lime produced by the reaction between quicklime and soil water acts as an alkali stimulant, and has the role of hardening the rapidly cooling slag. In addition, slaked lime reacts with fly ash, which is a secondary additive, and hardens. The decrease in the water content ratio and the change in the consistency limit due to (1) above indicate that the basis for mixing cement as a secondary additive has been prepared. In other words, the water content ratio of the soil is lowered, and the workability of the construction machine is ensured, and the properties of the soil are improved to be similar to that of sandy soil, which improves the workability of the construction machine. In addition, in the case of low water content, there are generally many sandy soils and a lack of clay minerals, so there are few reaction products.
Quicklime alone is not strong enough to be used as a frost heaving prevention material. By mixing cement after preparing the base as described above, sufficient mixing and compaction can be achieved, resulting in high strength. In addition, ■ means that the base for mixing the quenched blast furnace slag powder, etc. has been prepared, and when quenched blast furnace slag is used as a secondary additive, the slaked lime produced by the reaction of this quicklime with soil water acts as an alkaline stimulant. This has the role of hardening the slag. By sufficiently mixing and compacting the slag etc. at this point, it is possible to achieve high strength similar to when cement is mixed. In this way, high strength can be achieved through the interaction of the primary additive quicklime with the secondary additives cement and/or rapidly cooled blast furnace slag. In addition, when fly ash is mixed, high strength can be achieved by the hardening reaction with slaked lime. In this way, industrial waste can be used as a frost heaving prevention material.
有機質の黒色火山灰質粘性土は自然含水比８０％のもの
である。この試料に生石灰を乾燥重量比で１０％、２０
％、３０％、４０％で混合し締め固めた後、９０日間平
均温度２０℃で養生した後、強度試験を行った。強度試
験はコーン指数（Ｑｅ）により求めた。使用したコーン
は先端角３０゜断面積３．２ｄのものである。コーン指
数は貫入深さ５ｃＩＴＩにおける値である。
強度試験結果を表−１の上段に示す。
次に生石灰を１０％混合した後、反応終了３時間後にセ
メントを乾燥重量比で１０％、２０％、３０％、４０％
の割合で混合して締め固めた後、９０日養生後に強度試
験を行った結果を表−１の下段に示す。
この試験結果によると生石灰安定処理土の場合は混合比
３０％で最大強度が１７０ ｋｇｆ／ｃｄと低強度であ
るが、生石灰セメント安定処理土の場合は混合比４０％
で最大強度が１１５０ ｋｇｆ／ｃＩ／と高強度になっ
ている。
次に凍上対策として上記安定処理土を養生９０日後に凍
結融解試験を行った結果を表−２に示す。
凍結融解試験は凍結−２０℃で１日、融解を＋１５℃で
１日とし、２日で１サイクルとして１５サイクルまで行
った。非水浸供試体は空気中で９０日間養生したもので
あり、シートを用いる等外部からの水分の浸入を防ぐ方
法によるものである。
水浸供試体は空気中で３０日間養生した後６０日間水中
で養生したもので降雨、地下水の浸入を想定したもので
ある。
表−２によると非水浸の場合は生石灰安定処理土の場合
は混合比３０％以上で凍上防止は可能であることを示し
ている。また生石灰セメント安定処理では混合比２０％
以上で凍上防止が可能であることを示している。
しかしながら、水浸した場合は生石灰安定処理土では凍
上量が小さくなるが、水浸により供試体に吸水された水
分により凍上が発生しており凍上を完全に防止できない
ことを示しいる。
生石灰セメント安定処理土の水浸した場合は混合比３０
％以上で凍上は発生していない。この場合の強度は表−
１によると混合比３０％で９８０ｋ ｇ （／ｃｄ、混
合比４０％で１１５０１ｃｇｆ／ｃｄであり、安定処理
土の強度が１００１００Ｏ／ｃｊ程度で凍上防止が可能
であることを示している。
次に２次添加物として急冷高炉スラグ粉末を用いた場合
の試験結果を表−３と表−４に示す（スラグ混合の場合
は、アルカリ刺激の向上のため生石灰はスラグと同量混
合される）。
この場合の試料（原土）は無機質の高含水比の火山灰質
粘性±（自然含水比８０％）である。生石灰の混合比を
１０％、２０％、３０％として混合してから締め固めを
行い養生９０日後の強度を示した。
この場合の最大強度は混合比２０％で６５０ｋｇｆ／ｊ
となり、表−１に示す有機質の強度より大きい強度にな
っている。
生石灰スラグ安定処理土の場合は生石灰の混合量と同量
のスラグを混合して９０日間養生したものであり、混合
比２０％で９００ ｋｇｆ／ｃＩｌ、混合比３０％で１
１００ ｋｇｆ／−と高強度になっている。
表−４は凍結融解試験による凍上量を示したものであり
、生石灰安定処理土の場合は表−２と同様に非水浸の場
合は混合比２０％以上で凍上は発生しないが、水浸した
場合は強度が最大になる混合比２０％で凍上量は最小で
あるが、凍上を完全に防止できないことを示している。
しかしながら、生石灰スラグ安定処理土の場合は混合比
３０％以上で凍上は発生しないことを示している。この
場合も強度１０００ ｋｇｆ／ｃＩｌ程度で凍上を防止
することができることを示している。
以上に示すごとく生石灰安定処理のみでは強度に限界が
あるため、凍上を完全に防止できないが、２次添加物と
してセメント、ならびに急冷高炉スラグを混合すること
により、安定処理土の強度を１０００ ｋｇｆ／ｃＩｊ
程度にすると凍上防止ができることを示している。この
ように２次添加物を混合し、高強度とすることにより一
種の硬化体のような性状を示す土質に改良し、非凍上性
材料として凍上を防止できる。
また以上の実験結果から２次添加物のセメント、スラグ
又は、生石灰と反応硬化するフライアッシュは、それぞ
れ単独もしくは、これらの任意の組合せによるものを用
いることができることが分る。
す上に述べた凍上防止工法は高含水比の粘性土のみなら
ず低含水比粘性土にも適用できることは明らかである。The organic black volcanic ash clay has a natural moisture content of 80%. Quicklime was added to this sample at a dry weight ratio of 10% and 20%.
%, 30%, and 40%, compacted, cured for 90 days at an average temperature of 20°C, and then subjected to a strength test. The strength test was determined by Cone index (Qe). The cone used had a tip angle of 30° and a cross-sectional area of 3.2 d. The cone index is a value at a penetration depth of 5 cITI. The strength test results are shown in the upper row of Table 1. Next, after mixing 10% quicklime, 3 hours after the end of the reaction, cement was added in dry weight ratio of 10%, 20%, 30%, 40%.
The results of a strength test after 90 days of curing are shown in the lower row of Table 1. According to the test results, soil stabilized with quicklime cement has a low maximum strength of 170 kgf/cd at a mixing ratio of 30%, but soil stabilized with quicklime cement has a low strength at a mixing ratio of 40%.
It has a high maximum strength of 1150 kgf/cI/. Next, as a countermeasure against frost heaving, the stabilized soil was subjected to a freeze-thaw test after 90 days of curing, and the results are shown in Table 2. The freeze-thaw test was carried out for up to 15 cycles, with freezing at -20°C for 1 day and thawing at +15°C for 1 day, with 2 days as one cycle. The non-water immersed specimens were cured in air for 90 days using a method such as using a sheet to prevent moisture from entering from the outside. The water-immersed specimens were cured in air for 30 days and then in water for 60 days, assuming rainfall and groundwater infiltration. Table 2 shows that in the case of non-water immersion, frost heaving can be prevented with a mixing ratio of 30% or more in the case of quicklime stabilized soil. In addition, in quicklime cement stabilization treatment, the mixing ratio is 20%.
The above shows that frost heaving prevention is possible. However, when the soil is flooded with water, the amount of frost heave is small in the quicklime stabilized soil, but frost heave occurs due to water absorbed by the specimen due to water immersion, indicating that frost heave cannot be completely prevented. If quicklime cement stabilized soil is soaked in water, the mixing ratio is 30.
% or higher, no frost heave occurred. In this case, the strength is shown in Table-
According to 1, it is 980 kg (/cd) at a mixing ratio of 30%, and 11,501 cgf/cd at a mixing ratio of 40%, indicating that frost heave prevention is possible when the strength of stabilized soil is about 100,100 O/cj. Tables 3 and 4 show test results using rapidly cooled blast furnace slag powder as a secondary additive (in the case of slag mixing, the same amount of quicklime as the slag is mixed to improve the alkali stimulation). The sample (original soil) in this case is viscous volcanic ash with a high moisture content of inorganic material (natural moisture content of 80%).The mixture ratio of quicklime is 10%, 20%, and 30%, and then compacted. The strength after 90 days of curing is shown. The maximum strength in this case is 650 kgf/j at a mixing ratio of 20%.
Therefore, the strength is greater than that of the organic substances shown in Table 1. In the case of quicklime slag stabilized soil, the same amount of slag as the amount of quicklime mixed is mixed and cured for 90 days, and when the mixing ratio is 20%, it is 900 kgf/cIl, and when the mixing ratio is 30%, it is 1.
It has a high strength of 100 kgf/-. Table 4 shows the amount of frost heave in the freeze-thaw test. In the case of quicklime stabilized soil, as in Table 2, frost heave does not occur in the case of non-water immersion at a mixing ratio of 20% or more, but in the case of water immersion, frost heave does not occur. In this case, the amount of frost heave is the minimum at a mixing ratio of 20%, which maximizes the strength, but this shows that frost heave cannot be completely prevented. However, in the case of quicklime slag stabilized soil, frost heave does not occur at a mixing ratio of 30% or more. This also shows that frost heave can be prevented with a strength of about 1000 kgf/cIl. As shown above, quicklime stabilization treatment alone has a limit to its strength and cannot completely prevent frost heaving. However, by mixing cement and rapidly cooled blast furnace slag as secondary additives, the strength of stabilized soil can be increased to 1000 kgf/ cIj
This shows that frost heaving can be prevented if the temperature is reduced to a certain degree. In this way, by mixing secondary additives and increasing the strength, the soil quality can be improved to exhibit properties similar to a kind of hardened material, and frost heaving can be prevented as a non-frost heaving material. Furthermore, the above experimental results show that the secondary additives cement, slag, or fly ash that hardens by reaction with quicklime can be used alone or in any combination thereof. It is clear that the frost heaving prevention method described above can be applied not only to cohesive soils with high water content ratios but also to clayey soils with low water content ratios.
Claims (2)
次添加物として生石灰を混合して、地盤土の含水比、な
らびに塑性指数を低下させ、砂質土のような性質をもつ
土質に改良することにより、さらに高強度とするために
２次添加物を混合するための素地をつくった後、２次添
加物として、水硬性物質及び又は生石灰と反応硬化する
物質を混合し十分な締固めと養生を行い、高強度で一種
の硬化体のような性質をもつ非凍上性の土質に改良する
地盤凍上軟弱化防止工法。(1) By mixing quicklime as a primary additive to frost-heaving ground soil with a high water content ratio and a low water content ratio, the water content ratio and plasticity index of the ground soil are reduced, resulting in a soil with properties similar to sandy soil. After creating a base for mixing secondary additives to further improve strength, a hydraulic substance and/or a substance that hardens by reaction with quicklime is mixed as a secondary additive to obtain sufficient strength. A method to prevent ground frost heave weakening by compacting and curing the soil to improve it to a non-frost heave soil with high strength and properties similar to a kind of hardened material.
であり、前記生石灰と反応硬化する物質が、フライアッ
シュである請求項（１）記載の地盤凍上軟弱化防止工法
。(2) The method for preventing ground frost heave softening according to claim 1, wherein the hydraulic substance is cement and/or rapidly cooled slag, and the substance that reacts and hardens with quicklime is fly ash.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10180690A JP2784242B2 (en) | 1990-04-19 | 1990-04-19 | Ground frost heave softening prevention method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10180690A JP2784242B2 (en) | 1990-04-19 | 1990-04-19 | Ground frost heave softening prevention method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH041292A true JPH041292A (en) | 1992-01-06 |
| JP2784242B2 JP2784242B2 (en) | 1998-08-06 |
Family
ID=14310383
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP10180690A Expired - Fee Related JP2784242B2 (en) | 1990-04-19 | 1990-04-19 | Ground frost heave softening prevention method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2784242B2 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5953912A (en) * | 1996-09-10 | 1999-09-21 | Honda Giken Kobyo Kabushiki Kaisha | Exhaust manifold of a multi-cylinder internal combustion engine |
-
1990
- 1990-04-19 JP JP10180690A patent/JP2784242B2/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5953912A (en) * | 1996-09-10 | 1999-09-21 | Honda Giken Kobyo Kabushiki Kaisha | Exhaust manifold of a multi-cylinder internal combustion engine |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2784242B2 (en) | 1998-08-06 |
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