JP7398783B2 - How to dispose of buried pipes - Google Patents
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- JP7398783B2 JP7398783B2 JP2019191316A JP2019191316A JP7398783B2 JP 7398783 B2 JP7398783 B2 JP 7398783B2 JP 2019191316 A JP2019191316 A JP 2019191316A JP 2019191316 A JP2019191316 A JP 2019191316A JP 7398783 B2 JP7398783 B2 JP 7398783B2
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- 239000002689 soil Substances 0.000 claims description 51
- 239000004576 sand Substances 0.000 claims description 28
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 21
- 239000004568 cement Substances 0.000 claims description 12
- 238000000034 method Methods 0.000 claims description 12
- AXCZMVOFGPJBDE-UHFFFAOYSA-L calcium dihydroxide Chemical compound [OH-].[OH-].[Ca+2] AXCZMVOFGPJBDE-UHFFFAOYSA-L 0.000 claims description 11
- 239000000920 calcium hydroxide Substances 0.000 claims description 11
- 229910001861 calcium hydroxide Inorganic materials 0.000 claims description 11
- 235000011116 calcium hydroxide Nutrition 0.000 claims description 11
- 230000006835 compression Effects 0.000 claims description 9
- 238000007906 compression Methods 0.000 claims description 9
- 239000002245 particle Substances 0.000 claims description 7
- 239000011449 brick Substances 0.000 claims description 5
- 239000004567 concrete Substances 0.000 claims description 5
- 239000011521 glass Substances 0.000 claims 2
- 230000008685 targeting Effects 0.000 claims 2
- 239000000463 material Substances 0.000 description 5
- 238000002156 mixing Methods 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 230000015572 biosynthetic process Effects 0.000 description 3
- 239000000203 mixture Substances 0.000 description 3
- 239000002699 waste material Substances 0.000 description 3
- VTYYLEPIZMXCLO-UHFFFAOYSA-L Calcium carbonate Chemical compound [Ca+2].[O-]C([O-])=O VTYYLEPIZMXCLO-UHFFFAOYSA-L 0.000 description 2
- CURLTUGMZLYLDI-UHFFFAOYSA-N Carbon dioxide Chemical compound O=C=O CURLTUGMZLYLDI-UHFFFAOYSA-N 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 102000005701 Calcium-Binding Proteins Human genes 0.000 description 1
- 108010045403 Calcium-Binding Proteins Proteins 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 239000011575 calcium Substances 0.000 description 1
- 229910000019 calcium carbonate Inorganic materials 0.000 description 1
- -1 calcium hydroxide Chemical class 0.000 description 1
- LHJQIRIGXXHNLA-UHFFFAOYSA-N calcium peroxide Chemical compound [Ca+2].[O-][O-] LHJQIRIGXXHNLA-UHFFFAOYSA-N 0.000 description 1
- 235000019402 calcium peroxide Nutrition 0.000 description 1
- 239000000378 calcium silicate Substances 0.000 description 1
- 229910052918 calcium silicate Inorganic materials 0.000 description 1
- OYACROKNLOSFPA-UHFFFAOYSA-N calcium;dioxido(oxo)silane Chemical compound [Ca+2].[O-][Si]([O-])=O OYACROKNLOSFPA-UHFFFAOYSA-N 0.000 description 1
- XFWJKVMFIVXPKK-UHFFFAOYSA-N calcium;oxido(oxo)alumane Chemical compound [Ca+2].[O-][Al]=O.[O-][Al]=O XFWJKVMFIVXPKK-UHFFFAOYSA-N 0.000 description 1
- 239000001569 carbon dioxide Substances 0.000 description 1
- 229910002092 carbon dioxide Inorganic materials 0.000 description 1
- 239000000919 ceramic Substances 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 229910052602 gypsum Inorganic materials 0.000 description 1
- 239000010440 gypsum Substances 0.000 description 1
- 230000036571 hydration Effects 0.000 description 1
- 238000006703 hydration reaction Methods 0.000 description 1
- 230000006698 induction Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Description
本発明は、地下に埋設された水道管、ガス管等のパイプを廃棄処理するための方法に関する。 The present invention relates to a method for disposing of underground pipes such as water pipes and gas pipes.
水道管やガス管が一定の年月を経て、その役割が終了したときは、それを廃棄処分するため、埋設されたパイプを掘り起こして、撤去処分するのが原則である。
しかし、そのパイプが例えば道路の下に埋設されている場合等には、それを掘り起こすには、一旦道路の通交を遮断し、短時間のうちに迅速に撤去を完了させねばならないが、これはなかなか困難な作業となる。
そこで、従来パイプを撤去させることなく、埋設されたパイプ内に残土等を流し込み、それをそのままパイプ内で固化させてしまおうとする解決手段がある。
しかし、この処理にあたっては、狭い埋設パイプ内を流動土で完全に充填させることは困難で、一部に空洞の残る虞がある。
この空洞がパイプ内に残ると、例えば、年月を経て管体が腐食して一部に水が侵入する等の事態となると、その上の土が陥落し、表面を覆う舗装道路にも大きな陥没部が生じてしまう危険がある。この陥没部ができるときは一瞬である為、車両の走行する頻度の高い道路では、重大な事故を招く虞がある。
尚、特許文献１には、廃棄管内に残土を充填させようとする技術が開示されているが、バキューム車を用いた残土の充填方法に関するものである。
When water pipes and gas pipes reach the end of their useful life after a certain period of time, the general rule is to dig up the buried pipes and remove them for disposal.
However, if the pipe is buried under a road, for example, in order to dig it up, the road must be blocked from traffic and the removal must be completed quickly within a short period of time. is quite a difficult task.
Therefore, there is a solution that attempts to pour the remaining soil into the buried pipe and solidify it inside the pipe without removing the conventional pipe.
However, in this process, it is difficult to completely fill the inside of the narrow buried pipe with fluidized soil, and there is a risk that some cavities may remain.
If this cavity remains inside the pipe, for example if the pipe body corrodes over the years and water intrudes into a part of the pipe, the soil above it will collapse and the paved road covering the surface will become large. There is a risk that a cave-in will occur. Since this depression only occurs in an instant, it may cause a serious accident on roads where vehicles frequently travel.
Incidentally, Patent Document 1 discloses a technique for filling a waste pipe with residual soil, but it relates to a method of filling residual soil using a vacuum truck.
本発明は、上記問題を解決しようとしてなされたもので、上記埋設されたパイプ内に流動土を流し込む際に、空洞のできないよう充分な流動性を与える一方で、その流動性が過剰となって逆に密な充填が阻害されることのないよう、より完全で且つ作業性に富んだ埋設パイプ内への流動土充填方法を提供しようとするものである。 The present invention was made in an attempt to solve the above problem, and while it provides sufficient fluidity to prevent the formation of cavities when pouring fluidized soil into the buried pipe, it also prevents the fluidity from becoming excessive. On the other hand, the present invention aims to provide a method for filling fluidized soil into buried pipes that is more complete and more workable so that dense filling is not hindered.
請求項１記載の埋設パイプの廃棄処理方法は、直径が４０ｍｍΦ～２００ｍｍΦとなる埋設パイプを対象とし、５ｍｍアンダーとした粒径の砂／土１００重量部に対し、５．３～１６．０重量部の消石灰と、５３．３～６５．７重量部の水分を加えて成り、そのフロー値を２００～４００ｍｍとし、硬化後の材齢２８日後の一軸圧縮の強さを０．５～２．０Ｎ／ｍｍ2 とした流動土を作製し、該流動土を、圧送ポンプの加圧のもとで、先端部から崩れることのない１０ｍ3/ｈ～４０ｍ3/ｈの速度でパイプ内に流し込んで充填することを特徴とする。
The method for disposing of buried pipes according to claim 1 is aimed at buried pipes having a diameter of 40 mm Φ to 200 mm Φ, and uses 5.3 to 16.0 parts by weight of sand/soil with a particle size of 5 mm or less. of slaked lime and 53.3 to 65.7 parts by weight of water, the flow value is 200 to 400 mm, and the unconfined compression strength after 28 days of hardening is 0.5 to 2. Prepare fluidized soil with a pressure of 0N/ mm2 , and pour the fluidized soil into the pipe at a speed of 10m3 /h to 40m3 /h without collapsing from the tip under pressure from a pressure pump. It is characterized by being filled with.
請求項２記載の埋設パイプの廃棄処理方法は、直径が４０ｍｍΦ～２００ｍｍΦとなる埋設パイプを対象とし、５ｍｍアンダーとした粒径の砂／土１００重量部に対し、４．８～１５．４重量部のセメントと、４２．１～６４．７重量部の水分を加えて成り、そのフロー値を２００～４００ｍｍとし、硬化後の材齢２８日後の一軸圧縮の強さを１．０～３．０Ｎ／ｍｍ2 とした流動土を作製し、該流動土を、圧送ポンプの加圧のもとで、先端部から崩れることのない１０ｍ3/ｈ～４０ｍ3/ｈの速度でパイプ内に流し込んで充填することを特徴とする。
The buried pipe disposal method according to claim 2 is aimed at buried pipes having a diameter of 40 mm Φ to 200 mm Φ, and uses 4.8 to 15.4 parts by weight for 100 parts by weight of sand/soil with a particle size of 5 mm or less. % cement and 42.1 to 64.7 parts by weight of water, the flow value is 200 to 400 mm, and the uniaxial compression strength after 28 days of hardening is 1.0 to 3. Prepare fluidized soil with a pressure of 0N/ mm2 , and pour the fluidized soil into the pipe at a speed of 10m3 /h to 40m3 /h without collapsing from the tip under pressure from a pressure pump. It is characterized by being filled with.
上記埋設パイプの廃棄処理方法は、砂／土に用いる砂を、コンクリート屑、陶器屑、レンガ屑、瓦屑のいずれかを含んだ再生砂としたことを特徴とする。
The method for disposing of buried pipes is characterized in that the sand used for the sand/soil is recycled sand containing any one of concrete scraps, pottery scraps , brick scraps, and tile scraps.
本発明埋設パイプの廃棄処理方法によれば、例えば、道路下に埋設されたパイプで、直径が４０ｍｍΦ～２００ｍｍΦとなるパイプに対し、５ｍｍアンダーとした砂／土１００重量部に対し、５．３～１６．０重量部の消石灰と、５３．３～６５．７重量部の水分を加えた流動土を、アジテータ車からの圧送ポンプの加圧下のもとで流入させる。
固化材にセメントを用いる場合には、同様の条件下で、４．８～１５．４重量部のセメントと、４２．１～６４．７重量部の水分を加えた流動土とする。
すると、上記配合割合にもとづく本発明に用いる流動土は、そのフロー値を２００～４００ｍｍとするので、充分な流動性を確保する。
従って、充分な流動性のある流動土は、パイプ内を移送される間にも、空洞をつくることがなく、確実に密な状態で充填される。
According to the buried pipe disposal method of the present invention, for example, for a pipe buried under a road with a diameter of 40 mm Φ to 200 mm Φ, 5.3 A fluidized soil containing ~16.0 parts by weight of slaked lime and 53.3 to 65.7 parts by weight of water is introduced under pressure from a pressure pump from an agitator car.
When cement is used as the solidifying material, fluidized soil is prepared by adding 4.8 to 15.4 parts by weight of cement and 42.1 to 64.7 parts by weight of water under the same conditions.
Then, the fluidized soil used in the present invention based on the above-mentioned mixing ratio has a flow value of 200 to 400 mm, thereby ensuring sufficient fluidity.
Therefore, fluidized soil with sufficient fluidity does not create cavities while being transferred through the pipe, and is reliably filled in a dense state.
一方、あまりに大きな流動性は、流動土がパイプ内を移送される際、土粒子相互の動きが過剰となり、先端部から一種の型崩れを起こし、それが内部にまで及んで密な充填を困難にしてしまう虞がある。
しかし、上記配合割合にもとづく本発明に用いる流動土によれば、過剰な流動性を避けて、一定の粘性を保ち、且つ、それが圧送ポンプの加圧のもとで、直径が４０ｍｍΦ～２００ｍｍΦとなるパイプ内を、１０ｍ3/ｈ～４０ｍ3/ｈの速度で移送されるから、一定の形を保った動きとなり、先端部からの崩れが防止され、密な充填が可能となる。
従って、上記空洞のない密度を保った流動土が全体的に形の崩れを起こすことなく、安定な状態でパイプ内を移動し、より完全な充填が促される。
On the other hand, if the fluidity is too high, when the fluidized soil is transferred through the pipe, the mutual movement of the soil particles will be excessive, causing a kind of loss of shape from the tip, which will extend to the inside, making it difficult to fill the soil densely. There is a risk that you may end up
However, the fluidized soil used in the present invention based on the above-mentioned mixing ratio avoids excessive fluidity, maintains a constant viscosity, and has a diameter of 40 mm Φ to 200 mm Φ under the pressure of a pressure pump. Since the material is transferred through the pipe at a speed of 10 m 3 /h to 40 m 3 /h, it moves in a constant shape, prevents collapse from the tip, and allows dense filling.
Therefore, the fluidized soil, which has no voids and maintains its density, moves inside the pipe in a stable state without causing the entire shape to collapse, thereby promoting more complete filling.
その際、アジテータ車からのポンプ圧送によれば、自動的で且つバラツキのない状態での充填が可能となる。 At this time, by pumping pressure from the agitator car, filling can be done automatically and without variation.
充填作業が終了したら、そのまま消石灰またはセメントによる硬化が自動的に進行し、材齢２８日後の一軸圧縮強さが少なくとも０．５Ｎ／ｍｍ2 以上（セメントでは１．０Ｎ／ｍｍ2 以上）を維持するものとなるので、例えば１０トン車程度の車両の走行があっても、何らの影響を受けない。
この間、すべてが道路下のパイプ内で作業が完了するから、道路上側には何らの影響を与えることがなく、道路の一時閉鎖や、交通制限等を行う必要もない。
Once the filling work is completed, hardening with slaked lime or cement will proceed automatically, and the unconfined compressive strength after 28 days will maintain at least 0.5 N/mm 2 or more (1.0 N/mm 2 or more for cement). Therefore, even if a vehicle of about 10 tons, for example, is running, there will be no influence.
During this time, all work will be completed within the pipes under the road, so there will be no impact on the upper side of the road, and there will be no need to temporarily close the road or restrict traffic.
廃棄処理工事を完了させた後、一定年月を経て、再度の掘り起こし等が求められた場合には、硬化後の一軸圧縮の強さを３．０Ｎ／ｍｍ2 以下（消石灰では２．０Ｎ／ｍｍ2 以下）としたから、バックホーで取り壊すことができる程度の過剰な強度を残さないものとなる。 If re-excavation is required after a certain period of time has passed after the disposal work has been completed, the strength of uniaxial compression after hardening should be 3.0N/ mm2 or less (2.0N/mm2 for slaked lime). mm 2 or less), so it does not have excessive strength to the extent that it can be demolished with a backhoe.
用いる土砂に、コンクリート屑、陶器屑、レンガ屑、瓦屑のいずれかを含んだ再生砂を用いれば、廃棄物となった土砂を資源として有効に活用することができる。
If recycled sand containing any of concrete scraps, pottery scraps , brick scraps, and tile scraps is used as the earth and sand, the earth and sand that has become waste can be effectively utilized as a resource.
本発明埋設パイプの廃棄処理方法は、例えば、水道管、ガス管、電気配管等の土中に埋設されたパイプであって、それが一定年月を経て、廃棄管として処分されるものに対しての処理を目的とするものである。
そのなかにあって、本発明の対象とするのは、直径が４０ｍｍΦ～２００ｍｍΦとなる埋設パイプであるが、その理由は後述する流動性と充填性との均衡を保つべき関係による。
The buried pipe disposal method of the present invention is applicable to pipes buried underground, such as water pipes, gas pipes, and electric pipes, which are disposed of as waste pipes after a certain period of time. It is intended for the processing of
Among these, the object of the present invention is a buried pipe having a diameter of 40 mmΦ to 200 mmΦ, and the reason for this is due to the relationship that should be maintained between fluidity and filling performance, which will be described later.
本発明に用いる流動土の砂には、瓦礫類を砕いたコンクリート屑、陶器屑、レンガ屑、瓦屑等を含んだ再生砂を利用することができる。
又、その建設現場で、穴、溝等を掘ったときに発生した残土を用いることもできる。
この土砂のうち５ｍｍアンダーとした粒径の土砂を選ぶ。５ｍｍアンダーとするのは、想定する埋設パイプ内を、一定のポンプ圧力の下で流動可能とするためである。
As the sand for the fluidized soil used in the present invention, recycled sand containing concrete scraps obtained by crushing rubble, ceramic scraps , brick scraps, tile scraps, etc. can be used.
Further, it is also possible to use the remaining soil generated when holes, trenches, etc. are dug at the construction site.
Among these earth and sand, choose earth and sand with a particle size of 5 mm or less. The reason why it is under 5 mm is to enable flow under a constant pump pressure in the assumed buried pipe.
次に、本発明に用いる流動土の固化材には、消石灰又はセメントを利用する。
消石灰は、化学式Ｃａ（ＯＨ）2で示される二酸化カルシウムの粉のものをいい、上記土砂に水と共に混合させて流動性を保つものである。
施工後には、空気中の二酸化炭素との反応で硬化し、炭酸カルシウムの固化物となる。
そして、その配合割合を５．３～１６．０重量部とするが、それはカルシウム結合による一定の硬度を発揮する一方で、水和物ほどの強い結合ではなく、その硬化後の強度は一定範囲に抑えられるものとするためである。
Next, slaked lime or cement is used as a solidifying agent for the fluidized soil used in the present invention.
Slaked lime is powdered calcium dioxide having the chemical formula Ca(OH) 2 and is mixed with water to maintain fluidity.
After construction, it hardens by reaction with carbon dioxide in the air, becoming a solidified product of calcium carbonate.
The blending ratio is 5.3 to 16.0 parts by weight, but while it exhibits a certain hardness due to calcium binding, it does not have as strong a bond as hydrate, and its strength after curing is within a certain range. This is to ensure that it can be suppressed to
上記土砂及び消石灰の混合物に水分を加えて撹拌するものとし、その水分割合を、土砂１００重量部に対し５３．３～６５．７重量部とするが、この５３．３～６５．７重量部としたのは、流動性を配慮したものであり、５３．０重量部以下では水分割合が低くて粘性が高く、６５．７重量部以上では過剰な流動性となるからである。 Water is added to the above mixture of earth and sand and slaked lime and stirred, and the water ratio is 53.3 to 65.7 parts by weight per 100 parts by weight of earth and sand. The reason for this is to take fluidity into consideration, and if it is less than 53.0 parts by weight, the water content will be low and the viscosity will be high, and if it is more than 65.7 parts by weight, it will have excessive fluidity.
上記の如く、１０ｍｍアンダーとした砂／土１００重量部に対し、５．３～１６．０重量部の消石灰と、５３．３～６５．７重量部の水分を加えてなる流動土は、そのフロー値を２００～４００ｍｍとし、硬化後の材齢２８日後の一軸圧縮の強さを０．５～２．０Ｎ／ｍｍ2 とする。 As mentioned above, the fluidized soil made by adding 5.3 to 16.0 parts by weight of slaked lime and 53.3 to 65.7 parts by weight of water to 100 parts by weight of sand/soil under 10 mm is The flow value is 200 to 400 mm, and the uniaxial compression strength after 28 days of hardening is 0.5 to 2.0 N/mm 2 .
又、本発明に用いる流動土の固化材には、セメントを利用することもできる。
５ｍｍアンダーとした砂／土１００重量部に対し、４．８～１５．４重量部のセメントと、４２．１～６４．７重量部の水分を加えて成り、そのフロー値を２００～４００ｍｍとし、硬化後の材齢２８日後の一軸圧縮の強さを１．０～３．０Ｎ／ｍｍ2 とする。
セメントは、ケイ酸カルシウム、アルミン酸カルシウム、石膏等の粉状の混合物をいい、上記土砂に水と共に混合させて流動性を保つものである。
施工後には、水分との反応で硬化し、水酸化カルシウム等の水和化合物を形成して固化物となる。
そして、その配合割合を４．８～１５．４重量部とするが、それは水酸化カルシウム等の水和生成物は比較的強い結合性を発揮することから、その配合割合を少なめに抑えて、後述する所定範囲でフロー値及び一軸圧縮強度が発揮できるようにするためである。
上記土砂及びセメントの混合物に水分を加えて撹拌するものとし、その水分割合を、土砂１００重量部に対し４２．１～６４．７重量部とする。
この４２．１～６４．７重量部としたのは、流動性を配慮したものであり、４２．１重量部以下では水分割合が低くて粘性が高く、６４．７重量部以上では過剰な流動性となるからである。
上記の如く、本発明に用いる流動土を、１０ｍｍアンダーとした砂／土１００重量部に対し、４．８～１５．４重量部のセメントと、４２．１～６４．７重量部の水分を加えて成るものとしたとき、そのフロー値を２００～４００ｍｍとし、硬化後の材齢２８日後の一軸圧縮の強さを１．０～３．０Ｎ／ｍｍ2 とする。
Furthermore, cement can also be used as a solidifying agent for the fluidized soil used in the present invention.
It is made by adding 4.8 to 15.4 parts by weight of cement and 42.1 to 64.7 parts by weight of water to 100 parts by weight of sand/soil with a flow value of 200 to 400 mm. , the uniaxial compression strength after 28 days of hardening is 1.0 to 3.0 N/mm 2 .
Cement is a powdered mixture of calcium silicate, calcium aluminate, gypsum, etc., and is mixed with water to maintain fluidity.
After construction, it hardens by reacting with moisture, forming hydrated compounds such as calcium hydroxide, and becoming a solidified product.
The blending ratio is set at 4.8 to 15.4 parts by weight, but since hydration products such as calcium hydroxide exhibit relatively strong binding properties, the blending ratio is kept low. This is to enable the flow value and unconfined compressive strength to be exhibited within a predetermined range, which will be described later.
Water is added to the mixture of earth and sand and cement and stirred, and the water ratio is 42.1 to 64.7 parts by weight per 100 parts by weight of earth and sand.
The range of 42.1 to 64.7 parts by weight was chosen in consideration of fluidity; below 42.1 parts by weight, the moisture content is low and the viscosity is high, while above 64.7 parts by weight, excessive fluidity may result. This is because it becomes a matter of gender.
As mentioned above, the fluidized soil used in the present invention contains 4.8 to 15.4 parts by weight of cement and 42.1 to 64.7 parts by weight of water to 100 parts by weight of sand/soil made under 10 mm. When the material is added, the flow value is 200 to 400 mm, and the uniaxial compression strength after 28 days of hardening is 1.0 to 3.0 N/mm 2 .
上記フロー値を２００ｍｍ以上とするのは、パイプ内に空洞をつくらせないためである。
空洞は、土砂の粘度が高く、粒子相互の移動性が悪い場合に、混入した空気のたまり場ができることで起きやすくなる。
そこで該流動土は、上記直径が４０ｍｍΦ～２００ｍｍΦとした埋設パイプ内を圧送ポンプで移送される条件下で、２００ｍｍ以上のフロー値とする。
充分な流動性を保たせることで、土砂相互の移動性を確保し、空気のたまり場となる空洞をつくらせない為である。
The reason why the flow value is set to 200 mm or more is to prevent the formation of cavities within the pipe.
Cavities are more likely to occur when the viscosity of the soil is high and the mutual mobility of particles is poor, creating a place where trapped air can accumulate.
Therefore, the fluidized soil has a flow value of 200 mm or more under the condition that it is transferred by a pressure pump through the buried pipe having a diameter of 40 mm Φ to 200 mm Φ.
By maintaining sufficient fluidity, mutual mobility of earth and sand is ensured, and cavities where air accumulates are not created.
一方、流動土の流動性が過剰となると、パイプ内に送り込まれた流動土の移送の先端部で、一方が解放された端部となることから、一定の形を保つべき支持力を失い、より先へと流れ出してしまう現象（以下、これを型崩れという）が起こり易い。
そこで、本発明に用いる流動土はそのフロー値を４００ｍｍ以下の流動性を一定の値以下に抑えるものとし、且つ、その流し込みの際の圧送ポンプの加圧のもとでの移動の速度を、１０ｍ3/ｈ～４０ｍ3/ｈの範囲とする。
On the other hand, if the fluidity of the fluidized soil becomes excessive, one end becomes open at the tip of the fluidized soil sent into the pipe, and the supporting force needed to maintain a certain shape is lost. A phenomenon in which the material flows further forward (hereinafter referred to as "shape loss") is likely to occur.
Therefore, the fluidized soil used in the present invention should have a flow value of 400 mm or less and its fluidity should be kept below a certain value, and the speed of movement under the pressure of the pressure pump during pouring should be: The range is 10m 3 /h to 40m 3 /h.
上記流動土をパイプ内で移送させるには、圧送ポンプ等による加圧が必要で、その圧力の下で、１０ｍ3/ｈ～４０ｍ3/ｈのした速度でパイプ内を移動させる。
すると、空気溜まりのできにくい流動性と一定の形を保った状態でパイプ内を移動するものとなり、目的とする密な状態での充填か促される。
即ち、フロー値２００ｍｍ～４００ｍｍにある流動土はパイプ内に空洞をつくらせない流動性を備える一方で、そのままでは上記型崩れの虞があるところ、これを圧送ポンプの加圧のもとで１０ｍ3/ｈ～４０ｍ3/ｈの速度で移動させると、型崩れを起こす一歩手前で相が押し出され、その押し出された相は背後からの圧力で型崩れを防止できる状態を維持するものとなり、これが移動とともに連続的に繰り返されて、遂にはパイプ内全体に密な充填が完了するものとなる。
In order to transfer the fluidized soil within the pipe, it is necessary to apply pressure using a pressure pump or the like, and under this pressure, the fluidized soil is moved within the pipe at a speed of 10 m 3 /h to 40 m 3 /h.
This allows the material to move through the pipe while maintaining its fluidity and constant shape, which prevents the formation of air pockets, thereby facilitating the desired dense filling.
In other words, while fluidized soil with a flow value of 200 mm to 400 mm has fluidity that does not create cavities in the pipe, there is a risk of it losing its shape if left as is, but it is When moving at a speed of 3 /h to 40m 3 /h, the phase is pushed out one step before it loses its shape, and the extruded phase maintains a state that can prevent it from losing its shape by applying pressure from behind. This is continuously repeated as the pipe moves, and the entire pipe is finally filled densely.
このとき、上記の如く、本発明の対象を直径が４０ｍｍΦ～２００ｍｍΦとなる埋設パイプとしたのは、本発明に用いる流動土が１０ｍ3/ｈ～４０ｍ3/ｈの速度で移動できる条件は、パイプ直径が４０ｍｍΦ～２００ｍｍΦの範囲が適合したものとなるからである。
２００ｍｍΦ以上では口径が大きすぎて型崩れが起こり易く、４０ｍｍΦ以下ではポンプへの負荷が過大となる。
At this time, as mentioned above, the reason why the object of the present invention is a buried pipe with a diameter of 40 mm Φ to 200 mm Φ is that the conditions under which the fluidized soil used in the present invention can move at a speed of 10 m 3 /h to 40 m 3 /h are as follows. This is because a pipe diameter range of 40 mmΦ to 200 mmΦ is suitable.
If the diameter is 200 mm or more, the diameter will be too large and the shape will easily collapse, and if the diameter is 40 mm or less, the load on the pump will be excessive.
上記施工を例えば、図１に示す如く、道路下を横切るように埋設されたパイプを対象として行う場合には、予めその道路の投入側となる一端部と、終端となる他端部のパイプ端を開放状態にしておく。そして、流動土作製プラントからアジテータ車を走らせて現場に到着したら、該アジテータ車の圧送ポンプを稼働させて、誘導ホースから流動土を圧送し、投入側の端部から流出側の端部へ向けて、密なる充填を行う。 For example, when performing the above construction on a pipe buried so as to cross under a road as shown in Figure 1 , one end of the pipe that will be the entry side of the road and the other end that will be the end of the road are prepared in advance. Leave it open. Then, when an agitator vehicle arrives at the site by running an agitator vehicle from the fluidized soil preparation plant, the pressure pump of the agitator vehicle is operated to force fluidized soil through the induction hose and direct it from the input end to the outflow end. to perform dense filling.
さて、上記充填が終了し、埋設工事を完了させた後、一定年月を経て、舗装のやり直しや道路変更等で再度の掘り起こし等が求められる場合がある。そこで、本発明に用いる流動土は、硬化後の一軸圧縮の強さを３．０Ｎ／ｍｍ2 以下とする。
バックホーで取り壊すことができる程度の硬さとなり、上記掘り起こしを求められても、これに対応が可能となる。
Now, after the above-mentioned filling is completed and the burial work is completed, after a certain period of time, it may be necessary to excavate again due to resurfacing, road changes, etc. Therefore, the fluidized soil used in the present invention has a uniaxial compression strength of 3.0 N/mm 2 or less after hardening.
It is hard enough to be demolished with a backhoe, and even if the above-mentioned digging is required, it can be done.
本発明は、主に水道管、ガス管、電気配管等に適用されるが、これに限らず、条件を満たすなら地下に埋設されたパイプの廃棄処理に広く適用が可能である。 The present invention is mainly applied to water pipes, gas pipes, electrical pipes, etc., but is not limited thereto, and can be widely applied to disposal of pipes buried underground if conditions are met.
Claims (2)
砂／土に用いる砂を、コンクリート屑、陶器屑、ガラス屑、レンガ屑、瓦屑のいずれかを含んだ再生砂として、
５ｍｍアンダーとした粒径の砂／土１００重量部に対し、５．３～１６．０重量部の消石灰と、５３．３～６５．７重量部の水分を加えて成り、そのフロー値を２００～４００ｍｍとし、硬化後の材齢２８日後の一軸圧縮の強さを０．５～２．０Ｎ／ｍｍ2 とした流動土を作製し、
該流動土を、圧送ポンプの加圧のもとで、先端部から崩れることのない１０ｍ3/ｈ～４０ｍ3/ｈの速度でパイプ内に流し込んで充填する、
ことを特徴とする埋設パイプの廃棄処理方法。 Targeting buried pipes with a diameter of 40mmΦ to 200mmΦ,
The sand used for sand/soil is recycled sand containing any of concrete scraps, pottery scraps, glass scraps, brick scraps, and tile scraps .
5.3 to 16.0 parts by weight of slaked lime and 53.3 to 65.7 parts by weight of water are added to 100 parts by weight of sand/soil with a particle size under 5 mm, and the flow value is increased to 200 parts by weight. ~400mm, and the strength of uniaxial compression after 28 days after hardening was 0.5~2.0N/ mm2 ,
Filling the pipe by pouring the fluidized soil under pressure from a pressure pump at a speed of 10 m 3 /h to 40 m 3 /h without collapsing from the tip.
A method for disposing of buried pipes, characterized by:
砂／土に用いる砂を、コンクリート屑、陶器屑、ガラス屑、レンガ屑、瓦屑のいずれかを含んだ再生砂として、
５ｍｍアンダーとした粒径の砂／土１００重量部に対し、４．８～１５．４重量部のセメントと、４２．１～６４．７重量部の水分を加えて成り、そのフロー値を２００～４００ｍｍとし、硬化後の材齢２８日後の一軸圧縮の強さを１．０～３．０Ｎ／ｍｍ2 とした流動土を作製し、
該流動土を、圧送ポンプの加圧のもとで、先端部から崩れることのない１０ｍ3/ｈ～４０ｍ3/ｈの速度でパイプ内に流し込んで充填する、
ことを特徴とする埋設パイプの廃棄処理方法。 Targeting buried pipes with a diameter of 40mmΦ to 200mmΦ,
The sand used for sand/soil is recycled sand containing any of concrete scraps, pottery scraps, glass scraps, brick scraps, and tile scraps .
4.8 to 15.4 parts by weight of cement and 42.1 to 64.7 parts by weight of water are added to 100 parts by weight of sand/soil with a particle size under 5 mm, and the flow value is increased to 200 parts by weight. ~400mm, and the strength of uniaxial compression after 28 days after hardening was 1.0~3.0N/ mm2 ,
Filling the pipe by pouring the fluidized soil under pressure from a pressure pump at a speed of 10 m 3 /h to 40 m 3 /h without collapsing from the tip.
A method for disposing of buried pipes, characterized by:
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