WO2003048457A1 - Procede de realisation de couche de stabilisation employee dans le genie civil, et materiau de stabilisation utilise dans le genie civil - Google Patents

Procede de realisation de couche de stabilisation employee dans le genie civil, et materiau de stabilisation utilise dans le genie civil Download PDF

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Publication number
WO2003048457A1
WO2003048457A1 PCT/JP2002/012566 JP0212566W WO03048457A1 WO 2003048457 A1 WO2003048457 A1 WO 2003048457A1 JP 0212566 W JP0212566 W JP 0212566W WO 03048457 A1 WO03048457 A1 WO 03048457A1
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WO
WIPO (PCT)
Prior art keywords
ash
roadbed
civil engineering
foundation
bedding
Prior art date
Application number
PCT/JP2002/012566
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English (en)
Japanese (ja)
Inventor
Takeshi Nakagawa
Original Assignee
A Joint-Stock Corporation Kawashima Industry
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by A Joint-Stock Corporation Kawashima Industry filed Critical A Joint-Stock Corporation Kawashima Industry
Priority to AU2002349659A priority Critical patent/AU2002349659A1/en
Publication of WO2003048457A1 publication Critical patent/WO2003048457A1/fr

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
    • E01C21/00—Apparatus or processes for surface soil stabilisation for road building or like purposes, e.g. mixing local aggregate with binder
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02F—DREDGING; SOIL-SHIFTING
    • E02F5/00—Dredgers or soil-shifting machines for special purposes
    • E02F5/22—Dredgers or soil-shifting machines for special purposes for making embankments; for back-filling
    • E02F5/223—Dredgers or soil-shifting machines for special purposes for making embankments; for back-filling for back-filling

Definitions

  • the present invention relates to a construction method of a civil engineering foundation layer and a foundation material for civil engineering work.
  • Garbage discharged from households is generally incinerated at garbage incineration sites of local governments. And the incineration ash generated by this incineration is landfilled at a landfill.
  • the compaction during construction is not sufficient, the gap between the coarse aggregates will be large on roads where large vehicles and other vehicles pass frequently, and the roadbed will not be stable. There is a problem in that the road surface is settled, making it easier to make ruts and increasing the frequency of repairs.
  • the present invention can effectively solve the problem of landfill disposal by using ash generated in various places, and can obtain a stable underlayer excellent in strength and stable.
  • the purpose of this method is to provide a base material for civil engineering work. Disclosure of the invention
  • the timing of adding the ash to the other civil engineering foundation material may be such that the ash is added to the aggregate or the like in advance at a factory or the like or may be added immediately before the construction. I do not care.
  • the foundation material for civil engineering work means a material disposed below a surface material of a civil engineering structure, and includes, for example, a roadbed material, a retaining wall, and the like that form a roadbed that is a foundation of a pavement road.
  • backfill materials provided on the back, and backfill materials (also referred to as “roll-up materials J” or “cushion materials”) that are provided around the pipes when backfilling the pipes during construction of excavated pipes.
  • this civil engineering construction base material when used as a roadbed material, for example, the lower roadbed of asphalt pavement, the roadbed of concrete pavement, the roadbed of parking lot, the roadbed of ground, and the upper roadbed of asphalt pavement can be formed. Although it can be used, it is particularly suitably used for forming the upper subgrade.
  • cement can be used to form a water-resistant, drainage pavement base.
  • the ash contains 15% by weight or more of calcium oxide, and it is preferable that the ash contains 20% by weight or more. The effect of calcium oxide increases the strength of the underlayer formed by this underlayer over time, but if the content of calcium oxide is less than 15% by weight, the effect becomes insufficient. is there.
  • the ash is not particularly limited as long as it contains 15% by weight or more of calcium oxide, as described above.
  • the method described in Japanese Patent Application Laid-Open No. 2001-132930 It is preferable to use ash that has been detoxified by decomposing or removing dioxins and heavy metals, etc. (hereinafter referred to as “roasting furnace ash”).
  • the particle size of the ash is appropriately determined depending on the use of the foundation material for civil engineering work.
  • a minimum particle size product when used as an upper roadbed or a lower roadbed such as asphalt pavement, a minimum particle size product, a medium / small particle size product, and a medium particle size It is preferable to mix the large particle size product and the maximum particle size product at substantially the same ratio.
  • a roadbed of permeable pavement When using. It is preferable to mix the medium-grained product and the large-grained product in the same amount, and to mix cement.
  • a mixture of a lump of 0.6 mm or more (preferably 0.6 mm or more and 2 mm or less) and sand is suitably used. That is, if the ash has a particle size of less than 0.6 mm, the cushioning property required as a backfill material may not be able to be secured.
  • the mixing ratio of ash and sand is not particularly limited, but is preferably about 3: 1 to 1: 3.
  • additives such as lightweight aggregate and cement may be added depending on the use. For example, if cement is added, a water-resistant roadbed used for permeable pavement can be formed.
  • coarse aggregates have a particle size of 3 mm or more and 40 mm or less, preferably 5 mm or more and 15 mm or less, and fine aggregates have a particle size of less than 3 mm, preferably 0. It means the thing of 1 mm or more and 2 mm or less.
  • Coarse aggregates and fine aggregates are not particularly limited.
  • coarse aggregates include gravel, crushed concrete, crushed asphalt, recycled products such as recycled crushers, and melted slag.
  • fine aggregate include sand, molten slag, etc.Crushed stones composed of a mixture of large aggregates of coarse aggregate and fine aggregates of fine aggregate may be used. When used, it is preferable to use gravel as coarse aggregate and sand and Z or slag as fine aggregate.
  • the mixing ratio of ash, coarse aggregate and fine aggregate is 1.0-2.5: 0.5-1.5: 0.3-1.3. It is preferably blended at a ratio of 0, 1.5 to 2.5: 0.75 to: L. 25: 0.3 to 0.7, more preferably, 2.0 to 1.0: 0.5 is even more preferred.
  • the construction method of the civil engineering foundation layer of the present invention uses ash that has been conventionally landfilled. Landfill disposal is not required. Further, the ash adheres to the surface of another underlayer forming material, and this ash solidifies with time, so that a strong underlayer can be formed. It seems that ash, coarse aggregate and fine aggregate are blended in a volume ratio of 1.0 to 2.5: 0.75 to 1.5: 0.3 to 1.0. In this case, the ash will be moistened by water and will not be scattered by wind or the like.
  • the ground material for civil engineering work of the present invention uses ash that has been conventionally disposed of in landfill, landfill disposal is not required. Also, the ash solidifies over time, and a strong underlayer can be formed.
  • ash when compacted, it is preferable to include ash, coarse aggregate, and fine aggregate so that the particles can be finely packed with each other.
  • the calcium oxide contained in the ash becomes bonded with time, and when used as a roadbed material, the roadbed strength is improved over time and a stronger roadbed is formed.
  • the foundation material for civil engineering work of the present invention contains water in advance so as to be hardly scattered by wind or the like.
  • FIG. 1 is an explanatory view illustrating one embodiment of a method of manufacturing a roadbed material which is an example of the foundation material for civil engineering according to the present invention
  • FIG. 2 is a diagram illustrating the foundation for civil engineering according to the present invention
  • FIG. 6 is a cross-sectional view illustrating a method of applying a backfill material as another example of the material.
  • a roadbed material 1 as a foundation material for civil engineering work includes a ash 2 containing calcium oxide (lime) such as a roasting furnace ash, and a coarse aggregate 3
  • the fine aggregates 4 such as molten slag and sand have a volume ratio of 1.5-2.5: 0.75-1.5.25: 0.3-0.7. It can be obtained by supplying the mixture to the mixer 5, mixing uniformly in the mixer 5, and adding 5 to 7% by weight of water 6.
  • the roadbed material 1 can be formed by laying the roadbed material in a roadbed forming portion and compacting the compacted material using a compacting device such as a roller, a vibration compactor, a rammer, or the like.
  • the roadbed material 1 is configured as described above, it has the following excellent effects.
  • the roadbed obtained by using the roadbed material 1 includes the ash 2, the coarse aggregate 3, and the fine aggregate 4, so that when compacted, the particles are finely packed with each other. Therefore, a solid roadbed can be obtained.
  • the compaction causes the calcium oxides contained in the ash to be in a state of being bonded to each other, which makes the ash stronger.
  • it since it is solidified only by compaction and not mortar, it is possible to easily excavate the roadbed when repairing road surfaces. In addition, it can be reused as roadbed material.
  • the backfill material 7 as a foundation for civil engineering work according to the present invention has a volume ratio of lump of ash having a particle size of 0.6 mm or more and sand having an average particle size of 1: 1. After filling the area around the pipe 9 laid in the excavation groove 8 formed by excavating the ground G, compacting it, and gravel (not shown) on the top of the backfill material 7, After putting the soil and compacting it, asphalt pavement is applied.
  • the backfill material 7 contains massive ash with a particle size of 0.6 mm or more, the ash is crushed during compaction and piping 9 is densified without damaging it. Then, the backfill material 7 solidifies with time due to the action of the ash, and the pipe 9 is tightly protected. That is, it is possible to more reliably prevent the pipe 9 from being damaged by the load applied on the road as compared with the conventional backfill material made of only sand.
  • the present invention is not limited to the above embodiment.
  • the ash and the other material for forming the underlayer such as the aggregate are mixed in advance, but may be mixed at the construction site.
  • the roasting furnace ash, gravel (particle diameter: 3 mm to 12 mm), and slag (particle diameter: 2 mm or less) are mixed in a volume ratio of 2%.
  • 0: 1.0: 0.5 was mixed by stirring to obtain a roadbed material A as a base material for civil engineering work.
  • the components of the roasting furnace ash were as shown in Table 1 below.
  • Subbase material B was obtained as a base material for civil engineering work in the same manner as in Example 1, except that sand (particle size: 2 mm or less) was used instead of slag.
  • Example 1 After sprinkling water on the upper subgrade, 1 ton, 2 tons and 3 tons of load were applied to the upper subgrade 15 hours later to measure the amount of settlement, and the ground reaction force coefficient was determined from the results. .
  • Example 2 After water sprinkling on the upper subgrade, a load of 1 ton, 2 tons and 3 tons was applied to the upper subgrade 15 hours later, and the amount of settlement was measured, and the ground reaction coefficient was calculated from the results.
  • a load of 1 ton, 2 tons and 3 tons was applied to the upper subgrade 15 hours later, and the amount of settlement was measured, and the ground reaction coefficient was calculated from the results.
  • the upper subgrade was formed in the same manner as in Example 1, except that the roadbed material A was compacted with a 4 ton roller instead of the vibration compactor. Immediately after that, 1 ton, 2 ton and 3 ton were loaded on the upper subgrade. The amount of settlement was measured by applying a load to the ground, and the ground reaction force coefficient was determined from the results.
  • An upper subgrade was formed in the same manner as in Example 2 except that the subbase material B was compacted with a 4 ton roller in place of the vibration compactor. Immediately after that, 1 ton, 2 tons, and 3 tons were loaded on the upper subbase. The amount of settlement was measured by applying a load to the ground, and the ground reaction force coefficient was determined from the results.
  • An upper roadbed was formed in the same manner as in Example 1 except that the roadbed material A was compacted with a 4 ton roller instead of the vibration compactor. Loads of 1 ton, 2 tons, and 3 tons were applied to the board, and the settlement was measured.
  • An upper roadbed was formed in the same manner as in Example 2 except that the roadbed material B was compacted with a 4 ton roller in place of the vibration compactor, and 1 ton, 2 tons, and 3 tons were placed on the upper roadbed 15 hours later.
  • the subsidence amount was measured by applying the load on the ground, and the ground reaction force coefficient was determined from the results.
  • An upper subgrade was formed in the same manner as in Example 1 except that the subbase material A was compacted with a 4 ton roller instead of the vibration compactor, and water was sprayed on the upper subbase, and after 15 hours, the upper subbase was replaced on the upper subbase.
  • the subsidence amount was measured by applying a loading load of 1 ton, 2 tons, and 3 tons, and the ground reaction force coefficient was obtained from the results.
  • the upper subgrade was formed in the same manner as in Example 2 except that the subbase material B was compacted with a 4 ton roller instead of the vibration compactor, and water was sprayed on the upper subbase, and after 15 hours, the upper subbase was replaced on the upper subbase.
  • the subsidence amount was measured by applying a loading load of 1 ton, 2 tons, and 3 tons, and the ground reaction force coefficient was obtained from the results.
  • An upper subgrade was formed in the same manner as in Example 1 except that the subgrade material A was compacted with a 10 ton roller in place of the vibration compactor, and immediately thereafter, 1 ton, 2 tons, and 3 tons on the upper subgrade.
  • the subsidence amount was measured by applying the loading load of, and the ground reaction force coefficient was calculated from the results.
  • An upper subbase was formed in the same manner as in Example 2 except that the subbase material B was compacted with a 10 ton roller in place of the vibration compactor. Immediately thereafter, 1 ton, 2 tons, and 3 tons were placed on the upper subbase. The subsidence amount was measured by applying the loading load of, and the ground reaction force coefficient was calculated from the results.
  • An upper roadbed was formed in the same manner as in Example 2 except that the roadbed material B was compacted with a 10-ton roller instead of the vibration compactor, and 1 ton, 2 tons, and 3 tons were placed on the upper roadbed 15 hours later.
  • the subsidence amount was measured by applying the load of the loading board, and the ground reaction force coefficient was calculated from the results.
  • An upper subbase was formed in the same manner as in Example 1 except that the subbase material A was compacted with a 10-ton roller in place of the vibration compactor, and water was sprayed on the upper subbase, and after 15 hours, the upper subbase was put on the upper subbase. The loadings of 1 ton, 2 tons and 3 tons were applied, and the amount of settlement was measured, and the ground reaction coefficient was calculated from the results.
  • An upper subgrade was formed in the same manner as in Example 2 except that the subbase material B was compacted with a 10-ton roller in place of the vibration compactor, and water was sprayed on the upper subbase, and after 15 hours, the upper subbase was replaced on the upper subbase.
  • the loadings of 1 ton, 2 tons and 3 tons were applied, and the amount of settlement was measured, and the ground reaction coefficient was calculated from the results.
  • An upper subgrade was formed in the same manner as in Example 5 except that granulated crushed stone (M-30) was used in place of subbase material A. Immediately after formation, 1 ton, 2 ton, and 3 ton were placed on the upper subgrade. The subsidence amount was measured by applying the load on the ground, and the ground reaction force coefficient was calculated from the results.
  • M-30 granulated crushed stone
  • Table 2 shows the settlement amount and ground reaction coefficient obtained in Examples 1 to 16 and Comparative Examples 1 and 2.
  • Table 2 clearly shows that the use of the roadbed material of the present invention can provide a strong roadbed required as the upper layer roadbed for the flat plate loading test, regardless of the type of compacting equipment. It is also clear that sprinkling water after forming the roadbed and leaving it for 15 hours increases the strength.
  • the amount of ground subsidence for calculating the ground reaction coefficient is 1.2 mm for concrete paved roads, railways and airport runways, and asphalt paved roads. Is 2.5 mm and the tank base is 5. Omm.
  • this provision subsidence in 3 t of the load intensity to your Keru subgrade reaction coefficient K 3 0 (kgf / cm 3 ), concrete paved roads, railways, ground reaction force coefficient airport runway 3 4. 0 kgf / cm 3 or more, and asphalt paved road 1 7. Okgf / cm 3 or more.
  • the roadbed is effective not only for asphalt pavement but also for concrete paved roads, railways, and airport runways. It can be clearly seen that a can be formed.
  • the roadbed material is ash and 3 mn! Higher strength roadbed can be formed if coarse and fine aggregates with a particle size of about 10 mm are mixed in a ratio of ash: gravel: sand of 2.0: 1.0: 0.5. I understand.
  • the roadbed material B was mixed with cement so as to be 100 kg / m 3 to obtain a roadbed material F.
  • the ash containing 15% by weight or more of calcium oxide is added to the underlayer forming material, the ash solidifies with time, It acts as a linking material for other underlayer forming materials such as aggregate, and can form a stable and strong underlayer.
  • the ash will not be scattered by wind and the like, and the work environment at the construction site can be maintained well. Further, the ash can be densely filled to form a stronger underlayer.
  • the foundation material for civil engineering work Since ash such as incinerated ash is included in the components, ash can be recycled, eliminating the need for conventional ash landfill sites and reducing ash disposal costs. it can. In addition, the use of conventional base materials can be reduced, and material costs are also reduced. Moreover, since the ash contains 15% by weight or more of calcium oxide, a strong underlayer can be formed with time only by laying in a predetermined portion and compacting it. In addition, since mortar is not used, excavation can be easily performed at the time of repair, etc., and reuse is also possible. Furthermore, unlike conventional concrete, it does not solidify when the construction time is long, nor does it harden as cold as asphalt. Therefore, a strong underlayer can be easily obtained without being restricted by time.
  • Ash, coarse aggregate, and fine aggregate are blended in a volume ratio of 1.0 to 2.5: 0.75 to 1.5: 0.3 to 1.0. In this way, a strong roadbed can be obtained by using it as a roadbed material. If gravel is used as coarse aggregate and sand and / or molten slag is used as fine aggregate, pipes can be more strongly protected than conventional sand, etc. by using as backfill material.
  • Example 1 ⁇ 0.00 0.20 0.60 0.95 44.7 ⁇ 2 0.00 0.25 0.70 1.00 42.4
  • Example 3 0.00 0.15 0.65 1.05 40.4 Actual ⁇ ⁇ ⁇ ⁇ Example ta ⁇ A

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Architecture (AREA)
  • Mechanical Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Road Paving Structures (AREA)
  • Railway Tracks (AREA)

Abstract

La présente invention concerne un procédé de réalisation d'une couche de stabilisation employée dans le génie civile et un matériau de stabilisation utilisé dans le génie civil permettant de résoudre un problème de valorisation des déchets, grâce à l'utilisation efficace des cendres produites en différents emplacements, et d'obtenir une couche de stabilisation de qualité ayant une excellente résistance. Le procédé se caractérise en ce qu'il comprend une étape de formation d'une couche de stabilisation employée dans le domaine du génie civil, par dépôt, au niveau d'une partie formée de stabilisation, de matériaux de stabilisation utilisés dans le génie civil qui sont au moins ajoutés aux cendres contenant au moins 15 % en poids d'oxyde de calcium, tels que des matériaux de plate-forme, des matériaux de remplissage, et des matériaux de renfort.
PCT/JP2002/012566 2001-12-07 2002-11-29 Procede de realisation de couche de stabilisation employee dans le genie civil, et materiau de stabilisation utilise dans le genie civil WO2003048457A1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AU2002349659A AU2002349659A1 (en) 2001-12-07 2002-11-29 Method of constructing civil work bedding layer and bedding material for civil work

Applications Claiming Priority (4)

Application Number Priority Date Filing Date Title
JP2001373640 2001-12-07
JP2001-373640 2001-12-07
JP2002-189692 2002-06-28
JP2002189692A JP3769521B2 (ja) 2001-12-07 2002-06-28 土木工事用下地材、この土木工事用下地材を用いた土木工事方法

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JP (1) JP3769521B2 (fr)
CN (1) CN1599826A (fr)
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WO (1) WO2003048457A1 (fr)

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Publication number Priority date Publication date Assignee Title
CN103266642B (zh) * 2013-06-14 2015-09-30 中交天航滨海环保浚航工程有限公司 一种开敞式集浆池接力吹填泵站系统及其施工方法
JP2023038435A (ja) * 2021-09-07 2023-03-17 株式会社番匠伊藤組 土中蓄熱工法

Citations (10)

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Publication number Priority date Publication date Assignee Title
JPH1111992A (ja) * 1997-06-23 1999-01-19 Techno Japan:Kk 有害重金属を不溶化した焼却灰のセメント系固化材または水硬性材料
JPH11236256A (ja) * 1998-02-25 1999-08-31 Taiheiyo Cement Corp 路盤材用固化材およびこれを用いた路盤材
JP2000257007A (ja) * 1999-03-05 2000-09-19 Tokyo Hoso Kogyo 安定処理化路床並びに舗装構造
WO2001012352A1 (fr) * 1999-08-10 2001-02-22 Sumitomo Metal Industries, Ltd. Procede de traitement d'un materiau dangereux
JP2001130945A (ja) * 2000-09-21 2001-05-15 Engan Kankyo Kaihatsu Shigen Riyou Center:Kk 製鋼スラグを利用した水和硬化体
JP2001205219A (ja) * 2000-01-26 2001-07-31 Nkk Corp アルカリ性飛灰処理方法
JP2001205241A (ja) * 2000-01-26 2001-07-31 Nagasaki Prefecture 焼却灰の固化方法
JP2001207402A (ja) * 2000-01-26 2001-08-03 Taiheiyo Cement Corp コンクリート舗装
JP2001259597A (ja) * 2000-03-16 2001-09-25 Mitsubishi Materials Corp 飛灰の固化処理方法
JP2001295212A (ja) * 2000-04-10 2001-10-26 Taiheiyo Cement Corp コンクリート舗装

Patent Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH1111992A (ja) * 1997-06-23 1999-01-19 Techno Japan:Kk 有害重金属を不溶化した焼却灰のセメント系固化材または水硬性材料
JPH11236256A (ja) * 1998-02-25 1999-08-31 Taiheiyo Cement Corp 路盤材用固化材およびこれを用いた路盤材
JP2000257007A (ja) * 1999-03-05 2000-09-19 Tokyo Hoso Kogyo 安定処理化路床並びに舗装構造
WO2001012352A1 (fr) * 1999-08-10 2001-02-22 Sumitomo Metal Industries, Ltd. Procede de traitement d'un materiau dangereux
JP2001205219A (ja) * 2000-01-26 2001-07-31 Nkk Corp アルカリ性飛灰処理方法
JP2001205241A (ja) * 2000-01-26 2001-07-31 Nagasaki Prefecture 焼却灰の固化方法
JP2001207402A (ja) * 2000-01-26 2001-08-03 Taiheiyo Cement Corp コンクリート舗装
JP2001259597A (ja) * 2000-03-16 2001-09-25 Mitsubishi Materials Corp 飛灰の固化処理方法
JP2001295212A (ja) * 2000-04-10 2001-10-26 Taiheiyo Cement Corp コンクリート舗装
JP2001130945A (ja) * 2000-09-21 2001-05-15 Engan Kankyo Kaihatsu Shigen Riyou Center:Kk 製鋼スラグを利用した水和硬化体

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CN1599826A (zh) 2005-03-23
AU2002349659A1 (en) 2003-06-17
JP2003232003A (ja) 2003-08-19

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