JP5711781B2

JP5711781B2 - Permeable pavement and its construction method

Info

Publication number: JP5711781B2
Application number: JP2013110387A
Authority: JP
Inventors: 博志大山
Original assignee: 株式会社オーエヌグループ
Priority date: 2012-05-25
Filing date: 2013-05-24
Publication date: 2015-05-07
Anticipated expiration: 2033-05-24
Also published as: JP2014001620A

Description

本発明は、庭や公園、遊歩道等における透水性舗装及びその施工方法に関する。 The present invention relates to a water-permeable pavement in a garden, a park, a promenade, and the like and a construction method thereof.

雑草の繁殖を防止するために、車道や歩道はコンクリートやアスファルトで舗装されている。しかしながら、自宅の庭や公園、遊歩道等にコンクリートやアスファルトを用いた場合、自然景観が損なわれるとともに、強度が高いため、転倒等した際の危険性も高い。そのため、コンクリートやアスファルトを用いず、真砂土等の自然土や砂、砂利等を用いることで、雑草の発生を防止し、自然土壌の景観を損なわず、歩行等に適した土系舗装が従来から用いられている。
この土系舗装として、（特許文献１）には「真砂土５３．４〜７５．８質量％と、陶器を破砕した陶器殻からなるリサイクル骨材１３．９〜３７．０質量％と、固化材９．６〜１０．３質量％とからなる土系舗装材」及び「該土系舗装材を作製する舗装材作製工程と、地面に前記土系舗装材を敷ならす敷設工程と、該敷ならされた土系舗装材に散水する散水工程と、該散水後、前記土系舗装材を養生して固化させる養生固化工程とを備えた土系舗装材の施工方法」が開示されている。また、（特許文献２）には「真砂土と、砂と、粉体固化材とが混合されていることを特徴とする自然舗装道用舗装材」及び「該自然舗装道用舗装材を敷き均す工程と、前記敷き均した舗装材を転圧する第一転圧工程と、前記転圧した舗装面上に散水する工程と、前記散水した舗装面上をさらに転圧する第二転圧工程とを有することを特徴とする自然舗装道用舗装方法」が開示されている。また、（特許文献３）には、「粉砕分球化した粒径０〜１０ｍｍの廃瓦と、単粒化した粒径の０．３〜１．２ｍｍ珪砂とから成る混合体を骨材とし、この骨材に対してセメント系固化材を質量％で６〜２０の割合で混合して成ることを特徴とする土系舗装材」が開示されている。 Roadways and sidewalks are paved with concrete and asphalt to prevent weeds from breeding. However, when concrete or asphalt is used in a home garden, park, promenade, etc., the natural landscape is damaged and the strength is high, so there is a high risk of falling. For this reason, the use of natural soil such as pure sand, sand, gravel, etc., without using concrete or asphalt, prevents the generation of weeds, and does not impair the natural soil landscape. It is used from.
As this soil-based pavement, (Patent Document 1) states that “53.4-75.8% by mass of sand sand and 13.9-37.0% by mass of recycled aggregate made of ceramic shells obtained by crushing ceramics, solidified. A soil-based pavement material comprising 9.6 to 10.3% by mass ”and“ a pavement material producing step for producing the earth-based pavement material, a laying step for laying the earth-based pavement material on the ground, There is disclosed a method for constructing a soil-based pavement comprising a watering step for sprinkling water on a grounded soil-based pavement, and a curing / solidifying step for curing and solidifying the soil-based pavement after the watering. In addition, (Patent Document 2) lays a pavement material for natural pavement characterized by a mixture of pure sand, sand, and a powder solidifying material, and "pavement material for natural pavement. A step of leveling, a first rolling step of rolling the leveled pavement material, a step of spraying water on the compacted pavement surface, and a second rolling step of further rolling the sprayed pavement surface. A pavement method for a natural pavement characterized by comprising: In addition, (Patent Document 3) states that “a mixture composed of crushed and divided waste tiles with a particle size of 0 to 10 mm and single particles with a particle size of 0.3 to 1.2 mm of silica sand is used as an aggregate. In addition, a soil-based paving material comprising a cement-based solidifying material mixed in a mass ratio of 6 to 20 with respect to the aggregate is disclosed.

特開２００８−２６７０１３号公報JP 2008-267013 A 特開２００５−２５６３８７号公報JP 2005-256387 A 特開２０１０−１３３０９０号公報JP 2010-133090 A

しかしながら上記従来の技術においては、以下のような課題を有していた。
（１）（特許文献１）に開示の土系舗装材は、リサイクル骨材として陶器殻を使用しているので、通常の土系舗装と比べて構造強度を高めることができるが、舗装面に陶器殻の色が反映されるので、真砂土による自然の風合いを損なう可能性があるとともに、真砂土を使用することで土系舗装が保水性を持つので、カビの発生によって景観を損なう可能性があり、また、舗装面に陶器殻の尖った部分が露出することで、躓いたり、転倒した際に怪我をする危険性があるという課題があった。
（２）（特許文献１）に開示の土系舗装材の施工方法は、土系舗装材を舗装した後に散水するので、表面側の固化材が底面側に流され易く、土系舗装の表面側の構造強度が低下するという課題があった。
（３）（特許文献２）に開示の自然舗装道用舗装材は、真砂土を用いることで自然舗装道が保水性を持つので、舗装面にカビが生え、景観を損なう可能性が高いという課題があった。
（４）（特許文献２）に開示の自然舗装道用舗装方法は、自然舗装道用舗装材を敷き均し、転圧した後に散水を行うので、表面側の固化材が底面側に流され易く、自然舗装道表面の構造強度が低下するとともに、転圧を２度行うことで該舗装材が押し固められるので、構造強度は高まるものの、空隙率が低く、透水性に欠け、その結果、カビが発生し易いという課題があった。
（５）（特許文献３）に開示の土系舗装材は、廃瓦を使用するので、特許文献１と同様に、舗装面に廃瓦の色が反映されるので、珪砂による自然の風合いを損なう可能性があり、また、廃瓦の尖った部分が舗装面に露出することで、転倒した際に怪我をする可能性があるという課題があった。 However, the above conventional techniques have the following problems.
(1) Since the earth-based pavement disclosed in (Patent Document 1) uses ceramic shells as recycled aggregates, the structural strength can be increased compared to ordinary earth-based pavement. Since the color of the pottery shell is reflected, there is a possibility that the natural texture of the true sand soil may be impaired, and the use of the true sand soil will retain the water of the earth-based pavement, which may damage the landscape due to the occurrence of mold In addition, there is a problem that there is a risk of injury when crawling or falling because the sharp part of the pottery shell is exposed on the pavement surface.
(2) Since the construction method of the earth-based paving material disclosed in (Patent Document 1) waters after paving the earth-based paving material, the solidified material on the surface side is likely to flow to the bottom side, and the surface of the earth-based paving material There was a problem that the structural strength of the side was lowered.
(3) The paving material for natural paved roads disclosed in (Patent Document 2) has a high water retention capacity because the natural paved roads have water retention properties, so there is a high possibility that mold will form on the paved surface and damage the landscape. There was a problem.
(4) Since the paving method for natural paved roads disclosed in (Patent Document 2) spreads and smoothes the paving materials for natural paved roads and performs water spraying, the solidified material on the surface side is flushed to the bottom side. It is easy, the structural strength of the natural pavement surface is reduced, and the pavement material is pressed and compacted by rolling twice, so that the structural strength is increased, but the porosity is low and the water permeability is poor. There was a problem that mold was likely to occur.
(5) Since the earth-based pavement material disclosed in (Patent Document 3) uses waste tiles, the color of the waste tiles is reflected on the pavement surface in the same manner as in Patent Document 1, so that the natural texture of silica sand is given. There is a possibility that it may be damaged, and the pointed part of the waste tile is exposed on the pavement surface, so that there is a possibility of injury when it falls.

本発明は上記従来の課題を解決するもので、高い透水性を備えるとともに、構造強度も十分に有し、また、保水性（吸水性）が低いので、カビ等の発生が無く、長期間自然土壌の風合いを保つことができ、景観を損なわない透水性舗装を提供することを目的とする。
また、高い透水性を備え、表面から底部にかけて構造強度に斑のない透水性舗装を得ることができる施工方法を提供することを目的とする。 The present invention solves the above-described conventional problems, and has high water permeability, sufficient structural strength, and low water retention (water absorption), so that no mold or the like is generated, and natural for a long time. The purpose is to provide a water-permeable pavement that can maintain the texture of the soil and does not impair the landscape.
Another object of the present invention is to provide a construction method that can provide a water-permeable pavement having high water permeability and having no unevenness in structural strength from the surface to the bottom.

上記従来の課題を解決するために、本発明の透水性舗装及びその施工方法は、以下の構成を有している。
本発明の請求項１に記載の透水性舗装は、骨材１Ｌに対し、１６０〜２４０ｇのセメント系固化材と、８０〜１４０ｇの水と、０．３〜０．５ｇのセメント硬化促進剤と、を含む割合で含有し、前記骨材が、砂であり、粒径１．２ｍｍ以上の粒子が５２〜９５質量％、且つ、１．２ｍｍ未満の粒子が５〜４８質量％である構成を有している。
この構成により、以下のような作用が得られる。
（１）粒径１．２ｍｍ以上の砂が、粒径１．２ｍｍ未満の砂を解して接着するので、比較的粒径の大きい１．２ｍｍ以上の砂のみの場合よりも透水性舗装の構造強度が高められ、その分透水性舗装の空隙率を高くすることができるので、透水性舗装の透水性を高めることができる。
（２）粒径１．２ｍｍ以上の砂の間に粒径１．２ｍｍ未満の砂があることで、空隙率が高くとも透水性舗装の遮光性が得られるので、透水性舗装を施工した土壌等から雑草が生え難く、透水性舗装の寿命を長くすることができる。
（３）骨材として砂を使用するので、透水性舗装に自然の景観を損なわない自然土壌の風合いを与えることができる。
（４）セメント硬化促進剤を混合することで、セメント系固化材の混合量を少なくしても構造強度が得られるとともに、骨材に対するセメント系固化材や水の混合量が少なくて良いので、空隙率を高くすることができ、透水性に優れる舗装を得ることができる。 In order to solve the above conventional problems, the water-permeable pavement and its construction method of the present invention have the following configurations.
The water-permeable pavement according to claim 1 of the present invention is composed of 160 to 240 g of cement-based solidified material, 80 to 140 g of water, and 0.3 to 0.5 g of cement hardening accelerator for 1 L of aggregate. The aggregate is sand, the particle size is 1.2 mm or more is 52 to 95% by mass, and the particle size is less than 1.2 mm is 5 to 48% by mass. Have.
With this configuration, the following effects can be obtained.
(1) Since sand having a particle size of 1.2 mm or more dissolves and adheres to sand having a particle size of less than 1.2 mm, it is more permeable than the case of only sand having a relatively large particle size of 1.2 mm or more. Since the structural strength is increased and the porosity of the water-permeable pavement can be increased accordingly, the water permeability of the water-permeable pavement can be increased.
(2) Since there is sand having a particle size of less than 1.2 mm between sands having a particle size of 1.2 mm or more, the light shielding property of the permeable pavement can be obtained even if the porosity is high. As a result, weeds are difficult to grow and the life of the water-permeable pavement can be extended.
(3) Since sand is used as an aggregate, it is possible to give the texture of natural soil to the water-permeable pavement without impairing the natural landscape.
(4) By mixing the cement hardening accelerator, the structural strength can be obtained even if the mixing amount of the cement-based solidifying material is reduced, and the mixing amount of the cement-based solidifying material and water to the aggregate may be small. The porosity can be increased, and a pavement excellent in water permeability can be obtained.

ここで、骨材としては粒径１．２ｍｍ以上の粒子が骨材の５２〜９５質量％好ましくは７０〜９５質量％、１．２ｍｍ未満の粒子が骨材の５〜４８質量％好ましくは５〜３０質量％のものが好適に用いられる。
骨材において、粒径１．２〜１２ｍｍの粒子が骨材の７０質量％より少なくなるにつれ、粒径が１２ｍｍ以上の粒子が増えた場合は、透水性舗装の強度や表面の平滑度が低下し、粒径が１．２ｍｍ未満の粒子が増えた場合は、透水性舗装の透水性が低下する傾向にあり粒径１．２〜１２ｍｍの粒子が５２質量％より少なくなるにつれその傾向が著しくなり、９５質量％より多くなるにつれ１．２〜１２ｍｍの粒子が増え、１．２〜１２ｍｍの粒子の接着性を高めるための細かい粒子が少なくなるので、透水性舗装に必要な構造強度が得られなくなる傾向にあり好ましくない。
また、骨材において、１．２ｍｍ未満の粒子が骨材の５質量％より少なくなるにつれ、１．２〜１２ｍｍの粒子の間を埋める細かい粒子が少なくなるので、透水性舗装に必要な構造強度が得られなくなる傾向にあり、２０質量％より多くなるにつれ、透水性舗装隙間を細かい粒子が埋め、空隙率が低下することで、透水性が低下する傾向にあり４８質量％より多くなるにつれ、その傾向が著しくなり好ましくない。尚、骨材の質量分率（粒度分布）はＪＩＳＡ１１０２骨材のふるい分け試験方法に基づいて測定される。
また、骨材としては、山砂、川砂、海砂、火山砂、砕砂等の砂を用いることが好ましい。これらの砂は、自然土壌の風合いを元々から有しており、吸水性が低く、透水性舗装の保水性を低くすることができるので、透水性舗装が乾燥し易く、カビ等の発生を抑えることができ、自然土壌の風合いを長期間維持することができる。また、これらの砂は透水性舗装を施工する各地域で得ることができるので、特定の土地から輸送する必要が無い。 Here, as the aggregate, particles having a particle size of 1.2 mm or more are 52 to 95% by mass of the aggregate, preferably 70 to 95% by mass, and particles less than 1.2 mm are 5 to 48% by mass of the aggregate, preferably 5%. Those having ˜30% by mass are preferably used.
In the aggregate, when the particles having a particle size of 1.2 to 12 mm become less than 70% by mass of the aggregate, the particle size of 12 mm or more increases, and the strength of the water-permeable pavement and the surface smoothness decrease. However, when the number of particles having a particle size of less than 1.2 mm increases, the water permeability of the water-permeable pavement tends to decrease, and the tendency is remarkable as the particles having a particle size of 1.2 to 12 mm become less than 52% by mass. Therefore, as the amount exceeds 95% by mass, 1.2 to 12 mm particles increase and 1.2 to 12 mm fine particles to increase the adhesiveness of the particles decrease, so that the structural strength necessary for permeable pavement is obtained. This is not preferable because it tends to be lost.
In addition, in the aggregate, as the particles of less than 1.2 mm become less than 5% by mass of the aggregate, the fine particles filling between the particles of 1.2 to 12 mm decrease, so that the structural strength necessary for permeable pavement However, as the amount exceeds 20% by mass, fine particles are filled in the water-permeable pavement gap, and the porosity decreases, so that the water permeability tends to decrease and the amount exceeds 48% by mass. The tendency becomes remarkable and is not preferable. In addition, the mass fraction (particle size distribution) of the aggregate is measured based on the JIS A 1102 aggregate screening test method.
Moreover, as aggregate, it is preferable to use sand, such as mountain sand, river sand, sea sand, volcanic sand, and crushed sand. These sands originally have the texture of natural soil, have low water absorption, and can reduce the water retention of permeable pavements, so that permeable pavements are easy to dry and suppress the occurrence of mold etc. The texture of natural soil can be maintained for a long time. Moreover, since these sands can be obtained in each area where permeable pavement is constructed, it is not necessary to transport them from a specific land.

また、骨材は、粒径１．２ｍｍ以上の粒子が骨材の５２〜９５質量％好ましくは７０〜９５質量％、１．２ｍｍ未満の粒子が骨材の５〜４８質量％好ましくは５〜３０質量％のものが用いられる。更に好ましくは粒径５ｍｍ以上の粒子が１質量％以下、且つ、０．０７５ｍｍ未満の粒子が１．５質量％以下である構成を備えることもできる。これにより、５ｍｍ以上の粒子が１質量％以下であるため、粒径の大きい粒子によって透水性舗装の構造強度や表面の平滑度が低下し難く、透水性舗装の品質の安定性により優れる。また、０．０７５ｍｍ未満の粒子が１．５質量％以下である構成を備える場合、透水性舗装にシルトや粘土が含まれ難く、吸水性が殆ど無くなるので、透水性舗装にカビ等が発生し難く、透水性舗装の品質の安定性により優れる。 In addition, the aggregate has a particle size of 1.2 mm or more of 52 to 95% by mass of the aggregate, preferably 70 to 95% by mass, and particles of less than 1.2 mm are 5 to 48% by mass of the aggregate, preferably 5 to 5% by mass. 30% by mass is used. More preferably, a configuration in which particles having a particle diameter of 5 mm or more are 1% by mass or less and particles less than 0.075 mm are 1.5% by mass or less can be provided. Thereby, since the particle | grains of 5 mm or more are 1 mass% or less, the structural strength of a water-permeable pavement and the smoothness of a surface do not fall easily by the particle | grains with a large particle diameter, and it is excellent by stability of the quality of water-permeable pavement. In addition, when the particles having a particle size of less than 0.075 mm are 1.5% by mass or less, the water-permeable pavement hardly includes silt or clay, and the water absorption is almost eliminated. Difficult and excellent in stability of permeable pavement quality.

セメント系固化剤としては、ポルトランドセメントや高炉セメント等のセメントが用いられる。
また、セメント系固化材の配合量は、混合骨材１Ｌに対し、１６０〜２４０ｇとすることが好ましい。配合量が１６０ｇより少なくなるにつれ、透水性舗装の構造強度が得られず、透水性舗装が劣化し易くなる傾向にあり、２４０ｇより多くなるにつれ、骨材間の隙間をセメント系固化材が埋めるので、空隙率が小さくなり、透水性が悪くなるとともに、透水性舗装のコストが上昇する傾向にあり好ましくない。 Cement such as Portland cement or blast furnace cement is used as the cement-based solidifying agent.
Moreover, it is preferable that the compounding quantity of a cement-type solidification material shall be 160-240g with respect to 1L of mixed aggregates. As the blending amount becomes less than 160 g, the structural strength of the water-permeable pavement cannot be obtained, and the water-permeable pavement tends to deteriorate. As the amount exceeds 240 g, the cement-based solidified material fills the gaps between the aggregates. Therefore, the porosity is decreased, the water permeability is deteriorated, and the cost of the water-permeable pavement tends to increase, which is not preferable.

透水性舗装に配合される水としては、特に限定されないが、浮遊物等が殆ど無く、水道水やそれに近い水を使用することができる。
また、水の配合量は、骨材１Ｌに対し、８０〜１４０ｇとすることが好ましい。配合量が８０ｇより少なくなるにつれ、骨材同士の接着性が得られず、透水性舗装がボロボロに崩れ易くなる傾向にあり、１４０ｇより多くなるにつれ、骨材同士の隙間をセメント系固化材が埋め、透水性が悪くなる傾向にあり好ましくない。 Although it does not specifically limit as water mix | blended with a water-permeable pavement, there are almost no suspended matters etc., and tap water or water close to it can be used.
Moreover, it is preferable that the compounding quantity of water shall be 80-140g with respect to 1L of aggregates. As the blending amount becomes less than 80 g, the adhesiveness between the aggregates cannot be obtained, and the water-permeable pavement tends to be broken into pieces. Filling and water permeability tend to deteriorate, which is not preferable.

透水性舗装に配合されるセメント硬化促進剤としては、セメント系固化材をより強固にでき、透水性舗装中のセメント系固化材の配合量が比較的少量であっても、構造強度が得られるものであれば特に限定されない。例えば、川村化学工業所のＲＣ硬化剤は、二亜硫酸二カリウム（Ｋ₂Ｓ₂Ｏ₅）、リン酸ナトリウム（Ｎａ₆Ｐ₄Ｏ₁₃）、硝酸ナトリウム（ＮａＨＣＯ₃）、酸化鉄（Ｆｅ₂Ｏ₃）等を含有する系の物が好適に用いられる。塩素系の化合物を使用せず、強化な固化体を作りその内部に不溶性化した有害物や有機物を酸化させないように安定固定することができるためである。
セメント硬化促進剤の配合量は、骨材１Ｌに対し、０．３〜２．０ｇの割合とすることが好ましい。配合量が０．３ｇより少なくなるにつれ、セメント硬化促進剤の効果がセメント系固化材に十分に作用せず、透水性舗装の構造強度が十分に得られなくなる傾向にあり、２．０ｇより多くなるにつれ、セメント硬化促進剤によって得られる硬化促進や強度の増強などの作用に変化が殆ど無く、セメント硬化促進剤の使用コストが上がる傾向にあり好ましくない。 As cement hardening accelerator blended in permeable pavement, cement-based solidified material can be strengthened, and structural strength can be obtained even if the amount of cement-based solidified material in permeable pavement is relatively small If it is a thing, it will not specifically limit. For example, RC hardeners at Kawamura Chemical Industry are dipotassium disulfite (K ₂ S ₂ O ₅ ), sodium phosphate (Na ₆ P ₄ O ₁₃ ), sodium nitrate (NaHCO ₃ ), iron oxide (Fe ₂ O ₃ ) and the like are preferably used. This is because, without using a chlorine-based compound, a strong solidified body can be formed and stably fixed so that harmful substances and organic substances insolubilized therein are not oxidized.
It is preferable that the compounding quantity of a cement hardening accelerator shall be a ratio of 0.3-2.0g with respect to 1L of aggregates. As the blending amount becomes less than 0.3 g, the effect of the cement hardening accelerator does not sufficiently act on the cement-based solidified material, and the structural strength of the water-permeable pavement tends to be insufficient, more than 2.0 g Accordingly, there is almost no change in the effect of hardening acceleration and strength enhancement obtained by the cement hardening accelerator, and the cost of using the cement hardening accelerator tends to increase, which is not preferable.

本発明において、透水性舗装には顔料、凍結防止剤、ひび割れ防止材等を混合しても良い。特に、より自然土壌の風合いを出すために顔料を混合する場合、骨材１Ｌに対し、３〜７ｇ程度の顔料を加えれば良く、凍結防止剤は骨材１Ｌに対し、０．５〜３ｇ程度を加えれば良い。
また、ひび割れ防止材の場合、素材によって混合量が異なり、ナイロン等の合成樹脂製の場合は骨材１Ｌに対し、０．５〜１００ｇ程度、鋼繊維等の金属製の場合は、骨材１Ｌに対し、５〜１００ｇ程度を混合することが好ましい。ひび割れ防止材としては、幅は素材により異なるが径が約０．０１〜１ｍｍ、長さが約１０〜４０ｍｍの繊維状のものが好ましく、これらを混合することで、吹き付け舗装においても十分な強度を得ることができる。 In the present invention, the water-permeable pavement may be mixed with a pigment, an antifreezing agent, a crack preventing material and the like. In particular, when pigments are mixed to give a more natural texture, about 3 to 7 g of pigment may be added to 1 L of aggregate, and the antifreezing agent is about 0.5 to 3 g of 1 L of aggregate. Should be added.
Moreover, in the case of a crack prevention material, the amount of mixing differs depending on the material. In the case of synthetic resin such as nylon, about 1 to 100 g of aggregate, and in the case of metal such as steel fiber, 1 L of aggregate. On the other hand, it is preferable to mix about 5 to 100 g. The crack prevention material is preferably a fibrous material having a diameter of about 0.01 to 1 mm and a length of about 10 to 40 mm, although the width varies depending on the material. By mixing these, sufficient strength can be obtained even in spray pavement. Can be obtained.

請求項２に記載の発明は、請求項１に記載の透水性舗装であって、前記骨材の吸水率が３％以下である構成を有している。
この構成により、請求項１の作用に加え以下のような作用が得られる。
（１）骨材の吸水率が３％以下であるので、透水性舗装が保水性を有さず、雨等で透水性舗装が濡れた場合でも乾燥し易く、カビ等が発生しないため、自然土壌の風合いを長期間維持することができる。 Invention of Claim 2 is the water-permeable pavement of Claim 1, Comprising: It has the structure whose water absorption rate of the said aggregate is 3% or less.
With this configuration, the following operation is obtained in addition to the operation of the first aspect.
(1) Since the water absorption rate of the aggregate is 3% or less, the water-permeable pavement does not have water retention property, and even when the water-permeable pavement gets wet due to rain or the like, it is easy to dry and mold does not occur. Soil texture can be maintained for a long time.

骨材の吸水率は３％以下であることが好ましい。吸水率が３％より高くなるにつれ、透水性舗装が保水性を持ち、乾燥し難くなることで、カビ等が発生しやすくなるので好ましくない。 The water absorption rate of the aggregate is preferably 3% or less. As the water absorption rate becomes higher than 3%, the water-permeable pavement has water retention property and becomes difficult to dry, which is not preferable because mold and the like are easily generated.

請求項３に記載の発明は、請求項１又は２に記載の透水性舗装であって、透水係数が１．０×１０^-2ｃｍ／ｓｅｃ以上、一軸圧縮強度が３Ｎ／ｍｍ²以上である構成を有している。
この構成により、請求項１又は２の作用に加え以下の作用を有している。
（１）透水係数が１．０×１０^-2ｃｍ／ｓｅｃ以上あるので、透水性舗装が吸水し難く、保水性を持たないため、カビ等が発生せず、自然土壌の風合いを長期間維持することができる。
（２）一時圧縮強度が３Ｎ／ｍｍ²以上であるため、透水性舗装を車路としても用いることができ、汎用性に優れる。 According to a third aspect of the invention, a porous pavement according to claim 1 or 2, the permeability is 1.0 × 10 ^-2 cm / sec or more, uniaxial compressive strength 3N / mm ² or more It has a configuration.
With this configuration, the following actions are provided in addition to the actions of the first or second aspect.
(1) Since the water permeability coefficient is 1.0 × 10 ⁻² cm / sec or more, the water-permeable pavement is difficult to absorb water and does not have water retention, so that mold does not occur and the texture of natural soil is maintained for a long time. can do.
(2) Since the temporary compressive strength is 3 N / mm ² or more, the water-permeable pavement can be used as a roadway, and the versatility is excellent.

透水性舗装の物性としては、透水係数が１．０×１０^-2ｃｍ／ｓｅｃ以上であることが好ましい。透水係数が１．０×１０^-2ｃｍ／ｓｅｃより小さくなるにつれ、透水性舗装が保水性を持つようになるので、透水性舗装が乾燥し難く、カビ等の発生に繋がり、自然土壌の風合いを損なう傾向にあり好ましくない。
また、透水性舗装の一軸圧縮強度は、３Ｎ／ｍｍ²以上であることが好ましい。一軸圧縮強度が３Ｎ／ｍｍ²より小さくなるにつれ、耐荷重性が低下し管理用車両４ｔ未満の通行する道路として使用できず、透水性舗装の利用できる場所が限られる傾向にあり好ましくない。
尚、歩道の土系舗装には設定強度の基準が無いので、これらにのみ使用する場合はこの限りではない。 As physical properties of the water-permeable pavement, it is preferable that the water permeability coefficient is 1.0 × 10 ⁻² cm / sec or more. As the permeability coefficient becomes smaller than 1.0 × 10 ^-2 cm / sec, the water-permeable pavement has water retention, so the water-permeable pavement is difficult to dry and leads to the occurrence of mold etc. The texture of natural soil This is not preferable.
Moreover, it is preferable that the uniaxial compressive strength of water-permeable pavement is 3 N / mm ² or more. As the uniaxial compressive strength becomes smaller than 3 N / mm ² , the load resistance is lowered and the road cannot be used as a road under the management vehicle 4t, and the place where the water-permeable pavement can be used tends to be limited.
In addition, since there is no standard of setting strength for the earth-based pavement of the sidewalk, this is not the case when used only for these.

請求項４に記載の透水性舗装の施工方法は、請求項１乃至３の内いずれか１に記載の透水性舗装の施工方法であって、
（ａ）施工する地面の雑草等を除去し整地する整地工程と、（ｂ）前記地面の吸水量が飽和するまで散水する散水工程と、（ｃ）前記骨材１Ｌに対し、１６０〜２４０ｇの前記セメント系固化材と、８０〜１４０ｇの前記水と、０．３〜０．５ｇの前記セメント硬化促進剤と、を含む割合で加え混練機内で撹拌混練し透水性舗装材とする混練工程と、（ｄ）前記透水性舗装材を前記地面上に敷きならす敷均工程と、（ｅ）敷きならした前記透水性舗装を養生固化する養生工程と、を備える構成を有している。
この構成により、以下の作用を有している。
（１）地面を整地するので、施工後に雑草の成長による膨圧で透水性舗装に亀裂が入るのを防止することができる。
（２）施工前に地面に十分な水を散水するので、透水性舗装の水分が地面に吸収・浸透し難く、施工する地面の性状の違いに関わらず、舗装の物性等が安定した透水性舗装が得られる。
（３）水を混練工程で舗装材を混ぜており、敷均工程で散水をしないので、透水性舗装の表面側と底面側で物性が変わらず、表面側の構造強度が低下を防止することができる。
（４）透水性舗装材が、粒径の細かい骨材を一部含んでおり、セメント硬化促進剤によりセメント系固化材がより強固に固まるので、混練されるセメント系固化材の配合量が少なくても構造強度が得られ、空隙率を高くしても透水性に優れるとともに透水性舗装が得られる。 The construction method of the water-permeable pavement according to claim 4 is the construction method of the water-permeable pavement according to any one of claims 1 to 3,
(A) ground leveling step of removing ground weeds and the like to be constructed and leveling, (b) watering step of watering until the water absorption amount of the ground is saturated, and (c) 160 to 240 g of the aggregate 1L. A kneading step of adding the cement-based solidifying material, 80 to 140 g of the water, and 0.3 to 0.5 g of the cement hardening accelerator, and stirring and kneading in a kneader to obtain a water-permeable pavement; (D) A leveling step for spreading the water-permeable pavement material on the ground, and (e) a curing step for curing and solidifying the water-permeable pavement spread.
This configuration has the following effects.
(1) Since the ground is leveled, it is possible to prevent the permeable pavement from cracking due to the expansion pressure due to the growth of weeds after construction.
(2) Since sufficient water is sprinkled on the ground before construction, the moisture of the water-permeable pavement is difficult to absorb and penetrate into the ground, and the water permeability of the pavement is stable regardless of differences in the properties of the ground. Pavement is obtained.
(3) Since the pavement material is mixed in the kneading step and water is not sprinkled in the spreading step, the physical properties do not change between the surface side and the bottom side of the water-permeable pavement, and the structural strength on the surface side is prevented from being lowered. Can do.
(4) Since the water-permeable pavement contains a part of aggregate with a fine particle size and the cement hardening agent is hardened more firmly by the cement hardening accelerator, the blending amount of the cement hardening agent to be kneaded is small Even if structural strength is obtained, even if the porosity is increased, water permeability is excellent and water-permeable pavement is obtained.

透水性舗装の施工方法において、舗装される地面としては特に限定はされず、車道，歩道，サイクリングコース，遊歩道，自然道等の道路や駐車場，運動場，公園等の広場、植栽帯、法面等が挙げられる。
整地工程では施工する地面の雑草等を除去し整地することが好ましい。整地工程において、除草剤の散布や雑草を根から取り除く除草工程を設けることで、舗装後の地面から雑草が生え難く、雑草の成長による膨圧により透水性舗装が破れ難くなるので好ましい。
舗装する地面が砂利等の粒子が粗い地面である場合、施工前に地面の表面を転圧し、できる限り砂利を敷き詰める方が良い。 In the construction method of permeable pavement, the ground to be paved is not particularly limited, and roads and parking lots such as roadways, sidewalks, cycling courses, promenades, natural roads, playgrounds, parks, planting zones, slopes, etc. Etc.
In the leveling process, it is preferable to level the ground by removing weeds and the like on the ground to be constructed. In the leveling process, it is preferable to disperse the herbicide and to remove the weeds from the roots, so that weeds hardly grow on the ground after the pavement and the permeable pavement is not easily broken by the expansion pressure due to the growth of the weeds.
When the ground to be paved is rough ground such as gravel, it is better to roll the surface of the ground before construction and spread the gravel as much as possible.

散水工程において、整地後の地面の吸水量が飽和になる程度（水溜りができない程度）の水が散水される。散水量が少ない場合、透水性舗装の水分が地面に吸収され、透水性舗装が崩れやすくなり、散水量が多い場合、透水性舗装の水分が多くなり、骨材間の隙間が埋まり易く、透水性が落ちるので好ましくない。
散水方法としては、広域に散水できるものでどのようなものでも良く、ジョウロや散水車、高圧洗浄機等を用いることができる。 In the sprinkling process, water is sprayed to such an extent that the water absorption amount of the ground after leveling is saturated (a level where water cannot be accumulated). When the amount of water spray is small, the water content of the water-permeable pavement is absorbed by the ground, and the water-permeable pavement tends to collapse.When the amount of water spray is large, the water content of the water-permeable pavement increases and the gaps between the aggregates tend to be buried. This is not preferable because the characteristics are reduced.
As the watering method, any method can be used as long as it can spray water over a wide area.

混練工程において、使用される骨材、セメント系固化材、セメント硬化促進剤、水については、請求項１のものと同様であるため、説明を省略する。
骨材及びセメント系固化材、セメント硬化促進剤が均一に混ざり合った後に水が混合される。これらは混練機によって混合されるが、これに限らず、混練機と同様に混合・撹拌することができるものであればどのようなものでも良い。 In the kneading step, the aggregate, the cement-based solidifying material, the cement hardening accelerator, and water used are the same as those in claim 1 and will not be described.
After the aggregate, cement-based solidifying material, and cement hardening accelerator are uniformly mixed, water is mixed. These are mixed by a kneader. However, the present invention is not limited to this, and any material may be used as long as it can be mixed and stirred in the same manner as the kneader.

敷均工程において、透水性舗装材の敷均は左官コテやレーキ、フロート等を用いることができる。これらを用いる場合、表面の凹凸を確認しながら敷均することができるとともに、余分な圧力をかけることが無くなるので、透水性舗装が押し固められることで透水性が低下する可能性が低いので好ましい。
透水性舗装の施工厚としては、３〜１０ｃｍであることが好ましい。施工厚が３ｃｍより薄くなるにつれ、外的刺激に弱く、亀裂等が発生し易くなる傾向にあり、１０ｃｍより厚くなるにつれ、遮光性がより高くなるので雑草の発生は防ぎ易くなるが、材料のコスト増加する傾向にあるので好ましくない。 In the spreading step, plastering, rake, float, etc. can be used for spreading the permeable pavement material. When using these, it is possible to spread while confirming the unevenness of the surface, and it is not necessary to apply extra pressure, so it is less likely that the water permeability will be reduced by pressing the water-permeable pavement, which is preferable. .
The construction thickness of the permeable pavement is preferably 3 to 10 cm. As the construction thickness becomes thinner than 3 cm, it tends to be susceptible to external stimuli and cracks tend to occur, and as it becomes thicker than 10 cm, the light-shielding property becomes higher, so it is easier to prevent the generation of weeds. This is not preferable because the cost tends to increase.

養生工程において、養生方法としては、保湿養生としてシート等で透水性舗装を被覆，保護する方法等を採用することができる。保湿養生の場合、乾燥を防ぐため、１日１回以上水を供給することが好ましい。
また、養生期間は、気温や湿度等によっても変わるが、５〜９日間行うことが好ましい。養生期間が５日より短くなるにつれ、セメントの水和反応が十分に行われず、透水性舗装の舗装面の破損や剥離の発生が易くなる傾向にあり好ましくない。養生期間は長くても良いが、９日より長くなるにつれ、舗装される場所を使用できない期間が長くなるので好ましくない。 In the curing process, as a curing method, a method of covering and protecting the water-permeable pavement with a sheet or the like as a moisture retention curing can be employed. In the case of moisture retention, it is preferable to supply water at least once a day to prevent drying.
Moreover, although a curing period changes also with temperature, humidity, etc., it is preferable to carry out for 5 to 9 days. As the curing period becomes shorter than 5 days, the cement hydration reaction is not sufficiently performed, and the pavement surface of the water-permeable pavement tends to be easily broken or peeled off. Although the curing period may be long, it is not preferable because the period during which the paved place cannot be used becomes longer as it becomes longer than 9 days.

以上のように、本発明の透水性舗装によれば、以下のような有利な効果が得られる。
請求項１に記載の発明によれば、
（１）透水性に優れ、雑草の発生を防止し、舗装としての寿命の長い透水性舗装を提供することができる。 As described above, according to the water-permeable pavement of the present invention, the following advantageous effects can be obtained.
According to the invention of claim 1,
(1) It is excellent in water permeability, can prevent the generation of weeds, and can provide a water-permeable pavement having a long life as a pavement.

請求項２に記載の発明によれば、請求項１の効果に加え、
（１）保水性が低く、カビが発生せず、自然土壌の風合いを長期間維持することができる透水性舗装を提供することができる。 According to invention of Claim 2, in addition to the effect of Claim 1,
(1) It is possible to provide a water-permeable pavement that has low water retention, does not generate mold, and can maintain the texture of natural soil for a long period of time.

請求項３に記載の発明によれば、請求項１又は２の効果に加え、
（１）透水性が高く、カビが発生せず、自然土壌の風合いを長期間維持することができる透水性舗装を提供することができる。 According to invention of Claim 3, in addition to the effect of Claim 1 or 2,
(1) It is possible to provide a water-permeable pavement that has high water permeability, does not generate mold, and can maintain the texture of natural soil for a long period of time.

請求項４に記載の発明によれば、
（１）透水性舗装の表面側と底面側で構造強度が変わらず、透水性に優れる透水性舗装の施工方法を提供することができる。 According to invention of Claim 4,
(1) It is possible to provide a method for constructing a water-permeable pavement that is excellent in water permeability without structural strength changing between the surface side and the bottom side of the water-permeable pavement.

現場透水量試験器の模式断面図Schematic cross section of on-site water permeability tester 骨材中の粒径１．２ｍｍ未満の粒子の割合（質量％）と保水高さ（ｃｍ）の関係を示すグラフThe graph which shows the relationship between the ratio (mass%) of the particle | grains with a particle size of less than 1.2 mm in aggregate, and water retention height (cm)

以下、本発明を実験例により具体的に説明する。尚、本発明はこれらの実験例に限定されるものではない。
＜骨材の物性試験＞
（実施例１）
細骨材として、株式会社幸信製の１号砂を準備し、粗骨材として、有限会社カケウマ産業製の２号砂を各々準備し、粗骨材：細骨材＝９：１の質量比となるように混合し、ＪＩＳＡ１１０２骨材のふるい分け試験方法に基づいて粒度分布の測定を、ＪＩＳＡ１１０９細骨材の密度及び吸水率試験方法に基づいて吸水率の測定を行った。粒度分布の結果を（表１）に示す。尚、吸水率は細骨材と粗骨材の各々について測定した。 Hereinafter, the present invention will be specifically described by experimental examples. The present invention is not limited to these experimental examples.
<Physical property test of aggregate>
Example 1
No. 1 sand made by Koshin Co., Ltd. is prepared as fine aggregate, and No. 2 sand made by Kakeuma Sangyo Co., Ltd. is prepared as coarse aggregate, respectively, and the mass ratio of coarse aggregate: fine aggregate = 9: 1 The particle size distribution was measured based on the JIS A 1102 aggregate screening test method, and the water absorption rate was measured based on the density and water absorption test method of JIS A 1109 fine aggregate. The results of the particle size distribution are shown in (Table 1). The water absorption was measured for each of fine aggregate and coarse aggregate.

（表１）は、実施例１の骨材の粒度分布を示した表である。
（表１）より、実施例１の骨材の粒度分布は、粒径１．２〜５ｍｍの粒子は１７．８＋７４．２＝９２質量％であり、粒径１．２ｍｍ未満の粒子は７．１質量％、粒径０．０７５未満の粒子は０．３質量％であった。
これにより、実施例１の骨材の粒度分布が粒径５ｍｍ以上の粒子が１質量％以下、粒径１．２ｍｍ以上の粒子が７０〜９６質量％、１．２ｍｍ未満の粒子が５〜２０質量％、且つ、０．０７５ｍｍ未満の粒子が１．５質量％以下であることが分かった。
また、吸水率については粗骨材が０．５１％であり、細骨材が２．１５％であった。よって、これらを混合した実施例１の骨材の吸水率は３％以下になることが分かった。 (Table 1) is a table showing the particle size distribution of the aggregate of Example 1.
From Table 1, the particle size distribution of the aggregate of Example 1 is 17.8 + 74.2 = 92% by mass for particles having a particle size of 1.2 to 5 mm, and 7.7 for particles having a particle size of less than 1.2 mm. 1% by mass and particles having a particle size of less than 0.075 were 0.3% by mass.
Thereby, the particle size distribution of the aggregate of Example 1 is 1% by mass or less of particles having a particle size of 5 mm or more, 70 to 96% by mass of particles having a particle size of 1.2 mm or more, and 5 to 20 of particles having a particle size of less than 1.2 mm. It turned out that the particle | grains of the mass% and less than 0.075 mm are 1.5 mass% or less.
The water absorption was 0.51% for coarse aggregates and 2.15% for fine aggregates. Therefore, it turned out that the water absorption of the aggregate of Example 1 which mixed these will be 3% or less.

＜透水性舗装の物性試験＞
（実施例２）
実施例１の骨材と同様の砂を準備し、粗骨材：細骨材＝９：１の質量比となるように混合し、骨材とした。
モルタルミキサーに、該骨材６０Ｌと、セメント系固化材としてポルトランドセメント１０．８ｋｇと、セメント硬化促進剤としてＲＣ硬化剤（川村化学工業所製）１８ｇと、ライトブラウンの顔料（有限会社森下工業社製）０．３ｋｇと、を投入し、撹拌して均一に混合した後、６ｋｇの水を加えて混ぜ斑が出ないように十分に撹拌し、混合物を得た。尚、骨材１Ｌに対する量で換算すると、セメント系固化材は１８０ｇ，セメント硬化促進剤は０．３ｇ，水は１００ｇ，顔料は５ｇである。
得られた混合物を直径５ｃｍ高さ１０ｃｍの型枠で常法に従って締め固め、室温（２０℃±２℃）で７日間室内養生を行った後、型枠から外し、実施例２の試験体を得た。
得られた試験体について、ＪＩＳＡ１２１６土の一軸圧縮試験方法に基づいて一軸圧縮強さを測定した。また、ＪＩＳＡ１２１８土の透水試験方法に基づいて透水係数を測定した。試験体は３検体用意し、これらの平均を物性値とした。結果を（表２）及び（表５）に示す。 <Physical properties test of water-permeable pavement>
(Example 2)
The same sand as the aggregate of Example 1 was prepared and mixed so as to have a mass ratio of coarse aggregate: fine aggregate = 9: 1 to obtain an aggregate.
In a mortar mixer, 60L of the aggregate, 10.8 kg of Portland cement as a cement-based solidifying material, 18 g of RC curing agent (manufactured by Kawamura Chemical Co., Ltd.) as a cement hardening accelerator, and light brown pigment (Morishita Kogyo Co., Ltd.) 0.3 kg) was added, stirred and mixed uniformly, then 6 kg of water was added, and the mixture was stirred sufficiently so that no mixed spots appeared, to obtain a mixture. In terms of the amount relative to 1 L of aggregate, the cement-based solidified material is 180 g, the cement hardening accelerator is 0.3 g, water is 100 g, and the pigment is 5 g.
The obtained mixture was compacted with a mold having a diameter of 5 cm and a height of 10 cm in accordance with a conventional method. After indoor curing at room temperature (20 ° C. ± 2 ° C.) for 7 days, the mixture was removed from the mold and the specimen of Example 2 was removed. Obtained.
About the obtained test body, the uniaxial compressive strength was measured based on the uniaxial compression test method of JISA1216 soil. Moreover, the water permeability coefficient was measured based on the water permeability test method of JIS A 1218 soil. Three specimens were prepared, and the average of these was used as the physical property value. The results are shown in (Table 2) and (Table 5).

（比較例１，２）
従来の土系舗装として、特許文献１の試験例６を比較例１、特許文献３の段落〔００２７〕欄の施工例を比較例２とし、これらの物性データを引用する。 (Comparative Examples 1 and 2)
As a conventional soil-based pavement, Test Example 6 of Patent Document 1 is referred to as Comparative Example 1, and a construction example in the paragraph [0027] column of Patent Document 3 is referred to as Comparative Example 2, and these physical property data are cited.

次に、一軸圧縮強さ及び透水係数を求めた。その結果を（表２）に示す。（表２）より、一軸圧縮強さにおいて、実施例２は４．６Ｎ／ｍｍ²、比較例１は６．７Ｎ／ｍｍ²、比較例２は３．８Ｎ／ｍｍ²であった。また、透水係数において、実施例２が１．４×１０^-2ｃｍ／ｓｅｃ、比較例１は２．０×１０^-4ｃｍ／ｓｅｃ、比較例２は３．４×１０^-2ｃｍ／ｓｅｃであった。
このことから、実施例２の一軸圧縮強さは４ｔ未満の管理用車両が通行できる、３Ｎ／ｍｍ²を超えており、透水係数も従来の土系舗装である比較例１や比較例２と比べても優れていることが分かった。
実施例２に比べ比較例１の一軸圧縮強さが高い理由は、比較例１の湿潤密度が高く、実施例１と比べて比較例１の透水係数が２桁低いことから、骨材が密になっていることが原因であると考えられる。
比較例２は、透水性に関しては実施例２と近い値を示しているが、一軸圧縮強度が実施例２に比べ低く、実施例２と同様に一軸圧縮強度を実施例２に近づけた場合、透水係数は低くなると思料される。 Next, the uniaxial compressive strength and the water permeability were determined. The results are shown in (Table 2). From Table 2, in terms of uniaxial compressive strength, Example 2 was 4.6 N / mm ² , Comparative Example 1 was 6.7 N / mm ² , and Comparative Example 2 was 3.8 N / mm ² . Further, in terms of the water permeability coefficient, Example 2 is 1.4 × 10 ⁻² cm / sec, Comparative Example 1 is 2.0 × 10 ⁻⁴ cm / sec, and Comparative Example 2 is 3.4 × 10 ⁻² cm / sec. Met.
From this, the uniaxial compressive strength of Example 2 exceeds 3 N / mm ² that can be passed by a management vehicle of less than 4 t, and the hydraulic conductivity is the same as Comparative Example 1 and Comparative Example 2 which are conventional earth-based pavements. It turned out that it is also superior.
The reason why the uniaxial compressive strength of Comparative Example 1 is higher than that of Example 2 is that the wet density of Comparative Example 1 is high and the hydraulic conductivity of Comparative Example 1 is two orders of magnitude lower than that of Example 1, so that the aggregate is dense. This is considered to be the cause.
Comparative Example 2 shows a value close to Example 2 with respect to water permeability, but the uniaxial compressive strength is lower than that of Example 2, and when uniaxial compressive strength is approached to Example 2 as in Example 2, It is thought that the hydraulic conductivity is low.

＜透水性舗装の暴露試験＞
（実施例３）
実施例２と同様にして透水性舗装組成物を得た。得られた透水性舗装組成物を１×１ｍの範囲に厚さ３ｃｍで敷きならし、７日間養生することで、実施例３の試験体を得た。得られた試験体を屋外に２ヶ月間放置し、試験体の変化を見た。 <Exposure test of permeable pavement>
(Example 3)
A water-permeable pavement composition was obtained in the same manner as in Example 2. The obtained water-permeable pavement composition was spread over a range of 1 × 1 m with a thickness of 3 cm and cured for 7 days to obtain a test body of Example 3. The obtained specimen was left outdoors for 2 months, and changes in the specimen were observed.

（実施例４）
敷きならした厚さを４ｃｍとした以外は実施例３と同様にした。 Example 4
The same procedure as in Example 3 was conducted except that the laid thickness was 4 cm.

（比較例３）
実施例１で使用した株式会社幸信製の１号砂６０Ｌと、ポルトランドセメント１０．８ｋｇ、顔料０．３ｋｇ、をモルタルミキサーで混合して得た舗装組成物を空練りし、１×１ｍ範囲に厚さ３ｃｍで充填し、表面に６ｋｇの水を散水して舗装した以外は実施例３と同様にした。 (Comparative Example 3)
A pavement composition obtained by mixing 60 g of No. 1 sand manufactured by Koshin Co., Ltd. used in Example 1 with 10.8 kg of Portland cement and 0.3 kg of pigment with a mortar mixer was kneaded into a 1 × 1 m range. The same procedure as in Example 3 was repeated except that the surface was filled with 3 cm and 6 kg of water was sprayed on the surface.

（比較例４）
比較例３と同様の砂６０Ｌと、ポルトランドセメント１０．８ｋｇ、顔料０．３ｋｇ、水６ｋｇ、をモルタルミキサーで混合して得た舗装組成物を使用した以外は実施例３と同様にした。 (Comparative Example 4)
The same procedure as in Example 3 was conducted except that a pavement composition obtained by mixing 60 L of sand similar to Comparative Example 3, 10.8 kg of Portland cement, 0.3 kg of pigment, and 6 kg of water with a mortar mixer was used.

（比較例５）
粒径０．１〜５ｍｍの真砂土（有限会社大和商事社製）６０Ｌと、ポルトランドセメント１０．８ｋｇ、顔料０．３ｋｇ、水１３．８ｋｇ、をモルタルミキサーで混合して得た舗装組成物を使用した以外は実施例３と同様にした。尚、実施例３に比べ水の混合量が多いのは、実施例３と同量にすると、真砂土の吸水率が高く、舗装組成物が固まらなかったからである。 (Comparative Example 5)
A pavement composition obtained by mixing 60 L of pure sand (particles of Yamato Shoji Co., Ltd.) with a particle size of 0.1 to 5 mm, 10.8 kg of Portland cement, 0.3 kg of pigment and 13.8 kg of water with a mortar mixer. The procedure was the same as in Example 3 except that it was used. In addition, compared with Example 3, the mixing amount of water is large because, when the same amount as Example 3 is used, the water absorption of pure sand soil is high and the paving composition does not harden.

（比較例６）
粒径３〜１２ｍｍの砂利（有限会社カケウマ産業製）６０Ｌと、ポルトランドセメント１０．８ｋｇ、顔料０．３ｋｇ、水６ｋｇ、をモルタルミキサーで混合して得た舗装組成物を使用した以外は実施例３と同様にした。 (Comparative Example 6)
Example except that 60 L of gravel (made by Kakeuma Sangyo Co., Ltd.) having a particle size of 3 to 12 mm, Portland cement 10.8 kg, pigment 0.3 kg and water 6 kg were mixed with a mortar mixer. Same as 3.

（比較例７）
粒径２．５〜５ｍｍのチップ（砕石）（小西砕石株式会社製）６０Ｌと、ポルトランドセメント１０．８ｋｇ、顔料０．３ｋｇ、水６ｋｇ、をモルタルミキサーで混合して得た舗装組成物を使用した以外は実施例３と同様にした。 (Comparative Example 7)
Use a pavement composition obtained by mixing 60L of chips (crushed stone) with a particle size of 2.5 to 5 mm (manufactured by Konishi Crushed Stone Co., Ltd.), 10.8 kg of Portland cement, 0.3 kg of pigment and 6 kg of water with a mortar mixer. The procedure was the same as in Example 3 except that.

（比較例８）
実施例３の骨材と比較例７のチップを１：１の質量比で混合したチップ混合骨材６０Ｌと、ポルトランドセメント１０．８ｋｇ、顔料０．３ｋｇ、水６ｋｇ、をモルタルミキサーで混合して得た舗装組成物を使用した以外は実施例３と同様にした。 (Comparative Example 8)
60L of the chip mixed aggregate obtained by mixing the aggregate of Example 3 and the chip of Comparative Example 7 at a mass ratio of 1: 1, 10.8 kg of Portland cement, 0.3 kg of pigment, and 6 kg of water were mixed with a mortar mixer. Example 3 was repeated except that the obtained paving composition was used.

実施例３及び４，比較例３乃至８の試験体を、１２月から２ヶ月間、屋外で暴露試験を行った。その結果、粒径の小さい山砂を空練りして敷きならした比較例３は、表面の構造強度が弱く、一部表面が欠けた部分が見られた。また、比較例３には粒径の小さい粒子が多いので、透水性が悪く、全体的にカビの発生が見られた。
粒径の小さい山砂を水練りして敷きならした比較例４では、表面が欠けた部分は無く、構造強度が舗装全体で略均一であり、比較例３よりも構造強度は高いものと考えられる。しかし、比較例４も比較例３と同様に粒径の小さい粒子が多く、透水性が悪いので、表面にカビの発生が見られた。これは、真砂土を水練りした比較例５も同様であった。
粒径が比較的大きい３号砂利を水練りして敷きならした比較例６では、粒径が大きい分、透水性があり、カビの発生は見られなかったが、砂利同士の接着性が悪く、舗装面から崩れた砂利が複数見られた。
チップを水練りして敷きならした比較例７では、比較例６同様に、透水性があり、カビの発生は見られなかったが、チップは形状が細長く、粒径も比較的粒径が大きいため、粒子同士の接着性は比較例６よりも高いとは考えられるが、比較例６と同様に表面が一部崩れていた。また、表面が粗いことから、転倒時の怪我の危険性が高いものと推測される。
チップと実施例３の骨材を混合して水練りした比較例８は、比較例７程表面の粗さは無く、表面の崩れは見られなかった。また、透水性も良く、カビの発生も見られなかった。しかし、比較例７及び８で用いたチップ（砕石）は表面が平坦（滑らか）であり、実施例２乃至４のように砂を骨材に用いたもの（表面が粗く顔料の密着性が良いもの）と異なり、舗装後、劣化するに従って舗装表面の顔料が剥がれて行くので、チップの色が見えるようになり、舗装に自然土壌の色合いが無くなるものと考えられる。
これらに対し、実施例３及び４は、表面の粗さは殆ど無く、表面は比較的滑らかであったが、実施例３よりも厚みのある実施例４の方が滑らかであった。また、透水性に優れるため、カビの発生も見られなかった。
ここで、実施例３よりも舗装の厚みが薄すぎると空隙率が高い分、遮光性が得られなくなり、雑草が発生する可能性があるとともに、クラックが発生する可能性が高くなるものと考えられる。 The specimens of Examples 3 and 4 and Comparative Examples 3 to 8 were subjected to an exposure test outdoors from December to 2 months. As a result, in Comparative Example 3 in which mountain sand having a small particle size was kneaded and spread, the structural strength of the surface was weak, and a portion where the surface was partially lost was observed. Further, since Comparative Example 3 had many particles having a small particle size, the water permeability was poor and generation of mold was observed as a whole.
In Comparative Example 4 in which mountain sand having a small particle size was kneaded and spread, there was no portion lacking the surface, the structural strength was substantially uniform throughout the pavement, and the structural strength was considered to be higher than Comparative Example 3. It is done. However, Comparative Example 4 had many small particles as in Comparative Example 3 and poor water permeability, so that mold was observed on the surface. This was the same in Comparative Example 5 in which pure sand was kneaded with water.
In Comparative Example 6 in which No. 3 gravel with a relatively large particle size was kneaded with water and spread, there was water permeability and no mold was observed, but the adhesion between the gravel was poor. Several gravels were broken from the pavement surface.
In Comparative Example 7 in which the chips were kneaded and spread, as in Comparative Example 6, there was water permeability and no generation of mold was observed, but the chips were elongated and the particle size was relatively large. Therefore, although it is considered that the adhesion between the particles is higher than that of Comparative Example 6, the surface was partially collapsed as in Comparative Example 6. Moreover, since the surface is rough, it is estimated that there is a high risk of injury during a fall.
In Comparative Example 8, in which the chip and the aggregate of Example 3 were mixed and kneaded with water, the surface was not as rough as Comparative Example 7, and the surface was not collapsed. Further, the water permeability was good and no mold was observed. However, the chip (crushed stone) used in Comparative Examples 7 and 8 has a flat (smooth) surface, and uses sand as an aggregate as in Examples 2 to 4 (the surface is rough and the adhesion of the pigment is good). Unlike paving), the pigment on the paving surface peels off as it degrades after paving, so the chip color becomes visible, and it is considered that the natural soil tint disappears.
On the other hand, Examples 3 and 4 had almost no surface roughness and the surface was relatively smooth, but Example 4 with a thickness greater than Example 3 was smoother. Moreover, since it was excellent in water permeability, generation | occurrence | production of mold was not seen.
Here, if the thickness of the pavement is too thin as compared with Example 3, since the porosity is high, light shielding properties cannot be obtained, weeds may be generated, and cracks are likely to occur. It is done.

＜透水性舗装の乾燥性試験＞
（実施例５）
細骨材として、株式会社環境施設の再生砂を準備し、粗骨材として、有限会社カケウマ産業製の山砂２号砂を各々準備し、粗骨材：細骨材＝９：１の質量比となるよう混合し、骨材とした。この骨材中粒径１．２ｍｍ以上の粒子は９４質量％であり、粒径１．２未満の粒子は６質量％であった。
モルタルミキサーに、該骨材６０Ｌと、セメント系固化材としてポルトランドセメント１０．８ｋｇと、セメント硬化促進剤としてＲＣ硬化剤（川村化学工業所製）１８ｇと、ライトブラウンの顔料（有限会社森下工業社製）０．３ｋｇと、を投入し、撹拌して均一に混合した後、６ｋｇの水を加えて混ぜ斑が出ないように十分に撹拌し、透水性舗装の混合物を得た。尚、骨材１Ｌに対する量で換算すると、セメント系固化材は１８０ｇ，セメント硬化促進剤は０．３ｇ，水は１００ｇ，顔料は５ｇである。 <Dryability test of water-permeable pavement>
(Example 5)
Recycled sand from environmental facilities, etc., is prepared as fine aggregate, and Yamazago No.2 sand manufactured by Kakeuma Sangyo Co., Ltd. is prepared as coarse aggregate. Mass of coarse aggregate: fine aggregate = 9: 1 The mixture was mixed to obtain a ratio to obtain an aggregate. In the aggregate, particles having a particle size of 1.2 mm or more were 94% by mass, and particles having a particle size of less than 1.2 were 6% by mass.
In a mortar mixer, 60L of the aggregate, 10.8 kg of Portland cement as a cement-based solidifying material, 18 g of RC curing agent (manufactured by Kawamura Chemical Co., Ltd.) as a cement hardening accelerator, and light brown pigment (Morishita Kogyo Co., Ltd.) 0.3 kg) was added, stirred and mixed uniformly, and then 6 kg of water was added and stirred sufficiently so that no mixed spots appeared, to obtain a mixture of permeable pavement. In terms of the amount relative to 1 L of aggregate, the cement-based solidified material is 180 g, the cement hardening accelerator is 0.3 g, water is 100 g, and the pigment is 5 g.

（実施例６）
実施例５の混合物を幅４０ｃｍ奥行き３０ｃｍ高さ５ｃｍの型枠で常法に従って締め固め、室温（２０℃±２℃）で７日間室内養生を行った後、型枠から外し、水中養生を２１日間した後、実施例６の試験体を得た。 (Example 6)
The mixture of Example 5 was compacted according to a conventional method with a mold having a width of 40 cm, a depth of 30 cm, and a height of 5 cm, and subjected to indoor curing at room temperature (20 ° C. ± 2 ° C.) for 7 days. After a day, the test body of Example 6 was obtained.

得られた実施例６の試験体について、図１に示す現場透水量試験器を用いて透水量を測定した。図１は現場透水量試験器の模式断面図である。図１中、１は試験体の透水量を測定する現場透水量試験器、２は各々の実施例及び比較例で作製した試験体に取り外し自在に配置される現場透水量試験器の底板である。底板２の中の流路は上面から下面に向けて直径８ｍｍの孔を備え下面から１５ｍｍの位置を直径８ｍｍの切頭円錐の頂部として下向きに広がる切頭円錐の様な形状の穴を有している。下面における開口の直径は１５０ｍｍである。このような形状を備えることで水の流れが阻害されることなく正確な透水量を測定することができる。３は透水面積を確保しつつ底板２と透水性舗装組成物の隙間からの水漏れを防止するために底板２の外周に付着された水漏れ防止材、４は底板２と透水性舗装組成物をドーナツ状の重りで外周を質量によって固定するための現場透水量試験器固定具、５は現場透水量試験器１から試験体の透水性を確認するための水の流路の開閉を行うバルブ、６は後述する筒部７を底板２に固定する固定部、７は固定部６によって支持され底部にバルブ５を備えた筒部、８は筒部７に供給された水、Ｘ₁は筒部７の底板２の下面から６００ｍｍの位置にマーキングされた測定開始位置、Ｘ₂は測定開始位置Ｘ₁から筒部７の内容積４００ｍＬ分下の位置にマーキングされた測定終了位置である。測定は、現場透水量試験器１の底板２の下面に実施例５の試験体を配置しバルブ５を閉じた後、水を筒部７の上端付近まで注入し、バルブ５を一気に全開にし、筒部５内の水位がＸ₁からＸ₂まで低下する経過時間（秒）をストップウォッチで０．１秒単位まで測定した。測定は４回繰り返し行って透水量を測定した。透水量の測定には現場透水試験器（フリージアマクロス株式会社製：ＴＲ−３２８）を用いて測定した。結果を（表３）に示す。 About the obtained test body of Example 6, the water permeability was measured using the on-site water permeability tester shown in FIG. FIG. 1 is a schematic cross-sectional view of an on-site water permeability tester. In FIG. 1, 1 is an in-situ water permeability tester for measuring the permeation rate of the test body, and 2 is a bottom plate of the in-situ water permeability tester that is detachably disposed on the test body prepared in each of the examples and comparative examples. . The flow path in the bottom plate 2 has a hole with a diameter of 8 mm from the upper surface to the lower surface, and a hole having a shape like a truncated cone that extends downward at a position 15 mm from the lower surface as the top of the truncated cone with a diameter of 8 mm. ing. The diameter of the opening on the lower surface is 150 mm. By providing such a shape, it is possible to measure an accurate water permeability without hindering the flow of water. 3 is a water leakage prevention material attached to the outer periphery of the bottom plate 2 to prevent water leakage from the gap between the bottom plate 2 and the water permeable pavement composition while securing a water permeable area, and 4 is the bottom plate 2 and the water permeable pavement composition. An in-situ water permeability tester fixture for fixing the outer periphery with a donut-shaped weight by a mass, 5 is a valve for opening and closing the water flow path for confirming the permeability of the test body from the in-situ water permeability tester 1 fixing portion for fixing the cylindrical portion 7 to be described later to the bottom plate 2 is 6, the cylindrical portion having a valve 5 in the bottom is supported by the fixed part 6 7, water 8 supplied to the cylinder portion 7, X ₁ is cylindrical A measurement start position marked at a position of 600 mm from the lower surface of the bottom plate 2 of the part 7, X ₂ is a measurement end position marked at a position 400 ml below the internal volume of the cylindrical part 7 from the measurement start position X ₁ . For the measurement, after placing the test body of Example 5 on the lower surface of the bottom plate 2 of the in-situ water permeability tester 1 and closing the valve 5, water was injected to the vicinity of the upper end of the cylindrical portion 7, and the valve 5 was fully opened at once. The elapsed time (seconds) during which the water level in the cylinder part 5 decreased from X ₁ to X ₂ was measured with a stopwatch to the nearest 0.1 second. The measurement was repeated 4 times to measure the water permeability. The water permeability was measured using an on-site water permeability tester (manufactured by Freedia Macros Co., Ltd .: TR-328). The results are shown in (Table 3).

（実施例７）
実施例５の混合物を平均直径５ｃｍ、高さ１０ｃｍの柱状の型枠で常法に従って締め固め、室温（２０℃±２℃）で７日間室温養生した後、型枠から外し、水中養生を２１日間した後、実施例７の試験体を得た。
得られた実施例７の試験体の吸水性を確認するために、この試験体を水深さ１ｃｍの水の中に３０分間浸漬させ、水を吸収した高さ（水を含み試験体の湿っている高さ）を測定した。結果を（表４）に示す。 (Example 7)
The mixture of Example 5 was compacted in a columnar mold having an average diameter of 5 cm and a height of 10 cm according to a conventional method. After curing at room temperature for 7 days at room temperature (20 ° C. ± 2 ° C.), the mixture was removed from the mold and cured under water. After 7 days, the test body of Example 7 was obtained.
In order to confirm the water absorption of the obtained specimen of Example 7, this specimen was immersed in water having a depth of 1 cm for 30 minutes, and the height at which the water was absorbed (wet the specimen including water) Height). The results are shown in (Table 4).

得られた実施例７の試験体の乾燥性を確認するために、この試験体を水深さ１５ｃｍの水の中に３時間水没させ、取出したのち２４時間放置した時の保水高さ（水を含み試験体の湿っている高さ）を測定した。結果を図２及び（表４）及に示す。 In order to confirm the drying property of the obtained specimen of Example 7, the specimen was submerged in water having a depth of 15 cm for 3 hours, taken out and left for 24 hours, and then the water retention height (water was removed). The wet height of the test specimen was measured. The results are shown in FIG. 2 and (Table 4).

（実施例８）
細骨材として、株式会社環境施設の再生砂を準備し、粗骨材として、有限会社カケウマ産業製の山砂２号砂を各々準備し、粗骨材：細骨材＝８：２の質量比となるよう混合し、骨材とした。この骨材中粒径１．２ｍｍ以上の粒子は８８質量％であり、粒径１．２未満の粒子は１２質量％であった。この骨材を用いた以外は実施例５と同様の方法で実施例８の混合物を得た。 (Example 8)
Recycled sand from environmental facilities, etc. was prepared as fine aggregate, and Yamasago sand No. 2 made by Kakeuma Sangyo Co., Ltd. was prepared as coarse aggregate. Mass of coarse aggregate: fine aggregate = 8: 2. The mixture was mixed to obtain a ratio to obtain an aggregate. Particles having a particle size of 1.2 mm or more in the aggregate were 88% by mass, and particles having a particle size of less than 1.2 were 12% by mass. A mixture of Example 8 was obtained in the same manner as in Example 5 except that this aggregate was used.

（実施例９）
実施例８の混合物を用いた以外実施例６と同様の方法で実施例９の試験体を作製し、透水量を測定した。結果を（表３）に示す。 Example 9
A test body of Example 9 was prepared in the same manner as in Example 6 except that the mixture of Example 8 was used, and the water permeability was measured. The results are shown in (Table 3).

（実施例１０）
実施例８の混合物を用いた以外実施例７と同様の方法で実施例１０の試験体を作製し、吸水高さ（ｃｍ）と保水高さ（ｃｍ）を測定した。結果を（表４）に示す。 (Example 10)
A test body of Example 10 was prepared in the same manner as in Example 7 except that the mixture of Example 8 was used, and the water absorption height (cm) and water retention height (cm) were measured. The results are shown in (Table 4).

（実施例１１）
細骨材として、株式会社環境施設の再生砂を準備し、粗骨材として、有限会社カケウマ産業製の山砂２号砂を各々準備し、粗骨材：細骨材＝６５：３５の質量比となるよう混合し、骨材とした。この骨材中粒径１．２ｍｍ以上の粒子は７９質量％であり、粒径１．２未満の粒子は２１質量％であった。この骨材を用いた以外は実施例５と同様の方法で実施例１１の混合物を得た。 (Example 11)
Recycled sand from environmental facilities, etc. was prepared as fine aggregate, and Yamasago sand No.2 made by Kakeuma Sangyo Co., Ltd. was prepared as coarse aggregate. Mass of coarse aggregate: fine aggregate = 65: 35 The mixture was mixed to obtain a ratio to obtain an aggregate. In the aggregate, particles having a particle size of 1.2 mm or more were 79% by mass, and particles having a particle size of less than 1.2 were 21% by mass. A mixture of Example 11 was obtained in the same manner as in Example 5 except that this aggregate was used.

（実施例１２）
実施例１１の混合物を用いた以外実施例６と同様の方法で実施例１２の試験体を作製し、透水量を測定した。結果を（表３）に示す。 (Example 12)
A test body of Example 12 was prepared in the same manner as in Example 6 except that the mixture of Example 11 was used, and the water permeability was measured. The results are shown in (Table 3).

（実施例１３）
実施例１１の混合物を用いた以外実施例７と同様の方法で実施例１３の試験体を作製し、吸水高さ（ｃｍ）と保水高さ（ｃｍ）を測定した。結果を（表４）に示す。 (Example 13)
A test body of Example 13 was produced in the same manner as in Example 7 except that the mixture of Example 11 was used, and the water absorption height (cm) and water retention height (cm) were measured. The results are shown in (Table 4).

（実施例１４）
細骨材として、株式会社環境施設の再生砂を準備し、粗骨材として、有限会社カケウマ産業製の山砂２号砂を各々準備し、粗骨材：細骨材＝１：１の質量比となるよう混合し、骨材とした。この骨材中粒径１．２ｍｍ以上の粒子は７０質量％であり、粒径１．２未満の粒子は３０質量％であった。この骨材を用いた以外は実施例５と同様の方法で実施例１４の混合物を得た。 (Example 14)
Recycled sand from environmental facilities, etc. is prepared as fine aggregate, and Yamasanda No. 2 sand made by Kakeuma Sangyo Co., Ltd. is prepared as coarse aggregate. Mass of coarse aggregate: fine aggregate = 1: 1 The mixture was mixed to obtain a ratio to obtain an aggregate. Particles having a particle size of 1.2 mm or more in the aggregate were 70% by mass, and particles having a particle size of less than 1.2 were 30% by mass. A mixture of Example 14 was obtained in the same manner as in Example 5 except that this aggregate was used.

（実施例１５）
実施例１４の混合物を用いた以外実施例６と同様の方法で実施例１４の試験体を作製し、透水量を測定した。結果を（表３）に示す。 (Example 15)
A test body of Example 14 was prepared in the same manner as in Example 6 except that the mixture of Example 14 was used, and the water permeability was measured. The results are shown in (Table 3).

（実施例１６）
実施例１４の混合物を用いた以外実施例７と同様の方法で実施例１６の試験体を作製し、吸水高さ（ｃｍ）と保水高さ（ｃｍ）を測定した。結果を（表４）に示す。 (Example 16)
A test body of Example 16 was produced in the same manner as in Example 7 except that the mixture of Example 14 was used, and the water absorption height (cm) and water retention height (cm) were measured. The results are shown in (Table 4).

（実施例１７）
実施例１４の混合物を平均５ｃｍ、高さ１０ｃｍの柱状の型枠で常法に従って締め固め、室温（２０℃±２℃）で７日間室温養生した後、実施例１７の試験体を得た。
実施例１７の試験体を用いてＪＩＳＡ１２１６土の一軸圧縮試験方法に基づいて一軸圧縮強さを測定した。結果を（表５）に示す。 (Example 17)
The mixture of Example 14 was compacted in a conventional manner using a columnar mold having an average of 5 cm and a height of 10 cm, and after curing at room temperature (20 ° C. ± 2 ° C.) for 7 days, a test body of Example 17 was obtained.
Using the specimen of Example 17, the uniaxial compressive strength was measured based on the uniaxial compression test method of JIS A1216 soil. The results are shown in (Table 5).

（実施例１８）
細骨材として、株式会社環境施設の再生砂を準備し、粗骨材として、有限会社カケウマ産業製の山砂２号砂を各々準備し、粗骨材：細骨材＝４：６の質量比となるよう混合し、骨材とした。この骨材中粒径１．２ｍｍ以上の粒子は６４質量％であり、粒径１．２未満の粒子は３６質量％であった。この骨材を用いた以外は実施例５と同様の方法で実施例１８の混合物を得た。 (Example 18)
Recycled sand from environmental facilities, etc. is prepared as fine aggregate, and Yamasago sand No. 2 made by Kakeuma Sangyo Co., Ltd. is prepared as coarse aggregate. Mass of coarse aggregate: fine aggregate = 4: 6 The mixture was mixed to obtain a ratio to obtain an aggregate. Particles having a particle size of 1.2 mm or more in the aggregate were 64% by mass, and particles having a particle size of less than 1.2 were 36% by mass. A mixture of Example 18 was obtained in the same manner as in Example 5 except that this aggregate was used.

（実施例１９）
実施例１８の混合物を用いた以外実施例６と同様の方法で実施例１９の試験体を作製し、透水量を測定した。結果を（表３）に示す。 (Example 19)
A test body of Example 19 was prepared in the same manner as in Example 6 except that the mixture of Example 18 was used, and the water permeability was measured. The results are shown in (Table 3).

（実施例２０）
実施例１８の混合物を用いた以外実施例７と同様の方法で実施例２０の試験体を作製し、吸水高さ（ｃｍ）と保水高さ（ｃｍ）を測定した。結果を（表４）に示す。 (Example 20)
A test body of Example 20 was prepared in the same manner as in Example 7 except that the mixture of Example 18 was used, and the water absorption height (cm) and water retention height (cm) were measured. The results are shown in (Table 4).

（実施例２１）
細骨材として、株式会社環境施設の再生砂を準備し、粗骨材として、有限会社カケウマ産業製の山砂２号砂を各々準備し、粗骨材：細骨材＝３：７の質量比となるよう混合し、骨材とした。この骨材中粒径１．２ｍｍ以上の粒子は５８質量％であり、粒径１．２未満の粒子は４２質量％であった。この骨材を用いた以外は実施例５と同様の方法で実施例２１の混合物を得た。 (Example 21)
Recycled sand from environmental facilities, etc. was prepared as fine aggregate, and Yamasago sand No.2 made by Kakeuma Sangyo Co., Ltd. was prepared as coarse aggregate. Mass of coarse aggregate: fine aggregate = 3: 7 The mixture was mixed to obtain a ratio to obtain an aggregate. In the aggregate, particles having a particle size of 1.2 mm or more were 58% by mass, and particles having a particle size of less than 1.2 were 42% by mass. A mixture of Example 21 was obtained in the same manner as in Example 5 except that this aggregate was used.

（実施例２２）
実施例２１の混合物を用いた以外実施例７と同様の方法で実施例２２の試験体を作製し、吸水高さ（ｃｍ）と保水高さ（ｃｍ）を測定した。結果を（表４）に示す。 (Example 22)
A test body of Example 22 was prepared in the same manner as in Example 7 except that the mixture of Example 21 was used, and the water absorption height (cm) and water retention height (cm) were measured. The results are shown in (Table 4).

（実施例２３）
細骨材として、株式会社環境施設の再生砂を準備し、粗骨材として、有限会社カケウマ産業製の山砂２号砂を各々準備し、粗骨材：細骨材＝２：８の質量比となるよう混合し、骨材とした。この骨材中粒径１．２ｍｍ以上の粒子は５２質量％であり、粒径１．２未満の粒子は４８質量％であった。この骨材を用いた以外は実施例５と同様の方法で実施例２３の混合物を得た。 (Example 23)
Recycled sand from environmental facilities, etc. is prepared as fine aggregate, and Yamasago sand No. 2 made by Kakeuma Sangyo Co., Ltd. is prepared as coarse aggregate. Mass of coarse aggregate: fine aggregate = 2: 8 The mixture was mixed to obtain a ratio to obtain an aggregate. Particles having a particle size of 1.2 mm or more in the aggregate were 52% by mass, and particles having a particle size of less than 1.2 were 48% by mass. A mixture of Example 23 was obtained in the same manner as in Example 5 except that this aggregate was used.

（実施例２４）
実施例２３の混合物を用いた以外実施例７と同様の方法で実施例２４の試験体を作製し、吸水高さ（ｃｍ）と保水高さ（ｃｍ）を測定した。結果を（表４）に示す。 (Example 24)
A test body of Example 24 was prepared in the same manner as in Example 7 except that the mixture of Example 23 was used, and the water absorption height (cm) and water retention height (cm) were measured. The results are shown in (Table 4).

（比較例９）
細骨材として、株式会社環境施設の再生砂を準備し、粗骨材として、有限会社カケウマ産業製の山砂２号砂を各々準備し、粗骨材：細骨材＝１：９の質量比となるよう混合し、骨材とした。この骨材中粒径１．２ｍｍ以上の粒子は４６質量％であり、粒径１．２未満の粒子は５４質量％であった。この骨材を用いた以外は実施例５と同様の方法で比較例９の混合物を得た。 (Comparative Example 9)
Recycled sand from environmental facilities, etc., was prepared as fine aggregate, and Yamazago No.2 sand manufactured by Kakeuma Sangyo Co., Ltd. was prepared as coarse aggregate. Mass of coarse aggregate: fine aggregate = 1: 9 The mixture was mixed to obtain a ratio to obtain an aggregate. In the aggregate, particles having a particle size of 1.2 mm or more were 46% by mass, and particles having a particle size of less than 1.2 were 54% by mass. A mixture of Comparative Example 9 was obtained in the same manner as in Example 5 except that this aggregate was used.

（比較例１０）
比較例９の混合物を用いた以外実施例７と同様の方法で比較例１０の試験体を作製し、吸水高さ（ｃｍ）と保水高さ（ｃｍ）を測定した。結果を（表４）に示す。 (Comparative Example 10)
A test body of Comparative Example 10 was prepared in the same manner as in Example 7 except that the mixture of Comparative Example 9 was used, and the water absorption height (cm) and water retention height (cm) were measured. The results are shown in (Table 4).

（比較例１１）
細骨材として、株式会社環境施設の再生砂を用いた。この骨材中粒径１．２ｍｍ以上の粒子は４０質量％であり、粒径１．２未満の粒子は６０質量％であった。この骨材を用いた以外は実施例５と同様の方法で比較例１１の混合物を得た。 (Comparative Example 11)
Recycled sand from environmental facilities was used as the fine aggregate. Particles having a particle size of 1.2 mm or more in the aggregate were 40% by mass, and particles having a particle size of less than 1.2 were 60% by mass. A mixture of Comparative Example 11 was obtained in the same manner as in Example 5 except that this aggregate was used.

（比較例１２）
比較例１１の混合物を用いた以外は実施例１７と同様の方法で比較例１２の試験体を作製し、ＪＩＳＡ１２１６土の一軸圧縮試験方法に基づいて一軸圧縮強さを測定した。結果を（表５）に示す。 (Comparative Example 12)
A test body of Comparative Example 12 was prepared in the same manner as in Example 17 except that the mixture of Comparative Example 11 was used, and the uniaxial compression strength was measured based on the uniaxial compression test method of JIS A 1216 soil. The results are shown in (Table 5).

（比較例１３）
比較例１１の混合物を用いた以外は実施例７と同様の方法で比較例１３の試験体を作製し、吸水高さ（ｃｍ）と保水高さ（ｃｍ）を測定した。結果を（表４）に示す。 (Comparative Example 13)
A test body of Comparative Example 13 was prepared in the same manner as in Example 7 except that the mixture of Comparative Example 11 was used, and the water absorption height (cm) and water retention height (cm) were measured. The results are shown in (Table 4).

（実施例２５）
細骨材として、株式会社環境施設の再生砂を準備し、粗骨材として、有限会社カケウマ産業製の山砂２号砂を各々準備し、粗骨材：細骨材＝２５：７５の質量比となるよう混合し、骨材とした。この骨材中粒径１．２ｍｍ以上の粒子は４６質量％であり、粒径１．２未満の粒子は５４質量％であった。この骨材を用いて実施例５と同様の方法で実施例２５の混合物を得た。 (Example 25)
Recycled sand from environmental facilities, etc. is prepared as fine aggregate, and Yamasago No. 2 sand manufactured by Kakeuma Sangyo Co., Ltd. is prepared as coarse aggregate. Mass of coarse aggregate: fine aggregate = 25: 75 The mixture was mixed to obtain a ratio to obtain an aggregate. In the aggregate, particles having a particle size of 1.2 mm or more were 46% by mass, and particles having a particle size of less than 1.2 were 54% by mass. Using this aggregate, a mixture of Example 25 was obtained in the same manner as in Example 5.

（実施例２６）
実施例２５の混合物を用いた以外は実施例１７と同様の方法で実施例２６の試験体を作製し、ＪＩＳＡ１２１６土の一軸圧縮試験方法に基づいて一軸圧縮強さを測定した。結果を（表５）に示す。 (Example 26)
A test body of Example 26 was produced in the same manner as in Example 17 except that the mixture of Example 25 was used, and the uniaxial compression strength was measured based on the uniaxial compression test method of JIS A 1216 soil. The results are shown in (Table 5).

（表３）より、実施例６、実施例９、実施例１２、実施例１５、実施例１９のいずれの範囲においても優れた透水量を示すことが分かる。また、１．２ｍｍ未満の粒子の割合が増えるにつれ、透水性舗装の隙間を細かい粒子が埋め、空隙率が低下することで透水性が低下する傾向にあることがわかる。従来の透水性舗装としては、ポーラスアスファルト混合物を用いた舗装が一般的であり、ストレートアスファルトを用いた混合物を想定した場合、期待できる接着力とその持続性から、透水量が３００〜４００ｍｌ／１５秒程度となる。このため、「舗装設計施工指針（平成１８年版）」（公益社団法人日本道路協会編）では、歩道の浸透水量の目安を３００ｍｌ／１５秒）としており、実施例６、実施例９、実施例１２、実施例１５、実施例１９の試験体はいずれも３倍以上の優れた透水性を示すことがわかった。特に実施例６においては、目標値の４．６５倍もの優れた透水量を備えることがわかった。 (Table 3) shows that the water permeability which was excellent in any range of Example 6, Example 9, Example 12, Example 15, and Example 19 is shown. It can also be seen that as the proportion of particles less than 1.2 mm increases, fine particles fill the gaps in the water-permeable pavement and the porosity tends to decrease, resulting in a decrease in water permeability. As a conventional water-permeable pavement, a pavement using a porous asphalt mixture is generally used. When a mixture using a straight asphalt is assumed, the water permeability is 300 to 400 ml / 15 from the expected adhesive force and its durability. It will be about seconds. For this reason, the “Pavement Design and Construction Guidelines (2006 Edition)” (edited by the Japan Road Association) sets the amount of penetrating water on the sidewalk to 300 ml / 15 seconds). Example 6, Example 9, Example 12, it turned out that the test body of Example 15 and Example 19 shows the outstanding water permeability of 3 times or more. In particular, Example 6 was found to have an excellent water permeability of 4.65 times the target value.

図２は実施例７、実施例１０、実施例１３、実施例１６、実施例２０、実施例２２、実施例２４及び、比較例１０、及び比較例１３の骨材中の粒径１．２ｍｍ未満の粒子の割合（質量％）と保水高さ（ｃｍ）の関係を示すグラフである。
図２及び（表４）より、骨材中の１．２ｍｍ未満の粒径の粒子が増え、骨材中の１．２ｍｍ以上の粒径の粒子が減少するに従って吸水性が高くなる傾向があることが分かる。また、乾燥性の試験の保水高さ（ｃｍ）の結果から、実施例７、実施例１０、実施例１３、実施例１６、実施例２０、実施例２２、実施例２４及び、比較例１０、及び比較例１３から見てとれるように、骨材中の１．２ｍｍ未満の粒径の粒子が増え、骨材中の１．２ｍｍ以上の粒径の粒子が減少するに従って保水性が高くなる傾向があることが分かる。実施例２４の骨材中の１．２ｍｍ未満の粒径の粒子が４８質量％、骨材中の１．２ｍｍ以上の粒径の粒子の割合が５２質量％の場合を基準に、骨材中の１．２ｍｍ未満の粒径の粒子の割合が少なく、骨材中の１．２ｍｍ以上の粒径の粒子の割合多い場合、２４時間後には既に表面が乾いていることが確認できる。このことから、骨材中の１．２ｍｍ未満の粒径の粒子が４８質量％以下、骨材中の１．２ｍｍ以上の粒径の粒子の割合が５２質量％以上の時に、乾燥性に優れ、カビの発生が防げることがわかる。また、実施例２２の骨材中の１．２ｍｍ未満の粒径の粒子の割合が４２質量％以下、骨材中の１．２ｍｍ以上の粒径の粒子の割合が５８％以上の時に乾燥性に更に優れ、実施例１３の骨材中の１．２ｍｍ未満の粒径の粒子の割合が３０質量％未満で、骨材中の１．２ｍｍ以上の粒径の粒子の割合が７０質量％より多い時、特に優れた乾燥性を備えることが分かった。 FIG. 2 shows a particle size of 1.2 mm in the aggregates of Example 7, Example 10, Example 13, Example 16, Example 20, Example 22, Example 24, Comparative Example 10, and Comparative Example 13. It is a graph which shows the relationship between the ratio (mass%) of less than particle | grains, and water retention height (cm).
2 and (Table 4), the water absorption tends to increase as the particles having a particle size of less than 1.2 mm in the aggregate increase and the particles having a particle size of 1.2 mm or more in the aggregate decrease. I understand that. Moreover, from the result of the water retention height (cm) of the drying test, Example 7, Example 10, Example 13, Example 16, Example 20, Example 22, Example 24, and Comparative Example 10, As can be seen from Comparative Example 13, the particles having a particle diameter of less than 1.2 mm in the aggregate increase, and the water retention tends to increase as the particles having a particle diameter of 1.2 mm or more in the aggregate decrease. I understand that there is. Based on the case where the proportion of particles having a particle diameter of less than 1.2 mm in the aggregate of Example 24 is 48 mass% and the proportion of particles having a particle diameter of 1.2 mm or more in the aggregate is 52 mass%. When the ratio of particles having a particle diameter of less than 1.2 mm is small and the ratio of particles having a particle diameter of 1.2 mm or more in the aggregate is large, it can be confirmed that the surface is already dry after 24 hours. Therefore, when the proportion of particles having a particle size of less than 1.2 mm in the aggregate is 48% by mass or less and the proportion of particles having a particle size of 1.2 mm or more in the aggregate is 52% by mass or more, the drying property is excellent. It can be seen that mold can be prevented. In addition, when the ratio of particles having a particle size of less than 1.2 mm in the aggregate of Example 22 is 42% by mass or less, and the ratio of particles having a particle size of 1.2 mm or more in the aggregate is 58% or more, drying is performed. The proportion of particles having a particle size of less than 1.2 mm in the aggregate of Example 13 is less than 30% by mass, and the proportion of particles having a particle size of 1.2 mm or more in the aggregate is more than 70% by mass. In many cases, it was found to have particularly excellent drying properties.

（表５）より、一軸圧縮強さは、実施例２は４．６Ｎ／ｍｍ²、実施例１７は９．６Ｎ／ｍｍ²、実施例２６は６．５Ｎ／ｍｍ²、比較例１２は７．４Ｎ／ｍｍ²であった。一軸圧縮強さは骨材中の粒径１．２ｍｍ未満の割合が３０質量％の実施例１７の時が最も一軸圧縮強いことがわかる。これは、粒径が１．２ｍｍ以上の粒子の間に粒径が１．２ｍｍ未満の粒子が適度に入ることによって強度が増すことが分かる。細かい粒子の割合が多すぎると粒子径が１．２ｍｍ以上の粒子の間に入りきらず粒子径が１．２ｍｍ以上の粒子同士の間隔を広げることで１．２以上の粒子同士の接着を局所的に妨げてしまい一軸圧縮強さを弱くしているものと考えられる。また、比較例１２は一軸圧縮強さが強くなっているが、粒径が１．２ｍｍ未満のものが６０質量％以上と多くなることで、粒径が１．２ｍｍ以上のものが補強の役割を果たし強度が増加しているものと考えられる。このことから実施例２、実施例１７、実施例２６の範囲でいずれも４ｔ未満の管理用車両が通行できる３Ｎ／ｍｍ²を超えており、優れていることが分かった。 From (Table 5), uniaxial compressive strength, Example 2 4.6 N / mm ^2, Example 17 9.6N / mm ^2, Example 26 6.5 N / mm ^2, Comparative Example 12 7 4 N / mm ² . It can be seen that the uniaxial compressive strength is the most uniaxial compressive strength in Example 17 in which the proportion of the particle size in the aggregate less than 1.2 mm is 30% by mass. This indicates that the strength is increased by appropriately entering particles having a particle size of less than 1.2 mm between particles having a particle size of 1.2 mm or more. If the proportion of fine particles is too large, the particle size is not able to fit between particles having a diameter of 1.2 mm or more, and the adhesion between particles having a particle size of 1.2 mm or more is increased to locally bond the particles of 1.2 or more. It is thought that the uniaxial compression strength is weakened. Moreover, although the uniaxial compressive strength is strong in the comparative example 12, a thing with a particle size of 1.2 mm or more is a role of a reinforcement because a thing with a particle size of less than 1.2 mm increases with 60 mass% or more. It is considered that the strength has increased. From this, it was found that all of the ranges of Example 2, Example 17, and Example 26 exceeded 3 N / mm ² through which a management vehicle of less than 4 t can pass and were excellent.

図２及び（表３）及び（表４）より、骨材中の１．２ｍｍ未満の粒径の粒子が４８質量％、骨材中の１．２ｍｍ以上の粒径の粒子の割合が５２質量％の場合を基準に、骨材中の１．２ｍｍ未満の粒径の粒子の割合が少なく、骨材中の１．２ｍｍ以上の粒径の粒子の割合多い場合に乾燥性に優れ、骨材中の１．２ｍｍ以上の粒径の粒子の割合が７０質量％以上で、骨材中の１．２ｍｍ未満の粒径の粒子の割合が３０質量％以下にすることで、より優れた乾燥性を備えることが分かる。また（表５）より、１．２ｍｍ未満の粒径の粒子の割合が３０質量％までは一軸圧縮強さが増加しそれを超えると一軸圧縮強さは減少していく傾向にあるが、１．２ｍｍ未満の粒径の粒子の割合が４８質量％を超えても一軸圧縮強さは３Ｎ／ｍｍ²を以上あり優れた強度を備えていることが分かる。以上のように、それら各請求項に記載した作用・効果の記載からも分かるように、従来の透水性舗装よりも、高い透水性を備えるとともに、構造強度も充分に有しているので、カビ等の発生がなく、強度が強く舗装表面の顔料の剥がれ等が無く自然土壌の色合いを長期にわたって保つことができる透水性舗装を提供することができることがあきらかになった。 2 and (Table 3) and (Table 4), the proportion of particles having a particle size of less than 1.2 mm in the aggregate is 48 mass%, and the proportion of particles having a particle size of 1.2 mm or more in the aggregate is 52 mass. %, The ratio of particles with a particle size of less than 1.2 mm in the aggregate is small, and when the ratio of particles with a particle size of 1.2 mm or more in the aggregate is large, the dryness is excellent. The ratio of particles having a particle diameter of 1.2 mm or more in the particle is 70% by mass or more, and the ratio of particles having a particle diameter of less than 1.2 mm in the aggregate is 30% by mass or less. It can be seen that Further, from Table 5, the uniaxial compressive strength increases when the ratio of particles having a particle size of less than 1.2 mm is up to 30% by mass, and the uniaxial compressive strength tends to decrease when it exceeds 1%. It can be seen that even if the proportion of particles having a particle size of less than 2 mm exceeds 48 mass%, the uniaxial compressive strength is 3 N / mm ² or more and has excellent strength. As described above, as can be seen from the description of the actions and effects described in each of the claims, the mold has higher water permeability than the conventional water-permeable pavement and has sufficient structural strength. It has become clear that it is possible to provide a water-permeable pavement that can maintain the color of natural soil over a long period of time without the occurrence of such a problem, the strength is strong, and there is no peeling of the pigment on the pavement surface.

本発明は、自然土壌の風合いを有し、高い透水性を備えるとともに、構造強度も十分に有し、また、撥水性に優れるので、カビ等の発生が無く、景観を損なわない透水性舗装を提供することができる。
また、高い透水性を備え、表面から底部にかけて構造強度に斑のない透水性舗装を得ることができる施工方法を提供することができる。 The present invention has a natural soil texture, has high water permeability, has sufficient structural strength, and is excellent in water repellency. Can be provided.
In addition, it is possible to provide a construction method that can provide a water-permeable pavement having high water permeability and having no unevenness in structural strength from the surface to the bottom.

１現場透水量試験器
２底板
３水漏れ防止材
４現場透水量試験器固定具
５バルブ
６固定部
７筒部
８水
Ｘ₁ 測定開始位置
Ｘ₂ 測定終了位置 1 Site Permeability Tester 2 Bottom Plate 3 Water Leakage Prevention Material 4 Site Permeability Tester Fixture 5 Valve 6 Fixing 7 Tube 8 Water X ₁ Measurement Start Position X ₂ Measurement End Position

Claims

Containing 160 to 240 g of cement-based solidified material, 80 to 140 g of water, and 0.3 to 0.5 g of a cement hardening accelerator with respect to 1 L of aggregate, the aggregate contains sand. A water-permeable pavement characterized in that particles having a particle size of 1.2 mm or more are 52 to 95% by mass, and particles having a particle size of less than 1.2 mm are 5 to 48% by mass.

The water-permeable pavement according to claim 1, wherein the water absorption rate of the aggregate is 3% or less.

The water-permeable pavement according to claim 1 or 2, wherein the water permeability is 1.0 × 10 ^-2 cm / sec or more and the uniaxial compressive strength is 3 N / mm ² or more.

It is the construction method of the water-permeable pavement of any one of Claims 1 thru | or 3,
(A) ground leveling step of removing ground weeds and the like to be constructed and leveling, (b) watering step of watering until the water absorption amount of the ground is saturated, and (c) 160 to 240 g of the aggregate 1L. A kneading step of adding the cement-based solidifying material, 80 to 140 g of the water, and 0.3 to 0.5 g of the cement hardening accelerator, and stirring and kneading in a kneader to obtain a water-permeable pavement; (D) A laying step for spreading the water-permeable pavement material on the ground, and (e) a curing step for curing and solidifying the water-permeable pavement spread.