JP5254050B2 - Pavement repair method to prevent uplift and destruction due to roadbed expansion - Google Patents
Pavement repair method to prevent uplift and destruction due to roadbed expansion Download PDFInfo
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Description
本発明は、路盤材の膨張による***や破壊を生じる恐れがある舗装を、膨張による***や破壊の予防を目的として補修するための補修方法に関するものである。 The present invention relates to a repair method for repairing a pavement that may cause uplift and destruction due to expansion of a roadbed material for the purpose of preventing uplift and destruction due to expansion.
従来、道路舗装の路盤材としては、天然系の材料の他に、コンクリート廃材や鉄鋼スラグなどが用いられている。施工した路盤材に、遊離CaO、遊離MgO、或いはエトリンガイト(3CaO・Al2O3・3CaSO4・32H2O)鉱物を生成する成分が含まれていると、遊離CaOや遊離MgOによる水和物の生成、或いはエトリンガイトの生成によって路盤が膨張し、この膨張量が大きい場合には、路盤が***して舗装が***・破壊したり、舗装に隣接した構造物が破壊されるなどの問題を生じることがある。 Conventionally, as a roadbed material for road pavement, in addition to natural materials, concrete waste materials, steel slag, and the like have been used. Hydrate with free CaO or free MgO if the roadbed material contains free CaO, free MgO, or ettringite (3CaO ・ Al 2 O 3・ 3CaSO 4・ 32H 2 O) minerals The roadbed expands due to the generation of ettringite or ettringite. If this expansion is large, the roadbed rises and the pavement rises and breaks down, and the structure adjacent to the pavement is destroyed. Sometimes.
このような問題の予防策として、カッターにより舗装を路床まで切断して目地を形成するという対策も考えられるが、この方法では、路盤材が崩れて目地の一部を塞ぐため板状の目地材を用いることができない。また、粘弾性系の注入タイプの目地材は、路盤の膨張により圧縮されて舗装面にはみ出し、車両や歩行者の通行の障害となる。
したがって、上記のような問題に対して、従来では適切な予防策はなく、実際に舗装面に***や破壊(亀裂など)が発見された場合に、その異常部分を除去して舗装の再施工を行うといった補修が行われていた。
As a preventive measure for such a problem, a measure of cutting the pavement to the road floor with a cutter to form joints can be considered, but in this method, the roadbed material collapses and blocks part of the joints, so that plate-like joints are formed. The material cannot be used. Also, the viscoelastic injection type joint material is compressed by the expansion of the roadbed and protrudes to the pavement surface, which becomes an obstacle to the passage of vehicles and pedestrians.
Therefore, in the past, there were no appropriate preventive measures for the above problems. When bumps and breaks (cracks, etc.) were actually found on the pavement surface, the abnormal part was removed and the pavement was reconstructed. The repair such as performing was carried out.
本発明の目的は、以上のような従来技術の課題を解決し、膨張性がある路盤材を用いた舗装について、路盤材の膨張による***や破壊を適切に予防することができる舗装の補修方法を提供することにある。 The object of the present invention is to solve the problems of the prior art as described above, and for a pavement using an inflatable roadbed material, a method for repairing the pavement that can appropriately prevent uplift and destruction due to the expansion of the roadbed material. Is to provide.
上記課題を解決するための本発明は、以下を要旨とするものである。
[1]上層側から順に、アスファルトコンクリート層(A)、上層路盤(B)、下層路盤(C)を有し、下層路盤(C)が膨張性のある材料からなる舗装の補修方法であって、
舗装の一部を全層厚方向で除去し、この舗装除去部(G)内に舗装を再施工する際に、舗装除去部(G)内に、少なくとも下層路盤(C)の厚さに相当する厚さで、下層路盤(C)の膨張を吸収できる粒状材料を充填して下層路盤(c)とし、その上に上層路盤用の路盤材を充填して上層路盤(b)とし、その上にアスファルトコンクリートを充填してアスファルトコンクリート層(a)とし、
舗装除去部(G)内に再施工された前記舗装部分の等値換算厚TAGが、既設の舗装部分の等値換算厚TAに対して、TAG≧TAの関係を満足し、
舗装除去部(G)が、舗装面に対して並列状または格子状に設けられる溝(g)であり、該溝(g)の幅w G と設置間隔p(但し、隣接する溝(g)間の距離)を、路盤の水平方向での残存膨張量σ(但し、補修後に溝(g)幅方向で生じる膨張量)と下層路盤(c)を構成する前記粒状材料の膨張吸収量β(但し、溝(g)幅方向において吸収できる膨張量)に応じて、σ≦βとなるように決めることを特徴とする路盤膨張による***・破壊予防のための舗装の補修方法。
The present invention for solving the above problems is summarized as follows.
[1] An asphalt concrete layer (A), an upper layer roadbed (B), a lower layer roadbed (C) in order from the upper layer side, and the lower layer roadbed (C) is a repair method for pavement made of an expandable material. ,
When removing a part of the pavement in the entire layer thickness direction and reconstructing the pavement in this pavement removal part (G), at least the thickness of the lower roadbed (C) is equivalent in the pavement removal part (G) The lower layer roadbed (C) is filled with a granular material capable of absorbing the expansion of the lower layer roadbed (C) to form the lower layer roadbed (c), and the upper layer roadbed material is filled thereon to form the upper layer roadbed (b). Asphalt concrete layer is filled with asphalt concrete layer (a),
Iso converted thickness T AG of reapplication been the pavement in the pavement removing unit (G) is, relative equality in terms thickness T A of the pavement of the existing, satisfy the relationship of T AG ≧ T A,
The pavement removing portion (G) is a groove (g) provided in parallel or in a lattice shape with respect to the pavement surface, and the width w G of the groove (g) and the installation interval p (however, adjacent grooves (g) Distance) between the remaining expansion amount σ in the horizontal direction of the roadbed (however, the expansion amount generated in the width direction of the groove (g) after repair) and the expansion absorption amount β of the granular material constituting the lower layer roadbed (c) ( However, according to the groove (g) expansion amount that can be absorbed in the width direction), a pavement repairing method for preventing uplift / destruction caused by roadbed expansion is determined such that σ ≦ β .
[2]上記[1]の補修方法において、舗装除去部(G)内に、下層路盤(C)の厚さを超える厚さで、下層路盤(C)の膨張を吸収できる粒状材料を充填して下層路盤(c)とし、その上に上層路盤用の路盤材を充填して上層路盤(b)とし、その上にアスファルトコンクリートを充填してアスファルトコンクリート層(a)とすることを特徴とする路盤膨張による***・破壊予防のための舗装の補修方法。
[3]上記[1]または[2]の補修方法において、上層路盤(b)を構成する路盤材の少なくとも一部が、アスファルト安定処理材、セメント安定処理材、水硬性鉄鋼スラグ路盤材の中から選ばれる1種以上であることを特徴とする路盤膨張による***・破壊予防のための舗装の補修方法。
[2] In the repair method of [1] above, the pavement removal portion (G) is filled with a granular material capable of absorbing the expansion of the lower roadbed (C) with a thickness exceeding the thickness of the lower roadbed (C). The lower roadbed (c) is filled with a roadbed material for upper layer roadbed to form an upper layer roadbed (b), and asphalt concrete is filled thereon to form an asphalt concrete layer (a). Pavement repair method to prevent uplift and destruction due to roadbed expansion .
[3] In the repair method of [1] or [2] above, at least a part of the roadbed material constituting the upper roadbed (b) is an asphalt stabilizing material, a cement stabilizing material, or a hydraulic steel slag roadbed material. A method for repairing pavement for preventing uplift and destruction due to roadbed expansion , characterized by being at least one selected from
[4]上記[1]〜[3]のいずれかの補修方法において、下層路盤(c)を構成する粒状材料が非固結性の粒状材料であることを特徴とする路盤膨張による***・破壊予防のための舗装の補修方法。 [4] In the repair method according to any one of the above [1] to [3] , the granular material constituting the lower layer roadbed (c) is a non-consolidated granular material, and the uplift / destruction caused by the roadbed expansion Pavement repair method for prevention .
本発明の補修方法によれば、膨張性のある下層路盤(C)を含む舗装の一部を全層厚方向で除去することにより、下層路盤(C)の膨張によってそれまでに蓄積されてきたひずみ(膨張圧)が開放されるとともに、舗装除去部(G)内に再施工された下層路盤(c)が補修後の下層路盤(C)の膨張を吸収するので、下層路盤(C)の膨張による舗装の***・破壊などを適切に予防することができる。また、舗装除去部(G)内に再施工された舗装部分の等値換算厚TAGを、既設の舗装部分の等値換算厚TAに対してTAG≧TAとすることで、再施工された舗装部分の舗装性能を確保することができる。 According to the repair method of the present invention, by removing a part of the pavement including the expandable lower roadbed (C) in the entire layer thickness direction, it has been accumulated by the expansion of the lower roadbed (C). As the strain (expansion pressure) is released, the lower roadbed (c) reconstructed in the pavement removal part (G) absorbs the expansion of the lower roadbed (C) after repair, so the lower roadbed (C) It is possible to appropriately prevent pavement uplift and destruction due to expansion. Further, the equality in terms thickness T AG of reapplication pavement part in pavement removal unit (G), by a T AG ≧ T A relative equality in terms thickness T A of the pavement of the existing, re The pavement performance of the constructed pavement part can be ensured.
また、舗装除去部(G)内に、既設の下層路盤(C)の厚さを超える厚さで下層路盤(c)を再施工し、その上に上層路盤(b)とアスファルトコンクリート層(a)を順次再施工する補修方法では、厚い下層路盤(c)により、下層路盤(C)の水平方向での膨張が吸収されるだけでなく、下層路盤(C)の膨張圧による下層路盤(c)自体の垂直方向での膨張も抑えられ、路盤膨張による舗装の***や破壊をより確実に予防することができる。 Moreover, in the pavement removal part (G), the lower layer roadbed (c) is reconstructed with a thickness exceeding the thickness of the existing lower layer roadbed (C), and the upper layer roadbed (b) and the asphalt concrete layer (a ) In turn, the thicker lower roadbed (c) not only absorbs the expansion of the lower roadbed (C) in the horizontal direction but also lower layer roadbed (c) due to the expansion pressure of the lower roadbed (C). ) The vertical expansion of the pavement itself is also suppressed, and it is possible to more reliably prevent pavement uplift and destruction due to roadbed expansion.
本発明は、上層側から順に、アスファルトコンクリート層A、上層路盤B、下層路盤Cを有し、この下層路盤Cが膨張性のある材料からなる舗装の補修方法である。ここで、下層路盤Cを構成する膨張性のある材料とは、遊離CaO、遊離MgO、エトリンガイトを生成する成分などのような膨張原因成分を1種以上含むことにより、膨張性(膨張する性質)を有する材料(例えば、鉄鋼スラグ)のことである。 The present invention is an asphalt concrete layer A, an upper layer roadbed B, and a lower layer roadbed C in order from the upper layer side, and this lower layer roadbed C is a repair method for pavement made of an inflatable material. Here, the expansible material constituting the lower roadbed C includes expansibility (expanding property) by including one or more kinds of expansion-causing components such as free CaO, free MgO, and ettringite. (For example, steel slag).
本発明の補修方法では、舗装(アスファルトコンクリート層A、上層路盤Bおよび下層路盤C)の一部を全層厚方向で除去し、この舗装除去部G内に舗装を再施工する際に、舗装除去部G内に、少なくとも既設の下層路盤Cの厚さに相当する厚さで、下層路盤Cの膨張を吸収できる粒状材料(以下、説明の便宜上「粒状材料x」という)を充填して下層路盤cとし、その上に上層路盤用の路盤材を充填して上層路盤bとし、さらに、その上にアスファルトコンクリートを充填してアスファルトコンクリート層aとする。下層路盤Cを含む舗装の一部を全層厚方向で除去することにより、下層路盤Cの膨張によってそれまでに蓄積されてきたひずみ(膨張圧)が開放される。また、舗装除去部G内に、少なくとも既設の下層路盤Cの厚さに相当する厚さで再施工された下層路盤c(粒状材料xからなる下層路盤)は、補修後の下層路盤Cの膨張を吸収する。これにより、下層路盤Cの膨張による舗装の***・破壊などを適切に予防することができる。 In the repair method of the present invention, a part of the pavement (asphalt concrete layer A, upper layer subbase B, and lower layer subbase C) is removed in the entire layer thickness direction, and the pavement is reconstructed in the pavement removal portion G. The removal portion G is filled with a granular material (hereinafter referred to as “granular material x” for convenience of description) that can absorb the expansion of the lower layer subbase C at a thickness corresponding to at least the thickness of the existing lower subbase C. The roadbed c is filled with a roadbed material for upper layer roadbed to form an upper layer roadbed b, and further, asphalt concrete is filled thereon to form an asphalt concrete layer a. By removing a part of the pavement including the lower layer roadbed C in the entire layer thickness direction, the strain (expansion pressure) accumulated so far due to the expansion of the lower layer roadbed C is released. Further, the lower roadbed c (lower roadbed made of the granular material x) reconstructed in the pavement removal portion G at a thickness corresponding to at least the thickness of the existing lower roadbed C is the expansion of the lower roadbed C after repair. To absorb. Accordingly, it is possible to appropriately prevent the pavement from being raised or destroyed due to the expansion of the lower roadbed C.
本発明の補修方法において、舗装除去部Gは溝状に設けてもよいし、溝状ではなく特定の領域全体に設けるようにしてもよい。主に舗装の***・破壊を予防するために舗装の補修を行う場合には、通常、舗装除去部Gは溝状に設ければよい。これに対して、既に***・破壊が生じているような舗装の補修を行う場合には、通常、その***・破壊が生じている部分を含む領域の舗装の打ち換えを行うので、舗装除去部Gはそのような特定の領域全体に設けられる。
本発明の補修方法において、舗装除去部Gを溝状に設ける場合、この溝gを設ける形態は基本的に任意であるが、下層路盤Cの膨張を適切に吸収するという観点からは、舗装面に対して並列状または格子状に設けることが好ましい。また、溝gを格子状に設けることにより、路盤を小区画に分断できるので、下層路盤Cの膨張をより適切に吸収できるので好ましい。なお、溝gを並列状に設ける場合には、溝どうしが必ずしも平行でなくてもよい。また、溝gを格子状に設ける場合には、必ずしも碁盤目状でなくてもよい。したがって、格子状に区画された部分の大きさや形状が異なっていてもよく、また、区画された部分が正方形以外の形状であってもよい。また、溝gの幅や設置間隔などは、後述するように、下層路盤Cの水平方向での残存膨張量と粒状材料xの膨張吸収量などに応じて決めることが好ましい。
本発明の補修方法において、舗装除去部G内に再施工される下層路盤c、上層路盤b、アスファルトコンクリート層aは、それぞれ構成材料などが異なる複数層で構成してもよい。
In the repairing method of the present invention, the pavement removing portion G may be provided in a groove shape, or may be provided not in the groove shape but in a specific region. When pavement repair is performed mainly to prevent pavement uplift and destruction, the pavement removal portion G is usually provided in a groove shape. On the other hand, when repairing a pavement that has already undergone uplift / destruction, the pavement removal unit is usually replaced by replacing the pavement in the area that includes the uplift / destruction. G is provided throughout such a specific area.
In the repair method of the present invention, when the pavement removing portion G is provided in a groove shape, the form of providing the groove g is basically arbitrary, but from the viewpoint of appropriately absorbing the expansion of the lower roadbed C, the pavement surface. Are preferably arranged in parallel or in a grid. Moreover, since the roadbed can be divided into small sections by providing the grooves g in a lattice shape, it is preferable because the expansion of the lower layer roadbed C can be absorbed more appropriately. When the grooves g are provided in parallel, the grooves do not necessarily have to be parallel. Moreover, when providing the groove | channel g in a grid | lattice form, it does not necessarily need to be a grid shape. Therefore, the size and shape of the portion partitioned in a lattice shape may be different, and the partitioned portion may have a shape other than a square. Moreover, it is preferable to determine the width | variety of the groove | channel g, an installation space | interval, etc. according to the residual expansion amount in the horizontal direction of the lower layer roadbed C, the expansion absorption amount of the granular material x, etc. so that it may mention later.
In the repair method of the present invention, the lower roadbed c, the upper roadbed b, and the asphalt concrete layer a that are reconstructed in the pavement removing portion G may be formed of a plurality of layers having different constituent materials.
図1および図2に示す(イ)〜(ホ)は、本発明の補修方法の一実施形態を工程順に示したものである。本実施形態は、舗装除去部Gを溝状に設ける場合を示している。
図において、Dは路床、Cはこの路床D上に設けられる下層路盤、Bはこの下層路盤Cの上に設けられる上層路盤、Aはこの上層路盤Bの上に設けられるアスファルトコンクリート層であり、このアスファルトコンクリート層Aの上面が舗装面を構成している。前記下層路盤Cは、これを構成する路盤材(例えば、鉄鋼スラグ)が遊離CaO、遊離MgO、或いはエトリンガイトなどを生成する成分を含むことにより、膨張性(膨張する性質)を有する。一方、上層路盤Bは、舗装の***や破壊を招くような膨張を生じない路盤材(例えば、粒度調整砕石、粒度調整鉄鋼スラグなど)で構成される。
(A) to (e) shown in FIGS. 1 and 2 show an embodiment of the repair method of the present invention in the order of steps. This embodiment has shown the case where the pavement removal part G is provided in groove shape.
In the figure, D is a roadbed, C is a lower roadbed provided on the roadbed D, B is an upper roadbed provided on the lower roadbed C, and A is an asphalt concrete layer provided on the upper roadbed B. Yes, the upper surface of this asphalt concrete layer A constitutes a paved surface. The lower-layer roadbed C has an expansibility (expanding property) when a roadbed material (for example, steel slag) constituting the lower-layer roadbed C includes a component that generates free CaO, free MgO, ettringite, or the like. On the other hand, the upper-layer roadbed B is composed of a roadbed material (for example, particle size-adjusted crushed stone, particle size-adjusted steel slag, etc.) that does not cause expansion that causes the pavement to rise or break.
本実施形態では、まず最初に、図1(イ)に示すように、溝g(=舗装除去部G)を設ける部分のアスファルトコンクリート層Aをカッターで平行に切断1し、次いで図1(ロ)に示すように、その部分のアスファルトコンクリート層A0をバックホーなどで剥がして除去する。次いで、図1(ハ)に示すように、アスファルトコンクリート層A0を剥がした部分の上層路盤Bと下層路盤Cをバックホーなどの重機で略全層厚方向で溝状に掘削し、その部分の路盤材を除去することで溝gを形成する。この際、下層路盤Cが固結している場合には、最初にブレーカーなどで解砕した後、バックホーで路床Cに達するまで掘削する。なお、本実施形態では、施工の容易性の面から溝gの幅wG(例えば60cm)対してアスファルトコンクリート層A0の除去幅wB(例えば100cm)を大きくしてあるが、両者をほぼ同じ程度の幅にしてもよい。 In this embodiment, first, as shown in FIG. 1 (a), the portion of the asphalt concrete layer A in which the groove g (= pavement removal portion G) is provided is cut 1 in parallel with a cutter, and then FIG. as shown in) is removed by peeling the asphalt concrete layer a 0 of the portion backhoe or the like. Then, as shown in FIG. 1 (c), and drilling in a groove shape the base course B and lower roadbed C of the portion peeling off the asphalt concrete layer A 0 in almost the entire layer thickness direction in heavy machinery such as a backhoe, that part The groove g is formed by removing the roadbed material. At this time, if the lower roadbed C is consolidated, it is first crushed with a breaker or the like, and then excavated until reaching the roadbed C with a backhoe. In this embodiment, the removal width w B (for example, 100 cm) of the asphalt concrete layer A 0 is increased with respect to the width w G (for example, 60 cm) of the groove g from the viewpoint of ease of construction. The width may be the same.
このように舗装(アスファルトコンクリート層A、上層路盤Bおよび下層路盤C)を全層厚方向で溝状に除去して溝gを形成した後、この溝g内に、以下のようにして舗装を再施工する。
すなわち、図2(ニ)に示すように、溝g内に、下層路盤Cの厚さに相当する厚さで、補修後の下層路盤Cの膨張を吸収できる粒状材料x(路盤材)を充填して下層路盤cとし、さらに、その上に上層路盤用の路盤材を充填して上層路盤bとする。すなわち、この溝gの部分の路盤材の入れ替えを行う。
After the pavement (asphalt concrete layer A, upper roadbed B, and lower roadbed C) is removed in a groove shape in the entire thickness direction, a groove g is formed, and then the pavement is formed in the groove g as follows. Reconstruct.
That is, as shown in FIG. 2 (d), the groove g is filled with a granular material x (roadbed material) that can absorb the expansion of the lower roadbed C after the repair with a thickness corresponding to the thickness of the lower roadbed C. Then, a lower roadbed c is formed, and further, a roadbed material for an upper layer roadbed is filled thereon to obtain an upper layer roadbed b. That is, the roadbed material in the groove g is replaced.
下層路盤cを構成する粒状材料xは、膨張吸収の機能を持続して発揮できるようにするために、非固結性であることが好ましい。ここで、非固結性とは、遊離CaO、遊離MgOの水和反応や、エトリンガイトなどのC−A−H系水和物、C−S−H系水和物の生成によって固結しない性質を意味する。具体的には、JIS−A−5015に準拠した方法で、締め固めた後に測定される一軸圧縮強度が0.5N/mm2以下の粒状材料が好ましい。このような非固結性の粒状材料(路盤材)としては、天然砕石、コンクリート廃材、廃路盤材、レンガ廃材などが挙げられ、これらの中から選ばれる1種以上を用いることができる。一方、一般に鉄鋼スラグは、C−A−H系水和物、C−S−H系水和物などにより固結するため使用できない。 The granular material x constituting the lower roadbed c is preferably non-consolidating so that the expansion absorption function can be continuously exhibited. Here, the non-consolidating property means a property that does not solidify due to the hydration reaction of free CaO and free MgO, and the formation of C-A-H hydrate and C-S-H hydrate such as ettringite. Means. Specifically, a granular material having a uniaxial compressive strength of 0.5 N / mm 2 or less measured after compacting by a method based on JIS-A-5015 is preferable. Examples of such non-consolidating granular materials (roadbed materials) include natural crushed stone, concrete waste materials, waste roadbed materials, brick waste materials, and the like, and one or more selected from these materials can be used. On the other hand, generally steel slag cannot be used because it is consolidated by C-A-H hydrate, C-S-H hydrate and the like.
一方、上層路盤bを構成する路盤材は、既設の舗装と同じく、舗装の***や破壊を招くような膨張を生じない路盤材(例えば、粒度調整砕石、粒度調整鉄鋼スラグなど)であればよい。なお、上層路盤bの少なくとも一部を構成する路盤材として、後述するような、アスファルト安定処理材、セメント安定処理材、水硬性鉄鋼スラグ路盤材の中から選ばれる1種以上を用いてもよい。
なお、本実施形態の下層路盤cは、既設の下層路盤Cの厚さに相当する厚さで設けてあるが、後述するTAG≧TAの条件を満足すれば、下層路盤Cの厚さを超える厚さで設けてもよい。
次いで、図2(ホ)に示すように、上層路盤bの上にアスファルトコンクリートを充填してアスファルトコンクリート層aとし、これにより補修が完了する。このアスファルトコンクリート層aの再施工は、アスファルトコンクリートの引き均し、転圧など、常法に従って行えばよい。
On the other hand, the roadbed material constituting the upper layer roadbed b may be a roadbed material (for example, particle size-adjusted crushed stone, particle size-adjusted steel slag, etc.) that does not cause expansion that causes the pavement to rise or break, as with existing pavement. . In addition, as a roadbed material constituting at least a part of the upper layer roadbed b, one or more kinds selected from asphalt stabilization processing materials, cement stabilization processing materials, hydraulic steel slag roadbed materials as described later may be used. .
Incidentally, the lower roadbed c of the present embodiment, is provided with a thickness corresponding to the thickness of the existing underlying roadbed C, but if it satisfies the condition T AG ≧ T A to be described later, the lower subbase C thickness You may provide in thickness exceeding.
Next, as shown in FIG. 2 (e), asphalt concrete layer a is filled by filling asphalt concrete on upper layer roadbed b, thereby completing the repair. The re-construction of the asphalt concrete layer a may be performed according to ordinary methods such as leveling and rolling of asphalt concrete.
溝g内に舗装を再施工するに当たっては、その舗装性能を確保するために、溝g内に再施工された舗装部分(アスファルトコンクリート層a、上層路盤bおよび下層路盤c)の等値換算厚TAGが、既設の舗装部分(アスファルトコンクリートA、上層路盤Bおよび下層路盤C)の等値換算厚TAに対して、TAG≧TAの関係を満足する必要がある。
ここで、舗装の等値換算厚Tは、アスファルトコンクリート層(アスファルトコンクリート)の等値換算係数をα1、層厚をt1、上層路盤(路盤材)の等値換算係数をα2、層厚をt2、下層路盤(路盤材)の等値換算係数をα3、層厚をt3とした場合、T=(α1×t1)+(α2×t2)+(α3×t3)で求められる。よって、溝g内に再施工されたアスファルトコンクリート層aの等値換算係数をαa、層厚をta、上層路盤bの等値換算係数をαb、層厚をtb、下層路盤cの等値換算係数をαc、層厚をtcとし、既設の舗装のアスファルトコンクリート層Aの等値換算係数をαA、層厚をtA、上層路盤Bの等値換算係数をαB、層厚をtB、下層路盤Cの等値換算係数をαC、層厚をtCとした場合、(αa×ta)+(αb×tb)+(αc×tc)≧(αA×tA)+(αB×tB)+(αC×tC)の関係を満足する必要がある。
When reconstructing the pavement in the groove g, in order to ensure the pavement performance, the equivalent equivalent thickness of the pavement parts reconstructed in the groove g (asphalt concrete layer a, upper layer roadbed b and lower layer roadbed c) T AG is paved portion of the existing relative (asphalt concrete a, base course B and lower roadbed C) iso converted thickness T a, the need to satisfy a relation of T AG ≧ T a.
Here, the equivalent conversion thickness T of the pavement is α 1 , the equivalent conversion coefficient of the asphalt concrete layer (asphalt concrete), the layer thickness t 1 , the equivalent conversion coefficient of the upper roadbed (roadbed material) α 2 , layer the thickness t 2, the equality conversion factor underlying roadbed (roadbed) alpha 3, when the layer thickness was t 3, T = (α 1 × t 1) + (α 2 × t 2) + (α 3 Xt 3 ). Therefore, the equality conversion factor alpha a asphalt concrete layer a which is reapplied in the groove g, thickness of t a, equality conversion factor alpha b of base course b, and the layer thickness t b, the lower layer subgrade c Α c is the equivalent conversion factor of the layer, t c is the layer thickness, α A is the equivalent conversion factor of the asphalt concrete layer A of the existing pavement, t A is the layer thickness is t A , and the equivalent conversion factor of the upper roadbed B is α B When the layer thickness is t B , the equivalent conversion factor of the lower layer subbase C is α C , and the layer thickness is t C , (α a × t a ) + (α b × t b ) + (α c × t c ) ≧ (α A × t A ) + (α B × t B ) + (α C × t C ).
したがって、本実施形態において、例えば、溝g内に再施工された舗装部分のアスファルトコンクリート層aの等値換算係数αaおよび層厚ta、上層路盤bの等値換算係数αbおよび層厚tbを、既設の舗装部分と同じにする場合には、同じく再施工された下層路盤c(粒状材料x)の等値換算係数αcを、既設の下層路盤Cの等値換算係数αCと同じか、それよりも大きくする必要がある。このような本発明条件を満足する各層の等値換算係数αと層厚tの具体例を挙げると、以下のとおりである。
(i)既設の舗装部分
・アスファルトコンクリート層A=等値換算係数αA:1.0、層厚tA:10cm
・上層路盤B=等値換算係数αB:0.35、層厚tB:20cm
・下層路盤C=等値換算係数αC:0.25、層厚tC:20cm
(ii)溝g内に再施工された舗装部分
・アスファルトコンクリート層a=等値換算係数αA:1.0、層厚tA:10cm
・上層路盤b=等値換算係数αB:0.35、層厚tB:20cm
・下層路盤c(粒状材料x)=等値換算係数αC:0.25、層厚tC:20cm
Therefore, in this embodiment, for example, the equivalent conversion coefficient α a and the layer thickness t a of the asphalt concrete layer a of the pavement part reconstructed in the groove g, the equivalent conversion coefficient α b and the layer thickness of the upper roadbed b When t b is made the same as that of the existing pavement, the equivalent conversion coefficient α c of the reconstructed lower layer roadbed c (granular material x) is changed to the equivalent conversion coefficient αC of the existing lower layer roadbed C. Must be the same as or larger than Specific examples of the equivalent conversion coefficient α and the layer thickness t of each layer satisfying the conditions of the present invention are as follows.
(I) Existing pavement part ・ Asphalt concrete layer A = equivalent conversion coefficient α A : 1.0, layer thickness t A : 10 cm
-Upper layer roadbed B = equivalent value conversion coefficient α B : 0.35, layer thickness t B : 20 cm
Lower layer roadbed C = equivalent conversion coefficient α C : 0.25, layer thickness t C : 20 cm
(Ii) Pavement part reconstructed in the groove g Asphalt concrete layer a = equivalent conversion coefficient α A : 1.0, layer thickness t A : 10 cm
Upper layer roadbed b = equivalent conversion coefficient α B : 0.35, layer thickness t B : 20 cm
Lower layer roadbed c (granular material x) = equivalent conversion coefficient α C : 0.25, layer thickness t C : 20 cm
図3は、溝g内に、既設の下層路盤Cの厚さに相当する厚さで下層路盤cを再施工する場合の他の実施形態(補修完了後の状態)を示すものであり、溝g内に再施工された上層路盤bを、路盤材の種類が異なる2層の路盤層b1,b2により構成したものである。このような実施形態では、例えば、既設の上層路盤Bの等値換算係数αBが比較的高いような場合には、必要な等値換算厚TAG(≧TA)を確保するために、下側の路盤層b2を通常の上層路盤用の路盤材で構成し、上側の路盤層b1を、後述するような、アスファルト安定処理材、セメント安定処理材、水硬性鉄鋼スラグ路盤材の中から選ばれる1種以上で構成してもよい。
また、下層路盤cについても、粒状材料xの種類が異なる2層以上の路盤層で構成してもよい。
FIG. 3 shows another embodiment (the state after repair is completed) in the case where the lower layer subbase c is reconstructed in the groove g with a thickness corresponding to the thickness of the existing lower subbase C. The upper roadbed b reconstructed in g is composed of two roadbed layers b1 and b2 with different types of roadbed materials. In such embodiments, for example, when equality conversion factor alpha B of existing base course B is relatively high, such as, in order to ensure the necessary equality converted thickness T AG (≧ T A), The lower roadbed layer b2 is composed of a normal roadbed material for the upper roadbed, and the upper roadbed layer b1 is selected from among asphalt stabilizing material, cement stabilizing material, hydraulic steel slag roadbed material as described later. You may comprise 1 or more types chosen.
Also, the lower layer roadbed c may be composed of two or more roadbed layers with different types of granular material x.
本発明の特に好ましい実施形態では、溝g内に舗装を再施工する際に、溝g内に、既設の下層路盤Cの厚さを超える厚さで、下層路盤Cの膨張を吸収できる粒状材料xを充填して下層路盤cとし、その上に上層路盤用の路盤材を充填して上層路盤bとし、その上にアスファルトコンクリートを充填してアスファルトコンクリート層aとする。このように、膨張を吸収できる粒状材料xによる下層路盤cを既設の下層路盤Cよりも厚く設けた場合には、この厚い下層路盤cにより、下層路盤Cの水平方向での膨張が吸収されるだけでなく、下層路盤Cの膨張圧による下層路盤c自体の垂直方向での膨張も抑えられ、路盤膨張による舗装の***や破壊をより確実に予防できる。 In a particularly preferred embodiment of the present invention, when reconstructing the pavement in the groove g, a granular material capable of absorbing the expansion of the lower layer roadbed C with a thickness exceeding the thickness of the existing lower layer roadbed C in the groove g. Fill with x to make the lower roadbed c, fill it with the roadbed material for the upper roadbed to make the upper roadbed b, and fill it with asphalt concrete to make the asphalt concrete layer a. Thus, when the lower layer roadbed c made of the granular material x capable of absorbing expansion is provided thicker than the existing lower layer roadbed C, the expansion of the lower layer roadbed C in the horizontal direction is absorbed by the thick lower layer roadbed c. In addition, the expansion of the lower layer roadbed c itself in the vertical direction due to the expansion pressure of the lower layer roadbed C can be suppressed, and the pavement uplift and destruction due to the roadbed expansion can be more reliably prevented.
ここで、下層路盤cを構成する粒状材料xは、総じて等値換算係数αが低いので、下層路盤cを厚くしても必要な等値換算厚TAG(≧TA)が確保されるようにするため、上層路盤b(上層路盤材)の等値換算係数αを高くする必要がある。このため、上層路盤bを構成する路盤材は、アスファルト安定処理材、セメント安定処理材、水硬性鉄鋼スラグ路盤材の中から選ばれる1種以上とすることが好ましい。アスファルト安定処理材は、路盤材またはこれに補足材料を加えたものに適量のアスファルトを加えたものある。また、セメント安定処理材は、路盤材またはこれに補足材料を加えたものに適量のセメントを加えたものある。また、水硬性鉄鋼スラグ路盤材は、高炉徐冷スラグ、転炉スラグ、高炉水砕スラグなどの鉄鋼スラグの1種または2種以上からなるもので、JIS−A5015に規定される路盤材である。また、アスファルト安定処理材やセメント安定処理材は、防水性にも優れている。一般にこれら材料の等値換算係数αは0.55〜0.80程度であり、下層路盤cを構成する粒状材料xの等値換算係数αが0.20〜0.25程度であるのに較べてかなり高い。 Here, the particulate material x constituting the lower layer subgrade c since generally such value conversion factor α is low, so that the lower subbase c a thickened equality also necessary conversion thickness T AG (≧ T A) is ensured Therefore, it is necessary to increase the equivalent conversion coefficient α of the upper layer roadbed b (upper layer roadbed material). For this reason, it is preferable that the roadbed material constituting the upper layer roadbed b is at least one selected from among asphalt stabilizing material, cement stabilizing material, and hydraulic steel slag roadbed material. The asphalt stabilizing treatment material is obtained by adding an appropriate amount of asphalt to a roadbed material or a supplemental material added thereto. Further, the cement stabilizing material is a roadbed material or a material obtained by adding a supplementary material to the roadbed material or an appropriate amount of cement. The hydraulic steel slag roadbed material is composed of one or more types of steel slag such as blast furnace slow-cooled slag, converter slag, blast furnace granulated slag, and is a roadbed material defined in JIS-A5015. . Moreover, the asphalt stabilization processing material and the cement stabilization processing material are excellent also in waterproofness. In general, the equivalent value conversion coefficient α of these materials is about 0.55 to 0.80, compared to the equivalent value conversion coefficient α of the granular material x constituting the lower roadbed c being about 0.20 to 0.25. It is quite expensive.
図4(i),(ii)は、以上のような補修方法の一実施形態を工程順(一部の工程)に示したものである。本実施形態は、溝gを設けるまでの工程は図1の図(イ)〜(ハ)と同様であるが、溝g内に舗装を再施工する際に、図4(i)に示すように、溝g内に、既設の下層路盤Cの厚さを超える厚さで、下層路盤Cの膨張を吸収できる粒状材料xを充填して下層路盤cとし、その上に上層路盤用の路盤材を充填して上層路盤bとする。その後、図4(ii)に示すように、上層路盤bの上にアスファルトコンクリートを充填してアスファルトコンクリート層aとする。上述したように、この実施形態では、上層路盤bを構成する路盤材は、アスファルト安定処理材、セメント安定処理材、水硬性鉄鋼スラグ路盤材の中から選ばれる1種以上とすることが好ましい。
ここで、水平方向および垂直方向の膨張を確実に吸収するという観点からは、上層路盤bの等値換算係数αbと下層路盤cの等値換算係数αcに応じて、TAG≧TAの関係を満足する限度で、なるべく下層路盤cの厚さを厚くした方が好ましい。
4 (i) and 4 (ii) show an embodiment of the repair method as described above in order of steps (partial steps). In the present embodiment, the process until the groove g is provided is the same as that shown in FIGS. 1A to 1C in FIG. 1, but when the pavement is reconstructed in the groove g, as shown in FIG. In addition, the groove g is filled with a granular material x capable of absorbing the expansion of the lower layer roadbed C with a thickness exceeding the thickness of the existing lower layer roadbed C, thereby forming the lower layer roadbed c, and the roadbed material for the upper layer roadbed thereon. To make the upper layer roadbed b. Thereafter, as shown in FIG. 4 (ii), asphalt concrete layer a is formed by filling asphalt concrete on upper layer roadbed b. As described above, in this embodiment, the roadbed material constituting the upper layer roadbed b is preferably one or more selected from among asphalt stabilizing material, cement stabilizing material, and hydraulic steel slag roadbed material.
Here, from the viewpoint of reliably absorb expansion in the horizontal direction and the vertical direction, depending on the equality conversion factor alpha c equality conversion factor alpha b and the underlying roadbed c of base course b, T AG ≧ T A It is preferable to increase the thickness of the lower roadbed c as much as possible to the extent that satisfies the above relationship.
図4に示すような実施形態において、TAG≧TAを満足する各層の等値換算係数αと層厚tの具体例を挙げると、以下のとおりである。
(i)既設の舗装部分
・アスファルトコンクリート層A=等値換算係数αA:1.0、層厚tA:10cm
・上層路盤B=等値換算係数αB:0.55、層厚tB:20cm
・下層路盤C=等値換算係数αC:0.25、層厚tC:20cm
(ii)溝g内に再施工された舗装部分
・アスファルトコンクリート層a=等値換算係数αA:1.0、層厚tA:10cm
・上層路盤b(アスファルト安定処理材)=等値換算係数αB:0.80、層厚tB:12cm
・下層路盤c(粒状材料x)=等値換算係数αC:0.25、層厚tC:28cm
In the embodiment as shown in FIG. 4, a specific example of the T AG ≧ T iso conversion coefficient of each layer satisfies A alpha and the layer thickness t, as follows.
(I) Existing pavement part ・ Asphalt concrete layer A = equivalent conversion coefficient α A : 1.0, layer thickness t A : 10 cm
-Upper layer roadbed B = equivalent value conversion coefficient α B : 0.55, layer thickness t B : 20 cm
Lower layer roadbed C = equivalent conversion coefficient α C : 0.25, layer thickness t C : 20 cm
(Ii) Pavement part reconstructed in the groove g Asphalt concrete layer a = equivalent conversion coefficient α A : 1.0, layer thickness t A : 10 cm
-Upper layer roadbed b (asphalt stabilizing material) = equivalent conversion coefficient α B : 0.80, layer thickness t B : 12 cm
Lower layer roadbed c (granular material x) = equivalent conversion coefficient α C : 0.25, layer thickness t C : 28 cm
図5は、舗装面に対する溝gの設置形態を例示したものであり、図5(イ)は溝gを並列状に設けたもの、図5(ロ)は溝gを格子状(この例では碁盤目状)に設けたものである。さきに述べたように、路盤の膨張を適切に吸収するという観点からは溝gは格子状に設けることが特に好ましいが、図5(イ)に示すような形態で、道路幅方向に沿った溝gを並列状に設ければ十分なこともある。
なお、さきに述べたように、図5(イ)の形態では、溝gどうしが必ずしも平行でなくてもよく、また、図5(ロ)の形態では、溝gで格子状に区画された部分の大きさや形状が異なっていてもよく、また、区画された部分が正方形以外の形状でもよい。
FIG. 5 exemplifies the installation form of the grooves g with respect to the pavement surface, FIG. 5 (a) shows the grooves g arranged in parallel, and FIG. 5 (b) shows the grooves g in a grid shape (in this example) It is provided in a grid pattern. As described above, the grooves g are particularly preferably provided in a lattice form from the viewpoint of appropriately absorbing the expansion of the roadbed, but in the form shown in FIG. It may be sufficient to provide the grooves g in parallel.
As described above, in the form of FIG. 5 (a), the grooves g do not necessarily have to be parallel, and in the form of FIG. 5 (b), the grooves g are partitioned in a lattice pattern. The size and shape of the portions may be different, and the partitioned portion may have a shape other than a square.
ここで、図5に示すような溝gの幅wGと設置間隔p(隣接する溝g間の距離)は、路盤の水平方向での残存膨張量σ(補修後に溝g幅方向で生じる膨張量)と下層路盤cを構成する粒状材料xの膨張吸収量β(溝g幅方向において吸収できる膨張量)に応じて、σ≦βとなるように決定することが好ましい。σ>βでは粒状材料xによる膨張吸収が間に合わず、***を生じる恐れがある。例えば、粒状材料xとして破壊ひずみが1.8%の路盤材を用いる場合、溝gの幅wGの1.8%に相当する下層路盤Cの膨張量を吸収することができ、溝gの幅wGを100cmとした場合には、膨張吸収量βは18mmとなる。一方、膨張性の下層路盤C(路盤材)の残存線膨張率(残留膨張ひずみ)は、膨張の原因となる路盤材の成分分析に基づいて計算することができ、仮に、残存線膨張率が0.2%であるとすると、残存膨張量σを18mm以下とするには、溝gの設置間隔pを約9m以下とすればよいことになる。一般には、このような観点から規定される溝gの幅wGは0.5〜1.5m程度、同じく溝gの設置間隔pは5〜20m程度となる。 Here, the width w G of the groove g and the installation interval p (distance between adjacent grooves g) as shown in FIG. 5 are the residual expansion amount σ in the horizontal direction of the roadbed (expansion occurring in the width direction of the groove g after repair). It is preferable that σ ≦ β be determined according to the amount) and the expansion absorption amount β (the expansion amount that can be absorbed in the width direction of the groove g) of the granular material x constituting the lower layer roadbed c. When σ> β, expansion absorption by the granular material x is not in time, and there is a risk of bulging. For example, when a roadbed material having a fracture strain of 1.8% is used as the granular material x, the expansion amount of the lower layer roadbed C corresponding to 1.8% of the width w G of the groove g can be absorbed. When the width w G is 100 cm, the expansion absorption amount β is 18 mm. On the other hand, the residual linear expansion coefficient (residual expansion strain) of the inflatable lower layer roadbed C (roadbed material) can be calculated based on the component analysis of the roadbed material that causes the expansion. If it is 0.2%, the installation interval p of the grooves g should be about 9 m or less in order to make the remaining expansion amount σ 18 mm or less. In general, the width w G of the groove g defined from such a viewpoint is about 0.5 to 1.5 m, and the installation interval p of the groove g is about 5 to 20 m.
既設の下層路盤Cの残存線膨張率は、例えば、遊離CaOの水和(Ca(OH)2の生成)が膨張の原因である場合には、下層路盤C中でのCa(OH)2生成可能量γ(mass%)(=遊離CaOの全量がCa(OH)2となった場合の生成量)、補修前のCa(OH)2生成量ρ(mass%)、Ca(OH)2生成1mass%当たりの膨張率ε(mass%)に基づき、残存線膨張率=(γ−ρ)×εにより求めることができる。また、粒状材料xの破壊ひずみは三軸試験により求めることができる。
図6に、粒状材料xとして破壊ひずみが1.8%の路盤材を用い、残存線膨張率が各々0.2%、0.3%、0.5%、1.0%である場合において、下層路盤Cの残存膨張量σと粒状材料xの膨張吸収量βがσ≦βを満足するための溝gの幅wGと設置間隔pの上限値との関係を示す。
Residual linear expansion coefficient of the underlying roadbed C of existing, for example, in the case hydration of free CaO (Ca (OH) 2 product) is the cause of expansion, Ca in the lower layer subgrade C (OH) 2 product Possible amount γ (mass%) (= production amount when the total amount of free CaO becomes Ca (OH) 2 ), Ca (OH) 2 production amount ρ (mass%), Ca (OH) 2 production before repair Based on the expansion coefficient ε (mass%) per mass%, the residual linear expansion coefficient = (γ−ρ) × ε can be obtained. Further, the fracture strain of the granular material x can be obtained by a triaxial test.
FIG. 6 shows a case where a roadbed material having a fracture strain of 1.8% is used as the granular material x, and the residual linear expansion coefficients are 0.2%, 0.3%, 0.5%, and 1.0%, respectively. The relationship between the remaining expansion amount σ of the lower roadbed C and the expansion w of the granular material x satisfying σ ≦ β and the width w G of the groove g and the upper limit of the installation interval p is shown.
本発明の補修方法において、舗装除去部Gを溝状ではなく、特定の領域全体に設け、その領域の舗装の打ち換えを行う場合についても、その補修内容や手順は図1〜図4に示した各実施形態と同様である。さきに述べたように、このような補修方法は、通常、既に***・破壊が生じているような舗装を打ち換えるために行う。
図7(イ)、(ロ)は、そのような補修方法における舗装除去部G(舗装打ち換え部)の形態を示すもので、図(i)は道路の平面図、図(ii)は縦断面図である。図において、eは***や破壊が生じた路面異常部である。この補修方法では、例えば、道路長手方向において、路面異常部e(図7(ロ)のように路面異常部eが比較的近接して複数存在する場合には、それらの路面異常部eからなる路面異常部群)を中心にその両側5mの領域全体を舗装除去部Gとし、その領域の舗装の打ち換えを行う。
In the repair method of the present invention, the pavement removal portion G is not formed in a groove shape, but is provided in the entire specific region, and the repair content and procedure are shown in FIGS. This is the same as each embodiment. As described above, such a repair method is usually performed to replace a pavement that has already been raised and destroyed.
FIGS. 7 (a) and 7 (b) show the form of the pavement removal part G (paving replacement part) in such a repair method. FIG. (I) is a plan view of the road, and FIG. (Ii) is a longitudinal section. FIG. In the figure, e is the road surface abnormal part where the bulge and destruction occurred. In this repair method, for example, when there are a plurality of road surface abnormal parts e in the longitudinal direction of the road, as shown in FIG. The
A,A0 アスファルトコンクリート層
B 上層路盤
C 下層路盤
D 路床
G 舗装除去部
a アスファルトコンクリート層
b 上層路盤
c 下層路盤
e 路面異常部
g 溝
1 切断部
A, A 0 Asphalt concrete layer B Upper roadbed C Lower roadbed D Roadbed G Pavement removal part a Asphalt concrete layer b Upper roadbed c Lower roadbed e Road surface abnormal
Claims (4)
舗装の一部を全層厚方向で除去し、この舗装除去部(G)内に舗装を再施工する際に、舗装除去部(G)内に、少なくとも下層路盤(C)の厚さに相当する厚さで、下層路盤(C)の膨張を吸収できる粒状材料を充填して下層路盤(c)とし、その上に上層路盤用の路盤材を充填して上層路盤(b)とし、その上にアスファルトコンクリートを充填してアスファルトコンクリート層(a)とし、
舗装除去部(G)内に再施工された前記舗装部分の等値換算厚TAGが、既設の舗装部分の等値換算厚TAに対して、TAG≧TAの関係を満足し、
舗装除去部(G)が、舗装面に対して並列状または格子状に設けられる溝(g)であり、該溝(g)の幅w G と設置間隔p(但し、隣接する溝(g)間の距離)を、路盤の水平方向での残存膨張量σ(但し、補修後に溝(g)幅方向で生じる膨張量)と下層路盤(c)を構成する前記粒状材料の膨張吸収量β(但し、溝(g)幅方向において吸収できる膨張量)に応じて、σ≦βとなるように決めることを特徴とする路盤膨張による***・破壊予防のための舗装の補修方法。 In order from the upper layer side, asphalt concrete layer (A), upper layer roadbed (B), lower layer roadbed (C), the lower layer roadbed (C) is a repair method for pavement made of an inflatable material,
When removing a part of the pavement in the entire layer thickness direction and reconstructing the pavement in this pavement removal part (G), at least the thickness of the lower roadbed (C) is equivalent in the pavement removal part (G) The lower layer roadbed (C) is filled with a granular material capable of absorbing the expansion of the lower layer roadbed (C) to form the lower layer roadbed (c), and the upper layer roadbed material is filled thereon to form the upper layer roadbed (b). Asphalt concrete layer is filled with asphalt concrete layer (a),
Iso converted thickness T AG of reapplication been the pavement in the pavement removing unit (G) is, relative equality in terms thickness T A of the pavement of the existing, satisfy the relationship of T AG ≧ T A,
The pavement removing portion (G) is a groove (g) provided in parallel or in a lattice shape with respect to the pavement surface, and the width w G of the groove (g) and the installation interval p (however, adjacent grooves (g) Distance) between the remaining expansion amount σ in the horizontal direction of the roadbed (however, the expansion amount generated in the width direction of the groove (g) after repair) and the expansion absorption amount β of the granular material constituting the lower layer roadbed (c) ( However, according to the groove (g) expansion amount that can be absorbed in the width direction), a pavement repairing method for preventing uplift / destruction caused by roadbed expansion is determined such that σ ≦ β .
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