JP4813348B2 - Back filling method for buried pipes - Google Patents

Back filling method for buried pipes Download PDF

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JP4813348B2
JP4813348B2 JP2006352437A JP2006352437A JP4813348B2 JP 4813348 B2 JP4813348 B2 JP 4813348B2 JP 2006352437 A JP2006352437 A JP 2006352437A JP 2006352437 A JP2006352437 A JP 2006352437A JP 4813348 B2 JP4813348 B2 JP 4813348B2
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ground
buried pipe
back surface
steel element
filling
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JP2008163597A (en
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宏幸 宮島
朝雄 吉田
宗一 秀島
昌 百瀬
善之 石田
啓介 半谷
禎 近藤
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Shimizu Corp
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Description

本発明は、道路下や軌道下などの地盤を非開削工法により掘削して、埋設管体を設置する際の埋設管体の背面充填方法に関する。   The present invention relates to a method for filling a back surface of a buried pipe when excavating ground such as under a road or under a track by a non-open cutting method and installing the buried pipe.

従来、軌道下などにおいて構造物を構築する場合に、軌道を移設することなく非開削工法によって施工する方法がある。この施工方法では、例えば断面矩形状をなす複数の埋設管体が軌道に対して直交する方向に埋設され、これらの埋設管体は構造物の構築領域の外周を囲うように連結して配置されている。そして、複数の埋設管体によって囲まれた内空部を掘削して構造物を構築する工法が、例えば特許文献１に提案されている。
特許文献１は、アンダーパス（構造物）の外殻部に設置される埋設管体の先端にスクリューオーガ（カッタ）を有する掘削装置を備え、そのカッタの回転と共に、掘削装置および埋設管体を牽引ジャッキで牽引しながら推進させるものである。つまり推進に伴って所定の長さをなす単体の埋設管を順次継ぎ足しながらその軸方向に延設し、さらに先行して設けられた埋設管体に隣接させて後続する埋設管体に沿わせるようにして設置することで構造物の外殻部を形成するものである。
特許第２９６６７６５号公報 Conventionally, when a structure is constructed under a track or the like, there is a method of construction by a non-cutting method without moving the track. In this construction method, for example, a plurality of buried pipes having a rectangular cross section are buried in a direction perpendicular to the track, and these buried pipes are connected and arranged so as to surround the outer periphery of the construction area of the structure. ing. And the construction method which excavates the inner space part enclosed by the some embedded pipe body and constructs | assembles a structure is proposed by patent document 1, for example.
Patent Document 1 includes a drilling device having a screw auger (cutter) at the tip of an embedded tube installed in an outer shell portion of an underpass (structure), and the drilling device and the embedded tube are moved along with the rotation of the cutter. It is propelled while towing with a towing jack. In other words, a single buried pipe having a predetermined length along with the propulsion is extended in the axial direction while being sequentially added, and further along the buried pipe that is adjacent to the preceding buried pipe. The outer shell portion of the structure is formed by installing in the manner described above.
Japanese Patent No. 2966765

しかしながら、地中に障害物や掘削装置による掘削が困難となる地盤が存在する場合には、スムーズな推進ができなくなり、人力掘削により施工する場合がある。その際、円滑な推進のために掘削される断面を埋設管体の断面より大きくすることがある。そのため、埋設した埋設管体と地盤との間に背面隙間が形成されることになる。この背面隙間への裏込め材を注入するタイミングは、挿入中（掘進中）の埋設管体側に裏込め材を流出させないようにするため、裏込め注入される対象の埋設管体に隣接される埋設管体を挿入設置させてから、対象とされる埋設管体に裏込め注入を行うタイミングが望ましい。例えば、埋設管体の設置完了から裏込め注入されるまでには、１日〜２日程度の時間を要する。したがって、裏込め注入されることなく背面隙間が存在する間は、地盤が沈下して上方の軌道に変位が発生するおそれがある。とくに軌道下の埋設管体までの土被りが１ｍ程度の低土被りの場合に、埋設管体と軌道との間の地盤の強度が不足していたり、走行する列車の振動により地盤が噴泥化することがあり、軌道への影響が大きくなる。そのため、これらの施工中には、列車の通行がない夜間の時間帯などに例えば作業日毎という頻度で軌道整備を行う必要があった。   However, when there are obstacles in the ground or ground where excavation by a drilling device is difficult, smooth propulsion is not possible and construction may be performed by manual excavation. In that case, the cross section excavated for smooth propulsion may be made larger than the cross section of the buried pipe body. Therefore, a back gap is formed between the buried pipe and the ground. The timing of injecting the backfill material into the back gap is adjacent to the buried tube to be backfilled in order to prevent the backfill material from flowing out to the buried tube side during insertion (during excavation). It is desirable to perform the backfill injection into the target buried pipe after inserting and installing the buried pipe. For example, it takes about 1 to 2 days from the completion of the installation of the buried pipe to the backfill injection. Therefore, while the back gap exists without being backfilled, the ground may sink and displacement may occur in the upper track. Especially when the soil covering up to the buried pipe under the track is about 1m, the ground is not strong enough between the buried pipe and the track, or the ground is swollen due to the vibration of the traveling train. And the impact on the trajectory will increase. Therefore, during these constructions, it was necessary to perform track maintenance at a frequency of, for example, every work day in a night time zone where there is no train traffic.

本発明は、上述する問題点に鑑みてなされたもので、軌道及び地盤への影響を抑制するための埋設管体の背面充填方法を提供することを目的とする。   This invention is made | formed in view of the problem mentioned above, and it aims at providing the back surface filling method of the buried pipe body for suppressing the influence on a track | orbit and the ground.

上記目的を達成するため、本発明に係る埋設管体の背面充填方法は、地盤に埋設管体を設置する際の埋設管体の背面充填方法であって、埋設管体を設置する前に、地盤の所定範囲に地盤改良体を施工する工程と、地盤改良体の一部を含む地盤において、少なくとも埋設管体の断面とその上方の一部に形成されてなる背面隙間との領域を掘削する工程と、上部の所定箇所に筒状袋を固定してなる埋設管体を、掘削した領域の底盤部に設置する工程と、掘削した領域に設置した埋設管体の筒状袋に充填材を充填して膨張させ、膨張した筒状袋を地盤に密着させて埋設管体の上方の地盤を支持する工程と、充填した筒状袋同士に挟まれた空隙に裏込め材を注入する工程とを備えていることを特徴としている。
本発明では、地盤改良体を含む地盤中に掘削した領域に埋設管体を設置した後、埋設管体と地盤との間の背面隙間において筒状袋に充填材を充填して膨張させることで、充填した筒状袋同士に挟まれた背面隙間に裏込め材を注入するまでの間、充填材で膨張させた筒状袋によって地盤を下方より支持することができ、地盤の沈下や軌道の変位を抑止することができる。 In order to achieve the above object, the back surface filling method of the buried pipe according to the present invention is a back surface filling method of the buried pipe when installing the buried pipe on the ground, and before the buried pipe is installed, Excavating at least the area between the section of the buried pipe and the back gap formed above it in the process of constructing the ground improvement body in a predetermined range of the ground and the ground including a part of the ground improvement body A step of installing a buried pipe formed by fixing a cylindrical bag at a predetermined position on the upper portion of the bottom plate of the excavated area; and a filler in the cylindrical bag of the buried pipe installed in the excavated area. Filling and inflating, contacting the expanded tubular bag in close contact with the ground and supporting the ground above the buried tubular body, and injecting a backfill material into the gap sandwiched between the filled tubular bags; and It is characterized by having.
In the present invention, after installing the buried pipe in the area excavated in the ground including the ground improvement body, the tubular bag is filled with the filler in the back gap between the buried pipe and the ground, and expanded. Until the backfilling material is injected into the back gap between the filled cylindrical bags, the ground can be supported from below by the tubular bag expanded with the filler, Displacement can be suppressed.

また、本発明に係る埋設管体の背面充填方法では、筒状袋は、埋設管体の軸方向に連続して設けられていることが好ましい。
本発明では、埋設管体と地盤との間において筒状袋に充填材が充填され、その筒状袋が地盤の下面に密着し、埋設管体の軸方向に連続する支点が形成され、高い支持力が確保される。また、この軸方向に連続する筒状袋は、筒状袋同士の間の背面隙間に注入される裏込め材を、この背面隙間より外方にほとんど流出させることなく所定範囲内で確実に注入することができる。 Moreover, in the back surface filling method of the buried pipe according to the present invention, the cylindrical bag is preferably provided continuously in the axial direction of the buried pipe.
In the present invention, the cylindrical bag is filled with a filler between the buried tube and the ground, the tubular bag is in close contact with the lower surface of the ground, and a fulcrum that is continuous in the axial direction of the buried tube is formed. Support force is secured. In addition, the cylindrical bag that is continuous in the axial direction reliably injects the backfill material injected into the back gap between the cylindrical bags within a predetermined range without almost flowing out of the back gap. can do.

また、本発明に係る埋設管体の背面充填方法では、筒状袋は、少なくとも埋設管体の上部両側に設けられていることが好ましい。
本発明では、隣接する埋設管体側への流出を避けて埋設管体の上部の範囲に限定して確実に裏込め材を注入することができる。 Moreover, in the back surface filling method of the buried pipe according to the present invention, it is preferable that the cylindrical bag is provided on at least both upper sides of the buried pipe.
In the present invention, it is possible to reliably inject the backfill material by limiting to the upper range of the buried pipe body while avoiding outflow to the adjacent buried pipe side.

また、本発明に係る埋設管体の背面充填方法では、充填材は、無収縮早強性のグラウト材であることが好ましい。
本発明では、充填材が早強性を有することから、筒状袋に充填材を充填した後の早い段階で膨張した筒状袋が地盤を下方から支持した状態となり、地盤を安定した状態で維持することができる。 Moreover, in the back surface filling method of the embedded pipe body according to the present invention, the filler is preferably a non-shrinking and strong grout material.
In the present invention, since the filler has early strength, the tubular bag expanded at an early stage after filling the tubular bag with the filler is in a state of supporting the ground from below, and the ground is in a stable state. Can be maintained.

また、本発明に係る埋設管体の背面充填方法では、筒状袋は、伸縮可能な材料であることが好ましい。
本発明では、筒状袋は、横方向、すなわち筒状袋の周方向への伸度が大きいことから、充填材が充填されて膨張したときに偏平状になり埋設管体と地盤との両者に対して確実に密着することができる。 Moreover, in the back surface filling method of the buried tubular body according to the present invention, the cylindrical bag is preferably made of a material that can be expanded and contracted.
In the present invention, the cylindrical bag has a large degree of elongation in the lateral direction, that is, in the circumferential direction of the cylindrical bag, so that when the filler is filled and expanded, it becomes flat and both the buried pipe and the ground It is possible to reliably adhere to the.

本発明の埋設管体の背面充填方法によれば、埋設管体の設置後に、埋設管体と地盤との間に形成される背面隙間において筒状袋に充填材を充填して膨張させることで、充填した筒状袋同士に挟まれた空隙に裏込め材を注入するまでの間、地盤を下方より支持することで地盤の沈下を防止できる。そのため、軌道及び地盤への影響が低減され、軌道の変位を抑止することができると共に、軌道整備の頻度を低減させることができる。   According to the back surface filling method of the buried pipe body of the present invention, after the buried pipe body is installed, the tubular bag is filled with the filler in the back gap formed between the buried pipe body and the ground and inflated. Until the backfilling material is injected into the gap between the filled cylindrical bags, the ground can be prevented from sinking by supporting the ground from below. Therefore, the influence on the track and the ground is reduced, the displacement of the track can be suppressed, and the frequency of track maintenance can be reduced.

以下、本発明の実施の形態による埋設管体の背面充填方法について、図１及び図４に基づいて説明する。
図１は本発明の実施の形態による軌道直下における構造物の施工状態を示す全体概要図、図２は地盤改良体と鋼製エレメントの配置状態を示す図、図３は鋼製エレメントの背面充填方法の施工状態を示す図、図４は鋼製エレメントに固定される筒状袋を示す図、図５（ａ）、（ｂ）は鋼製エレメントの背面充填方法を示す工程説明図、図６（ａ）、（ｂ）は図５（ｂ）に続く鋼製エレメントの背面充填方法を示す工程説明図である。 Hereinafter, the back surface filling method of the buried pipe according to the embodiment of the present invention will be described with reference to FIGS. 1 and 4.
FIG. 1 is an overall schematic diagram showing a construction state of a structure directly under a track according to an embodiment of the present invention, FIG. 2 is a diagram showing an arrangement state of a ground improvement body and steel elements, and FIG. 3 is a back surface filling of steel elements FIG. 4 is a diagram showing a construction state of the method, FIG. 4 is a diagram showing a cylindrical bag fixed to the steel element, FIGS. 5 (a) and 5 (b) are process explanatory views showing a back filling method of the steel element, FIG. (A), (b) is process explanatory drawing which shows the back surface filling method of the steel elements following FIG.5 (b).

図１に示すように、本実施の形態による埋設管体の背面充填方法は、軌道下に道路などの構造物１を構築して立体交差させる工事に適用されるものである。この構造物１は、軌道２０の下の地盤２中において、軌道２０に対して略直交する方向（図１の紙面に直交する方向）に断面視四角形状（例えば略１ｍ角の断面正方形状）をなす複数の鋼製エレメント１０Ａ、１０Ｂ、…（埋設管体）を埋設した構造をなしている。そして、本実施の形態では、軌道２０直下に埋設される鋼製エレメント１０Ａ、１０Ｂ、…までの土被りを略１ｍ程度の低土被りとする。なお、これら複数の鋼製エレメント１０Ａ、１０Ｂ、…は、必要に応じ、総称して符号１０で示す。   As shown in FIG. 1, the back surface filling method of the buried pipe according to the present embodiment is applied to a construction in which a structure 1 such as a road is built under a track and three-dimensionally crossed. This structure 1 has a quadrangular cross-sectional view (for example, a square shape having a cross section of about 1 m square) in a direction substantially orthogonal to the track 20 (a direction orthogonal to the paper surface of FIG. 1) in the ground 2 below the track 20. A plurality of steel elements 10A, 10B,... (Buried tube) are embedded. And in this Embodiment, the earth covering to steel elements 10A, 10B, ... embed | buried directly under the track 20 is made into a low earth covering of about 1 m. The plurality of steel elements 10A, 10B,... Are collectively indicated by reference numeral 10 as necessary.

先ず、本実施の形態による鋼製エレメント１０を構築する箇所における軌道２０と地盤２について説明する。
図２及び図３に示すように、軌道２０は、レール２１と、枕木２２と、これらを支持する道床バラスト２３とからなる。そして、道床バラスト２３は、後述する地盤改良体２Ａ上に設けられている。
地盤２は、鋼製エレメント１０の施工に先行して、軌道２０直下で構造物１の上端位置に配置される鋼製エレメント１０、１０、…にオーバーラップさせる程度の深さまで、路盤改良材に置換してなる地盤改良体２Ａが施工されている。路盤改良材としては、セメントと高炉スラグとを原料とした高支持力を有する路盤材などが用いられ、例えば特開２００４−３３９７８４号公報に記載されている透水性スラグモルタルを採用することができる。この路盤改良材は水砕スラグを主成分とし、初期強度や長期強度を安定させるための特殊固化材を配合して均一な強度を持たせるものである。
このように地盤改良体２Ａに置換しておくことで、鋼製エレメント１０の施工時は勿論、構造物１（図１参照）の完成後に列車の振動による噴泥化を防止することができ、軌道２０の安定化を図ることができる。 First, the track 20 and the ground 2 in a place where the steel element 10 according to the present embodiment is constructed will be described.
As shown in FIG.2 and FIG.3, the track | orbit 20 consists of the rail 21, the sleeper 22, and the roadbed ballast 23 which supports these. And the roadbed ballast 23 is provided on the ground improvement body 2A mentioned later.
Prior to the construction of the steel element 10, the ground 2 is used as a roadbed improvement material to a depth enough to overlap the steel elements 10, 10,... Arranged immediately below the track 20 at the upper end position of the structure 1. The ground improvement body 2A obtained by replacement is constructed. As the roadbed improvement material, a roadbed material having a high bearing capacity using cement and blast furnace slag as raw materials is used. For example, a water-permeable slag mortar described in JP-A-2004-339784 can be employed. . This roadbed improvement material is mainly composed of granulated slag, and is blended with a special solidifying material for stabilizing the initial strength and long-term strength to give uniform strength.
By replacing the ground improvement body 2A in this way, it is possible to prevent mud formation due to train vibration after the construction of the structure 1 (see FIG. 1) as well as the construction of the steel element 10. The track 20 can be stabilized.

また、図２に示すように、地盤改良体２Ａには、軌道２０に対して直交する方向にタイロッド３が挿通されている。このタイロッド３は、その両端３ａ、３ｂを介して緊張して地盤改良体２Ａを締め付けることによりプレストレスを導入した状態とするものである。そして、タイロッド３は、とくに図示はしないが軌道２０の延設方向に所定の間隔をもって複数設けられている。このように、地盤改良体２Ａに加えてタイロッド３を設けることで、さらなる地盤改良体２Ａの強度向上を図ることができる。   Further, as shown in FIG. 2, the tie rod 3 is inserted through the ground improvement body 2 </ b> A in a direction orthogonal to the track 20. The tie rod 3 is in a state in which prestress is introduced by tightening the ground improvement body 2A by tightening via both ends 3a and 3b. A plurality of tie rods 3 are provided at predetermined intervals in the extending direction of the track 20 although not particularly shown. Thus, by providing the tie rod 3 in addition to the ground improvement body 2A, the strength of the ground improvement body 2A can be further improved.

次に、構造物１を構成している鋼製エレメント１０Ａ、１０Ｂ、…の構成について説明する。
図１及び図２に示すように、鋼製エレメント１０は、複数の単体エレメントを延長方向に連結させて構築され、構造物１の構築領域（本実施の形態では矩形状）の外側を囲うように互いに隣接配置されている。
そして、図３に示すように、各鋼製エレメント１０は、断面視で角部に鋼製エレメント１０の軸方向に対して直角方向に力を伝達する嵌合継手１０ａ、１０ａ、…を備えている。横方向に隣接する鋼製エレメント１０、１０同士は、夫々の嵌合継手１０ａ、１０ａを嵌合させることで互いに連結されている（図４参照）。また、単体エレメントにおける軸方向への連結は、エレメント外殻部の内側角部に設けられた連結孔１０ｂ、１０ｂ、…に連結部材（図示省略）を挿通させることで連結されている。ここで、鋼製エレメント１０を埋設するための掘削領域は、断面視で鋼製エレメント１０（嵌合継手１０ａを含む）が設置可能な断面、及びその断面の上方の断面（すなわち背面隙間Ｓ）とされる。この背面隙間Ｓは、余掘り領域であって、本実施の形態では地盤改良体２Ａの領域の一部となっている。 Next, the structure of steel elements 10A, 10B,... Constituting the structure 1 will be described.
As shown in FIGS. 1 and 2, the steel element 10 is constructed by connecting a plurality of single elements in the extending direction so as to surround the outside of the construction region (rectangular shape in the present embodiment) of the structure 1. Are arranged adjacent to each other.
As shown in FIG. 3, each steel element 10 includes fitting joints 10a, 10a,... That transmit a force in a direction perpendicular to the axial direction of the steel element 10 at a corner when viewed in cross section. Yes. The steel elements 10 and 10 adjacent to each other in the lateral direction are connected to each other by fitting their fitting joints 10a and 10a (see FIG. 4). The single element is connected in the axial direction by inserting a connection member (not shown) through connection holes 10b, 10b,... Provided in the inner corners of the element outer shell. Here, the excavation region for embedding the steel element 10 includes a cross section in which the steel element 10 (including the fitting joint 10a) can be installed in a cross-sectional view, and a cross section above the cross section (that is, the back clearance S). It is said. This back surface gap S is an overexcavation region, and is a part of the region of the ground improvement body 2A in the present embodiment.

図３に示すように、鋼製エレメント１０の断面視で両上面側部１０ｃ、１０ｃには、鋼製エレメント１０の軸方向に延在してなる筒状袋３０、３０が固定されている。筒状袋３０は、鋼製エレメント１０の挿入時、又は鋼製エレメント１０の製作時において萎んだ状態で取り付けられている。なお、本実施の形態による筒状袋３０には、例えばポリエステル、ナイロンなど伸縮可能な材料が用いられ、とくに強度が大きく、止水効果の高い材料が使用されている。さらに具体的な筒状袋３０として、例えば「グラウトジャケット」（商標登録、繊維土木開発社製）などを採用することができる。このグラウトジャケットからなる筒状袋３０は、その周方向の延び量と筒状袋３０の外径寸法との比（伸度）が５０％以上を有し、同じく軸方向の延び量と筒状袋３０の長さ寸法との比（伸度）が３０％以下の伸度を有している。   As shown in FIG. 3, cylindrical bags 30, 30 extending in the axial direction of the steel element 10 are fixed to the upper surface side portions 10 c, 10 c in a cross-sectional view of the steel element 10. The cylindrical bag 30 is attached in a deflated state when the steel element 10 is inserted or when the steel element 10 is manufactured. For the cylindrical bag 30 according to the present embodiment, a stretchable material such as polyester or nylon is used, and a material having particularly high strength and a high water-stopping effect is used. Further, as a specific cylindrical bag 30, for example, “grouting jacket” (trademark registration, manufactured by Textile Civil Engineering Development Co., Ltd.) can be employed. The cylindrical bag 30 made of this grout jacket has a ratio (elongation) between the extension amount in the circumferential direction and the outer diameter of the cylindrical bag 30 of 50% or more. The ratio (elongation) with the length of the bag 30 is 30% or less.

そして、筒状袋３０は、鋼製エレメント１０が地盤２中に設置された後で、筒状袋３０の内部に無収縮モルタル３１を例えば筒状袋３０の軸方向一端側から充填させると、背面隙間Ｓ内で筒状袋３０が略円柱形状に膨張する構成となっている（図４参照）。なお、図３では、筒状袋３０の上面が地盤２の下面２ａに当接し、上下方向に潰れた偏平な状態となっている。ここで、本実施の形態では、筒状袋３０に充填される無収縮モルタル３１として、例えば圧縮強度が材齢１日で３０Ｎ／ｍｍ２程度となる無収縮早強性を有するグラウト材が使用されている。 And, after the steel bag 10 is installed in the ground 2, the cylindrical bag 30 is filled with the non-shrinkable mortar 31 in the cylindrical bag 30 from, for example, one axial end side of the cylindrical bag 30. The cylindrical bag 30 is configured to expand into a substantially cylindrical shape within the back gap S (see FIG. 4). In addition, in FIG. 3, the upper surface of the cylindrical bag 30 is in contact with the lower surface 2a of the ground 2 and is in a flat state crushed in the vertical direction. Here, in this embodiment, as the non-shrinking mortar 31 filled in the cylindrical bag 30, for example, a grout material having a non-shrinking early strength with a compressive strength of about 30 N / mm 2 at one day of material age is used. Has been.

次に、鋼製エレメントの背面充填方法の施工手順について、図４乃至図６などを参照しながら説明する。
ここで、図４は鋼製エレメント１０の背面充填の施工状態を示したものであり、図中右側に配置される鋼製エレメント１０Ａから順に符号１０Ｂ、１０Ｃの鋼製エレメントが施工され、符号Ｔ１の作業工程から順に符号Ｔ２、Ｔ３の作業工程が行なわれる。
図５（ａ）に示すように、予め施工されている地盤改良体２Ａを含む地盤２において、第１鋼製エレメント１０Ａを設置するための領域（掘削領域Ｒ１）を人力などによって掘削する。このとき、所定位置に設置される第１鋼製エレメント１０Ａの上方領域に位置する地盤改良体２Ａの一部（背面隙間Ｓ）が予め余掘りされる。なお、このときの余掘り量は、図３に示す嵌合継手１０ａの上端部から例えば約３ｃｍ程度上方の位置までの高さ寸法が目安とされている。また、鋼製エレメント１０の側部は、必要に応じて余掘りしてもよい。さらに、鋼製エレメント１０の少なくとも中央部の下方は決して余掘りせず、鋼製エレメント１０の下面付近までの掘削にとどめて底盤部２ｂを形成しておき、鋼製エレメント１０自体が沈下しないようにする。 Next, the construction procedure of the steel element back surface filling method will be described with reference to FIGS.
Here, FIG. 4 shows a construction state of the back surface filling of the steel element 10, and steel elements 10B and 10C are constructed in order from the steel element 10A arranged on the right side in the figure, and the symbol T1 The work steps T2 and T3 are sequentially performed from the work step.
As shown to Fig.5 (a), in the ground 2 containing the ground improvement body 2A constructed beforehand, the area | region (excavation area | region R1) for installing 10A of 1st steel elements is excavated by human power etc. As shown in FIG. At this time, a part of the ground improvement body 2A (back gap S) located in the upper region of the first steel element 10A installed at a predetermined position is dug in advance. In addition, the amount of surplus digging at this time is taken as a guide for the height dimension from the upper end of the fitting joint 10a shown in FIG. Moreover, you may dug the side part of the steel elements 10 as needed. Furthermore, at least the lower part of the center part of the steel element 10 is never dug up, and only the excavation to the vicinity of the lower surface of the steel element 10 is performed to form the bottom plate part 2b so that the steel element 10 itself does not sink. To.

次いで、図５（ｂ）に示すように、掘削領域Ｒ１の底盤部２ｂに第１鋼製エレメント１０Ａを設置する。ここで、鋼製エレメント１０の設置方法として、例えば鋼製エレメント１０を延設方向の始点側（例えば、図２において鋼製エレメント１０の紙面右側）から終点側（前記始点の反対側）に向けて掘削排土しながら挿入させる方法がある。この場合、予め終点側に牽引装置（図示省略）を設置しておき、その牽引装置により鋼製エレメント１０を牽引する。
この牽引装置を用いる方法についてさらに具体的に説明すると、第１鋼製エレメント１０Ａにおける各単体エレメントは、掘削領域Ｒ１の始点側から終点側に向けて牽引されるとともに、掘削領域Ｒの軸方向に押し込ませることで順次継ぎ足される。このとき、軸方向に連結される各単体エレメント同士は、連結孔１０ｂ（図３参照）に図示しない連結部材（ボルト等）を挿通させることで互いに連結される。なお、各単体エレメント同士は溶接で連結してもよい。
なお、挿入されるは、鋼製エレメント１０と地盤改良体２Ａとの間には余掘りによって背面隙間Ｓが形成されることから、鋼製エレメント１０を牽引する際の地盤改良体２Ａに対する摩擦が小さくなって抵抗を抑制することができることから、牽引し易くなっている。 Next, as shown in FIG. 5 (b), the first steel element 10 </ b> A is installed on the bottom plate portion 2 b of the excavation region R <b> 1. Here, as an installation method of the steel element 10, for example, the steel element 10 is directed from the start point side in the extending direction (for example, the right side of the paper surface of the steel element 10 in FIG. 2) to the end point side (opposite side of the start point). There is a method of inserting while excavating and excavating. In this case, a traction device (not shown) is installed in advance on the end point side, and the steel element 10 is pulled by the traction device.
The method of using this traction device will be described more specifically. Each single element in the first steel element 10A is pulled from the start point side to the end point side of the excavation region R1, and in the axial direction of the excavation region R. It is added sequentially by making it push. At this time, the individual elements connected in the axial direction are connected to each other by inserting a connecting member (such as a bolt) (not shown) through the connecting hole 10b (see FIG. 3). Each single element may be connected by welding.
In addition, since the back clearance S is formed by extra digging between the steel element 10 and the ground improvement body 2A, the friction with respect to the ground improvement body 2A when pulling the steel element 10 is inserted. Since it becomes small and resistance can be suppressed, it is easy to tow.

次いで、図５（ｂ）に示すように、第１鋼製エレメント１０Ａの挿入完了後に、第一鋼製エレメント１０Ａの上部両側１０ｃ、１０ｃに固定されている筒状袋３０、３０に無収縮モルタル３１を充填させる。そうすると、膨張した筒状袋３０は、地盤改良体２Ａの下面２ａに密着した状態となる。筒状袋３０は、上述したように周方向へ伸びる伸度が大きいことから、第１鋼製エレメント１０Ａと地盤２（地盤改良体２Ａ）とに対して確実に密着する。そして、膨張した筒状袋３０は、鋼製エレメント１０の軸方向に連続する地盤２に対する支点を形成することができる。すなわち、地盤２は、膨張した筒状袋３０によって下方より支持された状態となる。   Next, as shown in FIG. 5 (b), after the insertion of the first steel element 10A is completed, the non-shrink mortar is applied to the cylindrical bags 30, 30 fixed to the upper both sides 10c, 10c of the first steel element 10A. 31 is filled. If it does so, the expanded cylindrical bag 30 will be in the state closely_contact | adhered to the lower surface 2a of 2 A of ground improvement bodies. As described above, the cylindrical bag 30 has a high elongation extending in the circumferential direction, and thus is in close contact with the first steel element 10A and the ground 2 (ground improvement body 2A). And the expanded cylindrical bag 30 can form the fulcrum with respect to the ground 2 which continues in the axial direction of the steel element 10. That is, the ground 2 is supported from below by the expanded cylindrical bag 30.

次に、図６（ａ）に示すように、上述した第１鋼製エレメント１０Ａと同様に、第１の鋼製エレメント１０Ａの横方向に隣接配置される第２鋼製エレメント１０Ｂを設置するための掘削領域Ｒ２を掘削し、その掘削領域Ｒ２に第２鋼製エレメント１０Ｂを上述した挿入方法により設置する。つまり、第２鋼製エレメント１０Ｂを挿入する際には、その嵌合継手１０ａを先行して配置された第１鋼製エレメント１０Ａの嵌合継手１０ａに嵌合させた状態で挿入される。   Next, as shown in FIG. 6 (a), in order to install the second steel element 10B disposed adjacent to the lateral direction of the first steel element 10A in the same manner as the first steel element 10A described above. The excavation area R2 is excavated, and the second steel element 10B is installed in the excavation area R2 by the insertion method described above. That is, when the second steel element 10B is inserted, the second steel element 10B is inserted in a state in which the fitting joint 10a is fitted to the fitting joint 10a of the first steel element 10A arranged in advance.

続いて、図６（ｂ）に示すように、第２鋼製エレメント１０Ｂの上部に設けられた筒状袋３０に無収縮モルタル３１を充填し、筒状袋３０を膨張させる。その後、第１鋼製エレメント１０Ａ上の充填した筒状袋３０、３０同士に挟まれた背面隙間Ｓに裏込め材４０を注入する。なお、裏込め材４０としては、流動性と固化後所定強度とを有するものであればとくに限定されないが、耐久性を有する無機系の可塑性注入材が好ましい。   Subsequently, as shown in FIG. 6 (b), the cylindrical bag 30 provided on the upper part of the second steel element 10 </ b> B is filled with the non-shrink mortar 31, and the cylindrical bag 30 is expanded. Thereafter, the backfilling material 40 is injected into the back gap S sandwiched between the filled cylindrical bags 30 on the first steel element 10A. The backfill material 40 is not particularly limited as long as it has fluidity and a predetermined strength after solidification, but an inorganic plastic injection material having durability is preferable.

そして、裏込め材４０の注入手順は、第１鋼製エレメント１０Ａの内側、又は第１鋼製エレメント１０Ａの軸方向に連続する背面隙間Ｓの始点側（或いは終点側）から注入される。第１鋼製エレメント１０Ａの上方に位置する地盤２（地盤改良体２Ａ）は、裏込め材４０を注入して背面隙間Ｓを閉塞することによって、沈下が防止され、安定した地盤となる。
また、筒状袋３０が鋼製エレメント１０の軸方向に連続して設けられていることから、注入時の裏込め材４０が筒状袋３０、３０同士に囲われる背面隙間Ｓから外方にほとんど流出させずに確実に注入することができる。 And the injection | pouring procedure of the backfilling material 40 is inject | poured from the start point side (or end point side) of the back surface gap S continuous in the axial direction of 10 A of 1st steel elements or 10 A of 1st steel elements. The ground 2 (the ground improvement body 2A) located above the first steel element 10A is injected with the backfill material 40 to close the back surface gap S, so that settlement is prevented and a stable ground is obtained.
Moreover, since the cylindrical bag 30 is provided continuously in the axial direction of the steel element 10, the backfilling material 40 at the time of injection is outward from the back gap S surrounded by the cylindrical bags 30 and 30. Can be injected reliably with almost no spill.

さらに、図６（ａ）及び（ｂ）に示すように、第１鋼製エレメント１０Ａの背面隙間Ｓ１に対する裏込め材４０の注入のタイミングは、挿入中の第２鋼製エレメント１０Ｂ側への裏込め材４０の流出を極力少なくするため、第２鋼製エレメント１０Ｂを挿入して筒状袋３０に無収縮モルタル３１を充填して膨張させた後に、第１鋼製エレメント１０Ａに対して裏込め注入を行うことが好ましい。これは、例えば裏込め材４０が外方に流出した場合において、第１鋼製エレメント１０Ａの第２鋼製エレメント１０Ｂ側の嵌合継手１０ａ内と図５（ｂ）に示す符号Ｐの領域に流入し、第２鋼製エレメント１０Ｂを挿入する際の障害となることを防ぐためである。また、隣接される第２鋼製エレメント１０Ｂの筒状袋３０の膨張を妨げないためである。   Further, as shown in FIGS. 6A and 6B, the timing of injection of the backfill material 40 into the back gap S1 of the first steel element 10A is the back to the second steel element 10B side being inserted. In order to reduce the outflow of the filling material 40 as much as possible, the second steel element 10B is inserted and the tubular bag 30 is filled with the non-shrink mortar 31 and expanded, and then the first steel element 10A is backfilled. It is preferable to perform the injection. This is because, for example, when the backfilling material 40 flows out to the outside, in the fitting joint 10a on the second steel element 10B side of the first steel element 10A and in the region indicated by the symbol P shown in FIG. This is to prevent inflow and obstruction when inserting the second steel element 10B. Further, this is because the expansion of the cylindrical bag 30 of the adjacent second steel element 10B is not hindered.

上述したタイミングで裏込め注入すると、第１鋼製エレメント１０Ａの挿入完了から裏込め注入完了までには例えば１日〜２日程度の時間がかかることになるが、この期間、筒状袋３０に充填された無収縮モルタル３１が上述したように早強性（例えば、材齢１日で３０Ｎ／ｍｍ２程度の圧縮強度）を有することから、無収縮モルタル３１が充填されて膨張した筒状袋３０が地盤２（地盤改良体２Ａ）を支持し、その地盤２は安定した状態で維持される。このようなことから、後続配置される第２鋼製エレメント１０Ｂ上の筒状袋３０、３０に無収縮モルタル３１が充填されて、その筒状袋３０によって上方の地盤２が支持されたた後であれば、どのタイミングで第１鋼製エレメント１０Ａの背面隙間Ｓに裏込め注入してもかまわない。もちろん、早急に裏込め材４０を注入する必要がある場合には、その裏込め材４０の注入対象とされる鋼製エレメント１０の筒状袋３０を膨張させた後に即座に裏込め材４０を注入してもよい。 When backfill injection is performed at the above-described timing, it takes about 1 to 2 days from the completion of insertion of the first steel element 10A to the completion of backfill injection. Since the filled non-shrinkable mortar 31 has early strength (for example, compressive strength of about 30 N / mm 2 at the age of 1 day) as described above, the cylindrical bag expanded by being filled with the non-shrinkable mortar 31. 30 supports the ground 2 (ground improvement body 2A), and the ground 2 is maintained in a stable state. Therefore, after the non-shrinking mortar 31 is filled in the cylindrical bags 30 and 30 on the second steel element 10B to be subsequently arranged and the upper ground 2 is supported by the cylindrical bag 30. If so, it may be filled back into the back gap S of the first steel element 10A at any timing. Of course, when it is necessary to inject the backfilling material 40 immediately, the backfilling material 40 is immediately applied after the tubular bag 30 of the steel element 10 to be injected with the backfilling material 40 is inflated. It may be injected.

このような充填方法を採用することで、本実施の形態のように鋼製エレメント１０の土被りが略１ｍ程度の低土被りの施工条件であっても地盤２（地盤改良体２Ａ）を安定させることができる。
また、軌道２０下の地盤２が支持力を有する地盤改良体２Ａに置換されていることから、構造物１の完成後において、列車の振動による噴泥化が防止され、軌道２０の安定化を図ることができ、従来ほとんど毎日行われていた構築後の軌道整備の頻度を、例えば２ヶ月おきに１度の頻度と少なくすることができる。
さらにまた、図２に示すように、路盤改良材に改良された地盤改良体２Ａにタイロッド３を設け、その両端３ａ、３ｂを締め付けて地盤２に係止させて緊張し、地盤２に圧縮力を与えることで、地盤２の変位を抑制させることができる。なお、タイロッド３は、必要に応じて複数段となるように配置させてもかまわない。
なお、本実施の形態では、図６（ａ）及び（ｂ）に示す第１鋼製エレメント１０Ａにおいて、紙面に向かって左側に隣接する第２鋼製エレメント１０Ｂの背面充填方法について説明したが、第１鋼製エレメント１０Ａの右側に鋼製エレメントが隣接される場合についても前述した背面充填方法の施工手順と同様に施工することができる。すなわち、第１鋼製エレメント１０Ａの両側に鋼製エレメントが設置される場合、第１鋼製エレメント１０Ａにおける裏込め充填のタイミングは、両側の鋼製エレメントが設置され、その鋼製エレメントの筒状袋３０を膨張させた後とされる。 By adopting such a filling method, the ground 2 (ground improvement body 2A) can be stabilized even when the earth covering of the steel element 10 is approximately 1 m, as in this embodiment. Can be made.
Moreover, since the ground 2 under the track 20 is replaced with a ground improvement body 2A having a supporting force, after the structure 1 is completed, mud formation due to train vibration is prevented, and the track 20 is stabilized. The frequency of track maintenance after construction, which has been performed almost every day in the past, can be reduced to, for example, once every two months.
Furthermore, as shown in FIG. 2, a tie rod 3 is provided on a ground improvement body 2A improved as a road base improvement material, and both ends 3a and 3b are tightened to be locked to the ground 2 to be tensioned, and the ground 2 is compressed. The displacement of the ground 2 can be suppressed by giving. Note that the tie rods 3 may be arranged in a plurality of stages as necessary.
In the present embodiment, in the first steel element 10A shown in FIGS. 6A and 6B, the back surface filling method of the second steel element 10B adjacent to the left side toward the paper surface has been described. Even when the steel element is adjacent to the right side of the first steel element 10A, it can be constructed in the same manner as the construction procedure of the back surface filling method described above. That is, when the steel elements are installed on both sides of the first steel element 10A, the backfill filling timing in the first steel element 10A is set so that the steel elements on both sides are installed. This is after the bag 30 has been inflated.

上述した本実施の形態による埋設管体の背面充填方法では、鋼製エレメント１０の設置後に、鋼製エレメント１０と地盤２との間に形成される上方背面隙間Sにおいて筒状袋３０に無収縮モルタル３１を充填して膨張させることで、鋼製エレメント１０と地盤改良体２Ａとの間に形成される空隙Ｓ１に裏込め材４０を注入するまでの間、地盤２（地盤改良体２Ａ）を下方より支持することで地盤２の沈下を防止できる。そのため、軌道２０及び地盤２（地盤改良体２Ａ）への影響が低減され、軌道２０の変位を抑止することができると共に、軌道整備の頻度を低減させることができる。   In the above-described method for filling the back surface of the buried pipe according to the present embodiment, after installation of the steel element 10, the tubular bag 30 is not contracted in the upper back surface gap S formed between the steel element 10 and the ground 2. The ground 2 (ground improvement body 2A) is filled until the backfill material 40 is injected into the gap S1 formed between the steel element 10 and the ground improvement body 2A by filling and expanding the mortar 31. By supporting from below, the ground 2 can be prevented from sinking. Therefore, the influence on the track 20 and the ground 2 (ground improvement body 2A) is reduced, the displacement of the track 20 can be suppressed, and the frequency of track maintenance can be reduced.

以上、本発明の実施の形態による埋設管体の背面充填方法について説明したが、本発明は上記の実施の形態に限定されるものではなく、その趣旨を逸脱しない範囲で適宜変更可能である。
例えば、実施の形態では鋼製エレメント１０の上部両側１０ｃ、１０ｃの二箇所に筒状袋３０、３０を設けているが、必ずしも二箇所であることに限定されることはない。例えば、土被りの大きさや改良地盤強度によっては二箇所のみでは支持力不足となるような場合には、さらに筒状袋３０を増加して支持力を高めるようにすることが好ましく、条件に応じて適宜設定すればよい。
また、軌道２０であることに限定されず、道路や他の用途の施設であってもよい。
さらに、鋼製エレメント１０の形状、大きさ、継手の構成、挿入手段（牽引方法）などは、本実施の形態の構成に限定されることはない。例えば鋼製エレメント１０の形状は、本実施の形態にある正方形状に限らず、台形、長方形などの形状であってもよい。そして、本実施の形態では埋設管体に鋼製エレメント１０、すなわち鋼管を使用しているが、このような鋼管に限らず、例えばコンクリート製やコンクリートと鋼材との合成材料からなる管体であってもかまわない。 As mentioned above, although the back surface filling method of the buried pipe body by embodiment of this invention was demonstrated, this invention is not limited to said embodiment, It can change suitably in the range which does not deviate from the meaning.
For example, in the embodiment, the cylindrical bags 30 and 30 are provided at two locations on the upper both sides 10c and 10c of the steel element 10, but the present invention is not necessarily limited to two locations. For example, depending on the size of the earth covering and the improved ground strength, if the supporting force is insufficient in only two places, it is preferable to increase the cylindrical bag 30 to increase the supporting force, depending on the conditions. May be set as appropriate.
Moreover, it is not limited to the track 20, and may be a road or other use facility.
Further, the shape, size, joint configuration, insertion means (traction method) and the like of the steel element 10 are not limited to the configuration of the present embodiment. For example, the shape of the steel element 10 is not limited to the square shape in the present embodiment, and may be a trapezoidal shape, a rectangular shape, or the like. In this embodiment, the steel element 10, that is, a steel pipe, is used as the buried pipe body. However, the steel element 10 is not limited to such a steel pipe, and is a pipe body made of concrete or a composite material of concrete and steel. It doesn't matter.

そして、本実施の形態では筒状袋３０は鋼製エレメント１０の軸方向に連続された形状としているが、例えば所定長さをもって分割、或いは接続部を有して一部分割された筒状袋であってもよい。但し、この場合には無収縮モルタル３１の充填を必ずしも鋼製エレメント１０の一端側となるとは限らないことから、その充填口の設置位置などの検討が必要となる。
また、本実施の形態では軌道２０の下に構築される構造物を道路としているが、このような構造物に限定されることはなく、例えば歩道、鉄道、上下水道、送電路、通信路などの構造物であってもかまわない。
さらに、本実施の形態では地盤改良体２Ａとして路盤改良材に置換しているが、このような地盤改良体２Ａに限定されることはなく、種々の地盤改良方法を、状況に応じて適宜選択できる。 And in this Embodiment, although the cylindrical bag 30 is made into the shape continued in the axial direction of the steel element 10, for example, it is the cylindrical bag divided | segmented with predetermined length or having a connection part, and having been partially divided. There may be. However, in this case, since the filling of the non-shrink mortar 31 is not necessarily on one end side of the steel element 10, it is necessary to examine the installation position of the filling port.
In the present embodiment, the structure constructed under the track 20 is a road, but the present invention is not limited to such a structure. For example, a sidewalk, a railway, a water and sewage system, a power transmission path, a communication path, etc. It may be a structure.
Further, in the present embodiment, the ground improvement body 2A is replaced with a road base improvement material, but is not limited to such a ground improvement body 2A, and various ground improvement methods are appropriately selected depending on the situation. it can.

本発明の実施の形態による軌道直下における構造物の施工状態を示す全体概要図である。It is a whole schematic diagram which shows the construction state of the structure just under the track | orbit by embodiment of this invention. 地盤改良体と鋼製エレメントの配置状態を示す図である。It is a figure which shows the arrangement | positioning state of a ground improvement body and steel elements. 鋼製エレメントの背面充填方法の施工状態を示す図である。It is a figure which shows the construction state of the back surface filling method of steel elements. 鋼製エレメントに固定される筒状袋を示す図である。It is a figure which shows the cylindrical bag fixed to a steel element. （ａ）、（ｂ）は鋼製エレメントの背面充填方法を示す工程説明図である。(A), (b) is process explanatory drawing which shows the back surface filling method of steel elements. （ａ）、（ｂ）は図５（ｂ）に続く鋼製エレメントの背面充填方法を示す工程説明図である。(A), (b) is process explanatory drawing which shows the back surface filling method of the steel elements following FIG.5 (b).

符号の説明Explanation of symbols

１ 構造物
２ 地盤
２Ａ 地盤改良体
３ タイロッド
１０ 鋼製エレメント（埋設管体）
２０ 軌道
３０ 筒状袋
３１ 無収縮モルタル（充填材）
４０ 裏込め材
Ｓ 背面隙間 DESCRIPTION OF SYMBOLS 1 Structure 2 Ground 2A Ground improvement body 3 Tie rod 10 Steel element (buried pipe)
20 Orbit 30 Cylindrical bag 31 Non-shrink mortar (filler)
40 Backfilling material S Back gap

Claims (5)

地盤に埋設管体を設置する際の埋設管体の背面充填方法であって、
前記埋設管体を設置する前に、前記地盤の所定範囲に地盤改良体を施工する工程と、
前記地盤改良体の一部を含む前記地盤において、少なくとも前記埋設管体の断面とその上方の一部に形成されてなる背面隙間との領域を掘削する工程と、
上部の所定箇所に筒状袋を固定してなる前記埋設管体を、前記掘削した領域の底盤部に設置する工程と、
前記掘削した領域に設置した前記埋設管体の前記筒状袋に充填材を充填して膨張させ、該膨張した前記筒状袋を前記地盤に密着させて前記埋設管体の上方の前記地盤を支持する工程と、
前記充填した前記筒状袋同士に挟まれた前記背面隙間に裏込め材を注入する工程と、
を備えていることを特徴とする埋設管体の背面充填方法。 A method for filling the back surface of the buried pipe when installing the buried pipe on the ground,
Before installing the buried pipe, a step of constructing a ground improvement body in a predetermined range of the ground,
In the ground including a part of the ground improvement body, at least a step of excavating a region between a cross-section of the buried pipe body and a back gap formed in a part above the buried pipe body;
A step of installing the buried pipe formed by fixing a cylindrical bag at a predetermined position on the upper part in a bottom plate part of the excavated region;
The tubular bag of the buried pipe installed in the excavated area is filled with a filler and inflated, and the ground above the buried pipe is brought into close contact with the ground by inflating the tubular bag. A supporting process;
Injecting a backfill material into the back gap sandwiched between the filled cylindrical bags;
A back surface filling method for buried pipes, comprising: 前記筒状袋は、前記埋設管体の軸方向に連続して設けられていることを特徴とする請求項１に記載の埋設管体の背面充填方法。   The method of filling a back surface of an embedded tube according to claim 1, wherein the cylindrical bag is provided continuously in the axial direction of the embedded tube. 前記筒状袋は、少なくとも前記埋設管体の上部両側に設けられていることを特徴とする請求項１又は２に記載の埋設管体の背面充填方法。   The method for filling a back surface of an embedded tube according to claim 1 or 2, wherein the cylindrical bag is provided at least on both sides of the upper portion of the embedded tube. 前記充填材は、無収縮早強性のグラウト材であることを特徴とする請求項１乃至３のいずれかに記載の埋設管体の背面充填方法。   The method for filling a back surface of a buried pipe according to any one of claims 1 to 3, wherein the filling material is a non-shrinking and strong grout material. 前記筒状袋は、伸縮可能な材料であることを特徴とする請求項１乃至４のいずれかに記載の埋設管体の背面充填方法。   The method for filling a back surface of an embedded pipe according to any one of claims 1 to 4, wherein the cylindrical bag is a stretchable material.
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