JP4392453B2 - Method for suppressing levitation of underground buried object and buried structure - Google Patents

Method for suppressing levitation of underground buried object and buried structure Download PDF

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JP4392453B2
JP4392453B2 JP2008132119A JP2008132119A JP4392453B2 JP 4392453 B2 JP4392453 B2 JP 4392453B2 JP 2008132119 A JP2008132119 A JP 2008132119A JP 2008132119 A JP2008132119 A JP 2008132119A JP 4392453 B2 JP4392453 B2 JP 4392453B2
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manhole
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injection
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JP2009281001A (en
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康之 濱
澄夫 春日
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中央開発株式会社
日本建設機械商事株式会社
日本ヘルス工業株式会社
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この発明は、マンホールや水道管や下水道管、送電管、共同溝などの地中埋設体が、地盤の液状化現象などによって地上に浮上するのを抑止する地中埋設体の浮上抑止方法および埋設構造に関する。   The present invention relates to a method and a method for suppressing the levitation of an underground buried body that inhibits underground buried bodies such as manholes, water pipes, sewer pipes, power transmission pipes, and common grooves from floating due to liquefaction of the ground. Concerning structure.

例えば、地震によって地盤が液状化すると、マンホールが地上に浮上する場合があり、このような浮上を抑止する方法として、次のようなものが知られている。第1に、コンクリートなどで形成した重量構造体を地盤に埋設してマンホールと一体化させ、この重量構造体の重量(重力)によってマンホールの浮上を抑止するものである(例えば、特許文献1参照。)。第2に、マンホールの周囲の地盤内にアンカーを打ち付け、マンホールとアンカーとを固定することで、マンホールの浮上を抑止するものである(例えば、特許文献2参照。)。第3に、マンホールの側壁に逆止弁を取り付け、地盤の過剰間隙水圧による地下水を逆止弁で吸い取り、液状化による浮力を消散することで、マンホールの浮上を抑止するものである(例えば、特許文献3参照。)。
特開2007−63803号公報 特開2008−69557号公報 特開2007−23679号公報
For example, when the ground is liquefied due to an earthquake, manholes may rise above the ground, and the following methods are known as methods for preventing such rises. First, a heavy structure formed of concrete or the like is embedded in the ground and integrated with a manhole, and the weight (gravity) of the heavy structure prevents the manhole from rising (see, for example, Patent Document 1). .) Second, the anchor is driven into the ground around the manhole, and the manhole and the anchor are fixed, thereby preventing the manhole from rising (see, for example, Patent Document 2). Third, a check valve is attached to the side wall of the manhole, groundwater due to excessive pore water pressure in the ground is sucked up by the check valve, and the buoyancy due to liquefaction is dissipated to suppress the rise of the manhole (for example, (See Patent Document 3).
JP 2007-63803 A JP 2008-69557 A JP 2007-23679 A

ところで、マンホールなどの浮上を抑止する対策は、新設のマンホールなどに対してのみならず、既設のマンホールなどに対しても当然に行う必要がある。しかしながら、上記第1の方法および第2の方法では、マンホール周辺の地盤を掘削して、重量構造体をマンホールに一体化させたり、アンカーを打ち付けてマンホールに固定したりしなければならない。このため、地盤の掘削やその補修工事、支持層までのアンカーの定着工事などに多大な労力と時間とを要するのみならず、道路を掘削して工事を行うため道路の交通を規制する必要がある。さらに、第2の方法では、アンカーを打ち付けるのに大きな打設重機を要し、大掛かりな工事となる。また、第1の方法では、重量構造体の重量と浮上力とのバランスが適正でないと、地震動による振れの増幅や、地盤沈下を引き起こすおそれがあり、第2の方法では、アンカーの配置バランスが適正でないと、マンホールが傾くおそれがある。   By the way, it is necessary to take measures against the rising of manholes, not only for newly installed manholes, but also for existing manholes. However, in the first method and the second method, it is necessary to excavate the ground around the manhole to integrate the heavy structure into the manhole, or to fix the manhole by hitting an anchor. For this reason, not only does it take a lot of labor and time to excavate the ground, repair it, and anchor anchors to the support layer, but it is also necessary to regulate the traffic on the road in order to excavate the road and perform the work. is there. Furthermore, in the second method, a large driving heavy machine is required to drive the anchor, which is a large-scale construction. Further, in the first method, if the balance between the weight of the heavy structure and the levitation force is not appropriate, there is a risk of causing vibration amplification and ground subsidence due to seismic motion. If it is not appropriate, the manhole may tilt.

一方、第3の方法では、マンホール内から逆止弁を取り付けることが可能ではあるが、逆止弁を取り付けるためにマンホールの側壁に大きな孔を開ける必要があり、削孔作業に多大な時間と労力とを要するとともに、その孔から地盤を引き込んでしまう場合がある。また、逆止弁で吸い取った地下水を外部に排出するドレン管などを配設する必要がある。さらに、逆止弁による取水(排水)効果を維持するには、つまり浮上抑止効果を維持するには、逆止弁の洗浄や交換などの保守、維持管理を要するとともに、液状化が発生すると逆止弁が外れる場合があり、その場合には再設置が必要となるなど、耐久性が低い。しかも、周辺地盤の地下水の変動によって抑止効果が変動し、安定した抑止効果を得ることが困難である。   On the other hand, in the third method, it is possible to attach a check valve from the inside of the manhole, but in order to attach the check valve, it is necessary to open a large hole on the side wall of the manhole. In some cases, labor is required and the ground is drawn from the hole. In addition, it is necessary to provide a drain pipe or the like for discharging the groundwater sucked by the check valve to the outside. Furthermore, in order to maintain the intake (drainage) effect of the check valve, that is, to maintain the floating prevention effect, maintenance and maintenance such as cleaning and replacement of the check valve are required. In some cases, the stop valve may come off, and in such a case, re-installation is required. Moreover, the deterrent effect varies due to the fluctuation of the groundwater in the surrounding ground, and it is difficult to obtain a stable deterrent effect.

そこでこの発明は、地中埋設体の浮上を抑止する効果が高く、しかも、施工性、耐久性が良好な地中埋設体の浮上抑止方法および埋設構造を提供することを目的とする。   Accordingly, an object of the present invention is to provide a method for inhibiting the floating of an underground buried body and an embedded structure that have a high effect of suppressing the floating of the underground buried body and that have good workability and durability.

上記目的を達成するために請求項1に記載の発明は、空洞部を有し少なくとも一部が地盤に埋設された地中埋設体が、地上に浮上するのを抑止する地中埋設体の浮上抑止方法であって、前記空洞部を形成し前記地盤と接する地中埋設体の側壁に、前記空洞部から前記地盤まで貫通する貫通孔を複数形成し、前記地盤と親和性を有する超微粒子セメントからなる固化剤を前記複数の貫通孔を介して前記地盤に挿入された複数の注入棒から前記地盤に注入し、前記地中埋設体の周辺に前記複数の注入棒からの前記固化剤の注入によって固化した地盤を前記注入棒の周囲に互いに接触するように形成するとともに、前記地中埋設体と前記固化した地盤と前記注入棒とを一体化させることにより実質上前記地中埋設体の重量を増加させる、ことを特徴とする。 In order to achieve the above-described object, the invention according to claim 1 is directed to the floating of an underground buried body that suppresses the floating of an underground buried body having a hollow portion and at least a part of which is buried in the ground. An ultrafine particle cement which is a deterrent method and has a plurality of through-holes penetrating from the cavity to the ground on the side wall of the underground buried body which forms the cavity and is in contact with the ground. The solidifying agent is injected into the ground from a plurality of injection rods inserted into the ground through the plurality of through holes, and the solidifying agent is injected from the plurality of injection rods around the underground buried body. The ground solidified by the step is formed so as to be in contact with each other around the injection rod, and the weight of the underground buried body is substantially obtained by integrating the underground buried body, the solidified ground, and the injection rod. Increase, that feature To.

この発明によれば、地中埋設体の周辺の地盤が固化し、地中埋設体とその周辺の地盤と注入棒が一体化されるため、一体化した地盤によって実質上地中埋設体の重量が増し、浮上力に抗する重力(抵抗荷重)が増加して地中埋設体の浮上が抑止される。さらに、地中埋設体に一体化した地盤とその周辺の地盤(固化、一体化していない地盤)との摩擦抵抗によって、上方に浮上する力に対するせん断抵抗力が増し、地中埋設体の浮上が抑止される。 According to this invention, since the ground around the underground buried object is solidified, and the underground buried object, the surrounding ground and the injection rod are integrated, the weight of the underground buried object is substantially reduced by the integrated ground. Increases, and gravity (resistance load) against the levitation force increases, and the floating of the underground buried object is suppressed. Furthermore, due to the frictional resistance between the ground integrated into the underground buried object and the surrounding ground (solidified, non-integrated ground), the shear resistance against the upwardly rising force increases, and the underground buried object rises. Deterred.

請求項2に記載の発明は、請求項1に記載の地中埋設体の浮上抑止方法において、前記地中埋設体の上部周辺の地盤内に、前記上部周辺の地盤を上から押さえる抑止部材を配設する、ことを特徴とする。 The invention according to claim 2 is the method of inhibiting the levitation of the underground buried body according to claim 1 , wherein a restraining member for pressing the ground around the upper portion from above is provided in the ground around the upper portion of the underground buried body. It arrange | positions, It is characterized by the above-mentioned.

請求項3に記載の発明は、空洞部を有する地中埋設体の少なくとも一部を地盤に埋設する地中埋設体の埋設構造であって、前記空洞部を形成し前記地盤と接する地中埋設体の側壁に、前記空洞部から前記地盤まで貫通する貫通孔が複数形成され、前記地盤と親和性を有する超微粒子セメントからなる固化剤が前記複数の貫通孔を介して前記地盤に挿入された複数の注入棒から前記地盤に注入され、前記地中埋設体の周辺に前記複数の注入棒からの前記固化剤の注入によって固化した地盤が前記注入棒の周囲に互いに接触するように形成されるとともに、前記地中埋設体と前記固化した地盤と前記注入棒とを一体化させることにより実質上前記地中埋設体の重量が増加されている、ことを特徴とする。 The invention according to claim 3 is a buried structure of an underground buried body in which at least a part of the underground buried body having a hollow portion is buried in the ground, and the underground buried in which the hollow portion is formed and in contact with the ground A plurality of through-holes penetrating from the cavity to the ground are formed on the side wall of the body, and a solidifying agent made of ultrafine cement having affinity with the ground is inserted into the ground through the plurality of through-holes. Injected into the ground from a plurality of injection rods, the ground solidified by injection of the solidifying agent from the plurality of injection rods is formed around the underground buried body so as to contact each other around the injection rod In addition, the weight of the underground buried body is substantially increased by integrating the underground buried body, the solidified ground, and the injection rod .

請求項1および3に記載の発明によれば、地中埋設体の重量化とせん断抵抗力の増強とによって、地中埋設体の浮上が効果的に抑止される。また、地中埋設体の側壁に貫通孔を形成して固化剤を注入するだけでよく、しかも、貫通孔の形成や固化剤の注入は、地中埋設体の空洞部内から行うことが可能であり、地盤の掘削やその補修工事などが不要である。このため、作業を容易かつ短時間に行うことができるとともに、道路の交通を規制する必要もなく、施工性が高い。さらに、適正な固化剤を選択することで、地中埋設体と地盤との一体化が永続されるため、耐久性、恒久性が高く、また、機構的(機械的、電気的)な要素を含まないため、保守などを要することもない。一方、貫通孔を形成して固化剤を注入だけでよいため、新設の地中埋設体にも既設の地中埋設体にも適用することができる。また、周辺の地盤の固化と地中埋設体との一体化によって、地中埋設体に発生する断面力や継ぎ手の変形(離れ)を抑制することができ、地中埋設体自体を補強する効果も得られる。また、地中埋設体とその周辺の地盤と注入棒とを一体化させるため、注入棒が芯棒(ネイル、鉄筋)の役割をし、注入棒を介して地中埋設体と地盤との一体化が強固になる。この結果、地中埋設体の浮上がより効果的に抑止される。 According to the first and third aspects of the invention, the floating of the underground buried body is effectively suppressed by increasing the weight of the underground buried body and increasing the shear resistance. Moreover, it is only necessary to form a through hole in the side wall of the underground buried body and inject the solidifying agent, and the formation of the through hole and the injection of the solidifying agent can be performed from inside the cavity of the underground embedded body. Yes, ground excavation and repair work are not required. For this reason, the work can be performed easily and in a short time, and it is not necessary to regulate the traffic on the road, and the workability is high. In addition, by selecting an appropriate solidifying agent, the integration of the underground buried object and the ground is permanent, so durability and durability are high, and mechanical (mechanical and electrical) elements are added. Because it is not included, maintenance is not required. On the other hand, since it is only necessary to form a through-hole and inject a solidifying agent, the present invention can be applied to a newly installed underground buried body and an existing underground buried body. In addition, solidification of the surrounding ground and integration with the underground buried body can suppress cross-sectional force and joint deformation (separation) generated in the underground buried body, and the effect of reinforcing the underground buried body itself Can also be obtained. Also, in order to integrate the underground buried body, the surrounding ground and the injection rod, the injection rod serves as a core rod (nail, rebar), and the underground buried body and the ground are integrated via the injection rod. Will become stronger. As a result, the floating of the underground buried object is more effectively suppressed.

請求項2に記載の発明によれば、地中埋設体の上部周辺の地盤が抑止部材で押さえられることで、地中埋設体の浮上がより抑止される。 According to the second aspect of the present invention, the ground around the upper portion of the underground buried body is pressed by the restraining member, so that the floating of the underground buried body is further inhibited.

以下、この発明を図示の実施の形態に基づいて説明する。   The present invention will be described below based on the illustrated embodiments.

(実施の形態1)
図1〜5は、この実施の形態に係る地中埋設体の浮上抑止方法(以下、適宜「浮上抑止方法」という)を示す図である。この浮上抑止方法は、地盤に埋設された地中埋設体が地上に浮上するのを抑止する方法であり、この実施の形態では、地中埋設体が既設のマンホール1、つまり既に地盤Gに埋設されているマンホール1の浮上を抑止する場合について説明する。
(Embodiment 1)
FIGS. 1-5 is a figure which shows the floating suppression method (henceforth a "floating suppression method" suitably) according to this embodiment. This levitation deterrence method is a method of inhibiting the underground buried object buried in the ground from floating on the ground. In this embodiment, the underground buried object is buried in the existing manhole 1, that is, already in the ground G. A case where the rising of the manhole 1 is suppressed will be described.

まず、マンホール1の空洞部1Aを形成し地盤Gと接するマンホール1の側壁11に、空洞部1Aから地盤Gまで貫通する貫通孔11aを形成する。すなわち、マンホール1内(空洞部1A)に作業者が入り、ハンドドリルなどでマンホール1内から貫通孔11aを削孔する。ここで、貫通孔11aの大きさ(直径)は、後述する固化剤を地盤Gに注入できる程度の比較的小さな大きさでよく、例えば、直径20mm程度でよい。また、形成する貫通孔11aの数は、後述する固化(一体化)させる地盤G1の大きさ(重量)により設定する。つまり、マンホール1の実質的な重量を増加させて浮上を抑止するのに要する地盤G1の容積によって設定し、例えば、1号(内径900mm)のマンホール1の場合、12〜18の貫通孔11aを形成する。さらに、固化した地盤G1による重量バランスを適正にするために、図5に示すように、同一水平面において放射線状に貫通孔11aを形成し、このような貫通孔11aをマンホール1の軸方向(上下方向)に沿って形成する。   First, a through-hole 11a penetrating from the cavity 1A to the ground G is formed in the side wall 11 of the manhole 1 that forms the cavity 1A of the manhole 1 and is in contact with the ground G. That is, an operator enters the manhole 1 (hollow portion 1A) and drills the through hole 11a from the manhole 1 with a hand drill or the like. Here, the size (diameter) of the through hole 11a may be a relatively small size such that a solidifying agent to be described later can be injected into the ground G, for example, about 20 mm in diameter. The number of through holes 11a to be formed is set according to the size (weight) of the ground G1 to be solidified (integrated), which will be described later. That is, it is set according to the volume of the ground G1 that is required to increase the substantial weight of the manhole 1 and suppress the ascent. For example, in the case of the manhole 1 of No. 1 (inner diameter 900 mm), the through holes 11a of 12 to 18 are provided. Form. Furthermore, in order to make the weight balance by the solid ground G1 appropriate, as shown in FIG. 5, through holes 11a are formed radially on the same horizontal plane, and such through holes 11a are arranged in the axial direction of the manhole 1 (up and down). Direction).

次に、貫通孔11aを介して地盤Gに注入棒2を挿入し、この注入棒2から地盤Gを固化する固化剤を注入して、マンホール1とその周辺の地盤G1と注入棒2とを一体化させる。ここで、注入棒2は、金属製の管状で、貫通孔11aに隙間なく挿入できるように(ほぼ同寸法に)その外径が設定され、図2に示すように、管を構成する側壁と先端部に複数の注入孔2aが形成されている。また、固化剤は、耐久性や注入性、地盤Gとマンホール1との一体化性(親和性)などが優れたものを選定し、例えば、セメント(モルタル)系やガラス系、合成樹脂などのグラウトを使用し、この実施の形態では、セメント系を主としたグラウトを使用する。なお、固化剤としては、セメントミルク、パウダー状のセメントミルク、超微粒子セメント、恒久グラウト(ハイブリッドシリカ)などが挙げられる。   Next, the injection rod 2 is inserted into the ground G through the through-hole 11a, a solidifying agent for solidifying the ground G is injected from the injection rod 2, and the manhole 1, the surrounding ground G1 and the injection rod 2 are connected. Integrate. Here, the injection rod 2 is a metal tube, and its outer diameter is set so that it can be inserted into the through-hole 11a without a gap (substantially the same size). As shown in FIG. A plurality of injection holes 2a are formed at the tip. Also, as the solidifying agent, a material having excellent durability, injectability, and excellent integration (affinity) between the ground G and the manhole 1 is selected. For example, cement (mortar) type, glass type, synthetic resin, etc. A grout is used, and in this embodiment, a grout mainly composed of cement is used. Examples of the solidifying agent include cement milk, powdered cement milk, ultrafine cement, and permanent grout (hybrid silica).

具体的には、マンホール1内に作業者が入り、図2に示すように、空洞部1Aから地盤Gに向けてほぼ水平方向に貫通孔11aから注入棒2を挿入(打設)する。次に、図3に示すように、固化剤が入ったタンク31からの注入ホース32の先端部を注入棒2の基端部(空洞部1A側の端部)に接続し、タンク31から固化剤を放出させる。これにより、注入ホース32および注入棒2を介して、複数の注入孔2aから周囲の地盤Gに固化剤が注入される。このとき、地盤Gの固化状況(固化スピード)を考慮して段階的に固化剤を注入するとともに、適正量が注入されるように注入量を管理する。また、貫通孔11aから漏れ出た固化剤や地盤Gの土などがマンホール1内に流入するのを防止するために、貫通孔11aの周りやマンホール1内を養生する。   Specifically, an operator enters the manhole 1 and, as shown in FIG. 2, the injection rod 2 is inserted (placed) from the through hole 11a in a substantially horizontal direction from the cavity 1A to the ground G. Next, as shown in FIG. 3, the distal end portion of the injection hose 32 from the tank 31 containing the solidifying agent is connected to the proximal end portion (end portion on the hollow portion 1 </ b> A side) of the injection rod 2, and solidified from the tank 31. Release agent. As a result, the solidifying agent is injected into the surrounding ground G from the plurality of injection holes 2 a via the injection hose 32 and the injection rod 2. At this time, the solidification agent is injected stepwise in consideration of the solidification state (solidification speed) of the ground G, and the injection amount is managed so that an appropriate amount is injected. Further, in order to prevent the solidifying agent leaked from the through hole 11a and the soil of the ground G from flowing into the manhole 1, the surroundings of the through hole 11a and the inside of the manhole 1 are cured.

ここで、上記のような注入棒2の挿入や固化剤の注入は、固化剤による地盤Gの固化性やマンホール1の大きさなどに応じて、貫通孔11aごとに行ってもよいし、すべての貫通孔11aあるいは複数の貫通孔11aに対して同時に行ってもよい。例えば、同一水平面上のすべての貫通孔11aに対して注入棒2を挿入し、同時に固化剤を注入してもよい。また、固化剤の注入には、圧力をかけて単に注入するグラウト注入のほかに、固化剤を地盤G内に噴射させて撹拌する噴射撹拌も含む。   Here, the insertion of the injection rod 2 and the injection of the solidifying agent as described above may be performed for each through-hole 11a depending on the solidification property of the ground G by the solidifying agent, the size of the manhole 1, and the like. You may perform simultaneously with respect to this through-hole 11a or several through-hole 11a. For example, the injection rod 2 may be inserted into all the through holes 11a on the same horizontal plane, and the solidifying agent may be injected at the same time. The injection of the solidifying agent includes injection agitation in which the solidifying agent is injected into the ground G and stirred, in addition to the grouting that is simply injected under pressure.

そして、注入が完了した後に、注入ホース32を注入棒2から外し、注入棒2の基端部を蓋などで閉塞する。このような固化剤の注入によって、固化剤が注入された地盤G1、つまりマンホール1の周辺の地盤G1がグラウト固化すると同時に、マンホール1および注入棒2と接着(結合)する。この結果、図4および図5に示すように、マンホール1の周辺には、複数の注入棒2からの固化剤の注入によって固化した地盤G1が注入棒2の周囲に互いに接触するように形成され、マンホール1とその周辺の地盤G1と注入棒2とが一体化する。ここで、地盤G1とマンホール1とが強固に接着しない(直接一体化しない)場合でも、注入棒2がマンホール1の側壁11を貫通した状態で配設されている(注入棒2がマンホール1に取り付けられた状態となっている)ため、地盤G1が注入棒2に接着することで、注入棒2を介して地盤G1とマンホール1とが一体化する。 And after injection | pouring is completed, the injection | pouring hose 32 is removed from the injection | pouring stick | rod 2, and the base end part of the injection | pouring stick | rod 2 is obstruct | occluded with a lid | cover. By such injection of the solidifying agent, the ground G1 into which the solidifying agent has been injected, that is, the ground G1 around the manhole 1 is grout-solidified and simultaneously bonded (bonded) to the manhole 1 and the injection rod 2. As a result, as shown in FIGS. 4 and 5 , the ground G <b > 1 solidified by the injection of the solidifying agent from the plurality of injection rods 2 is formed around the manhole 1 so as to come into contact with each other around the injection rod 2. The manhole 1, the surrounding ground G1, and the injection rod 2 are integrated. Here, even when the ground G1 and the manhole 1 are not firmly bonded (not directly integrated), the injection rod 2 is disposed in a state of penetrating the side wall 11 of the manhole 1 (the injection rod 2 is attached to the manhole 1). Therefore, when the ground G1 is bonded to the injection rod 2, the ground G1 and the manhole 1 are integrated via the injection rod 2.

このようにして一体化した地盤G1によって実質上マンホール1の重量が増し、マンホール1を浮上させようとする力に抗する抵抗力(重力)が増加する。また、一体化した地盤G1は、マンホール1の側壁11から突出するように、しかも複数の凹凸状に形成される。このため、一体化した地盤G1とその周辺の地盤(固化、一体化していない地盤)Gとの摩擦抵抗が高くなり、上方に浮上する力に対するせん断抵抗力が増す。   The weight of the manhole 1 is substantially increased by the ground G1 thus integrated, and a resistance force (gravity) against the force to lift the manhole 1 is increased. Further, the integrated ground G1 is formed in a plurality of irregularities so as to protrude from the side wall 11 of the manhole 1. For this reason, the frictional resistance between the integrated ground G1 and the surrounding ground (solidified, non-integrated ground) G increases, and the shear resistance against the force that rises upward increases.

以上のように、この浮上抑止方法によれば、マンホール1の重量化とせん断抵抗力の増強とによって、浮上力に対するマンホール1の抵抗力が増し、地盤Gの液状化現象などが発生しても、マンホール1の浮上を効果的に抑止することができる。さらに、マンホール1とその周辺の地盤G1と注入棒2とが一体化するため、注入棒2が芯棒の役割をし、注入棒2を介してマンホール1と地盤G1との一体化が強固になる。この結果、マンホール1の浮上がより効果的に抑止される。しかも、固化剤(グラウト)を注入してマンホール1の周辺の地盤G1を固化させるため、例えば、締め固め不足の埋め戻し土の強度を改善したり、マンホール1に発生する断面力や継ぎ手の変形(離れ)を抑制したり、下水道施設周辺の空洞部や道路の陥没被害部などを改善、修繕することが可能となる。   As described above, according to this levitation suppression method, even if the manhole 1 is increased in resistance to the levitation force due to the weight of the manhole 1 and the increase in the shear resistance, the liquefaction phenomenon of the ground G occurs. , The manhole 1 can be effectively prevented from rising. Furthermore, since the manhole 1 and the surrounding ground G1 and the injection rod 2 are integrated, the injection rod 2 serves as a core rod, and the integration of the manhole 1 and the ground G1 is firmly established via the injection rod 2. Become. As a result, the rising of the manhole 1 is more effectively suppressed. Moreover, in order to solidify the ground G1 around the manhole 1 by injecting a solidifying agent (grouting), for example, the strength of backfilled soil that is insufficiently compacted is improved, the cross-sectional force generated in the manhole 1 and the deformation of the joint It is possible to suppress (separation), and to improve and repair cavities around sewerage facilities and road cave-injuries.

一方、マンホール1の側壁11に貫通孔11aを形成して固化剤を注入するだけでよく、しかも、貫通孔11aの形成や固化剤の注入は、マンホール1内から行うことができ、地盤Gの掘削やその補修工事などが不要である。また、比較的小さい貫通孔11aを削孔すればよいため、作業が容易で、かつ、周辺地盤Gを引き込むこともない。このため、浮上抑止の施工を容易かつ短時間に行うことができるとともに、道路の交通を規制する必要もなく、施工性が高い。例えば、上記の1号マンホール1の場合、1日当たり約2基の施工が可能であり、また、道路の専用面積は、タンク31を搭載したトラック3などを停車できる程度でよい。   On the other hand, it is only necessary to form the through-hole 11a in the side wall 11 of the manhole 1 and inject the solidifying agent, and the formation of the through-hole 11a and the injection of the solidifying agent can be performed from the inside of the manhole 1, Excavation and repair work are not required. Moreover, since it is only necessary to cut a relatively small through hole 11a, the work is easy and the surrounding ground G is not drawn. For this reason, it is possible to carry out the construction to suppress the levitation easily and in a short time, and it is not necessary to regulate the traffic on the road, so that the workability is high. For example, in the case of the No. 1 manhole 1, about 2 constructions can be made per day, and the exclusive area of the road may be such that the truck 3 on which the tank 31 is mounted can be stopped.

さらに、固化剤がセメント系のグラウトでマンホール1と同系統の材質であるため、マンホール1と地盤G1との一体化が永続され、マンホール1と同等の高い耐久性、恒久性を有し、また、機構的な要素を含まないため、保守などを要することもない。つまり、一度上記の施工を施せば、保守や管理などを要しないで、浮上抑止効果を維持することができる。   Furthermore, since the solidifying agent is cement-type grout and is the same material as manhole 1, the integration of manhole 1 and ground G1 is permanent, and has the same high durability and durability as manhole 1. Since no mechanical elements are included, no maintenance is required. That is, once the above construction is performed, the ascent prevention effect can be maintained without requiring maintenance or management.

(実施の形態2)
この実施の形態では、注入棒2に代わって、マンホール1とその周辺の地盤G1と支持棒4とを一体化させる点で、実施の形態1と異なる。ここで、実施の形態1と同等の構成要素については、同一符号を付することで、その説明を省略する。
(Embodiment 2)
This embodiment differs from the first embodiment in that instead of the injection rod 2, the manhole 1, the surrounding ground G1 and the support rod 4 are integrated. Here, the same components as those in the first embodiment are denoted by the same reference numerals, and the description thereof is omitted.

まず、実施の形態1と同様に、貫通孔11aを介して地盤Gに注入棒2を挿入し、注入棒2から固化剤を注入する。そして、注入を終えて地盤G1が固化する前に、注入棒2を抜き取り、支持棒4を貫通孔11aから地盤G1に挿入する。その後、一定時間放置することで、マンホール1とその周辺の地盤G1と支持棒4とを一体化させるものである。   First, as in the first embodiment, the injection rod 2 is inserted into the ground G through the through-hole 11a, and the solidifying agent is injected from the injection rod 2. And before finishing the injection | pouring and the ground G1 solidifies, the injection | pouring stick | rod 2 is extracted and the support stick | rod 4 is inserted in the ground | ground G1 from the through-hole 11a. Thereafter, the manhole 1, the surrounding ground G <b> 1, and the support bar 4 are integrated by being left for a certain period of time.

ここで、支持棒4の形状としては、鉄筋コンクリート構造における鉄筋のように、固化した地盤G1を強固に支持するとともに、マンホール1と地盤G1との一体化を強固にする形状が望ましい。例えば、図6(a)に示すように、軸方向に沿って複数の節(フランジ)41が設けられた鉄筋や、図6(b)に示すように、軸方向に沿って複数の矢形状のチャック(かえし)42が設けられた鉄筋、あるいは異形の鉄筋などで構成する。ここで、チャック42は、支持棒4に抜く力(図中左側への力)が働くと、チャック42が開いて抜け止めするものである。   Here, the shape of the support bar 4 is preferably a shape that firmly supports the solidified ground G1 and reinforces the integration of the manhole 1 and the ground G1, like a reinforcing bar in a reinforced concrete structure. For example, as shown in FIG. 6 (a), a reinforcing bar provided with a plurality of nodes (flange) 41 along the axial direction, or a plurality of arrow shapes along the axial direction as shown in FIG. 6 (b). It is constituted by a reinforcing bar provided with a chuck 42 or a deformed reinforcing bar. Here, the chuck 42 opens and prevents the chuck 42 from being released when a pulling force (force on the left side in the figure) is applied to the support bar 4.

このような浮上抑止方法によれば、支持棒4によってマンホール1と地盤G1との一体化がさらに強固になり、マンホール1の浮上をより効果的に抑止することが可能となる。また、注入棒2は、管状で複数の注入孔2aが形成されているため、製作に時間と費用とを要し、支持棒4に比べて高価である。このため、注入棒2に代わって支持棒4を挿入(埋設)することで、注入棒2を再利用して費用を抑えることができる。   According to such a levitation suppression method, the integration of the manhole 1 and the ground G1 is further strengthened by the support rod 4, and the levitation of the manhole 1 can be more effectively suppressed. In addition, since the injection rod 2 is tubular and has a plurality of injection holes 2a, it takes time and cost to manufacture, and is more expensive than the support rod 4. For this reason, by inserting (embedding) the support rod 4 in place of the injection rod 2, the injection rod 2 can be reused to reduce costs.

(実施の形態3)
図7、8は、この実施の形態に係る浮上抑止方法による施工状態を示す断面図である。ここで、実施の形態1と同等の構成要素については、同一符号を付することで、その説明を省略する。
(Embodiment 3)
7 and 8 are cross-sectional views showing a construction state by the levitation suppression method according to this embodiment. Here, the same components as those in the first embodiment are denoted by the same reference numerals, and the description thereof is omitted.

この実施の形態では、マンホール1の上部1Bの周辺の地盤G内に、上部周辺の地盤Gを上から押さえるトップネット(抑止部材)5を配設する。すなわち、トップネット5は、金属製の網またはジオテキスタイルで、中央部にマンホール1の上部1Bを挿入する装着孔5aが形成されている。そして、マンホール1の上部1Bの周辺の地盤Gを掘り起こし、装着孔5aにマンホール1の上部1Bを挿入した状態でトップネット5を敷設し、その上から地盤Gを埋め戻して固めるものである。ここで、トップネット5の配設は、固化剤の注入の前後どちらでもよい。   In this embodiment, a top net (suppression member) 5 that presses the ground G around the upper part from above is disposed in the ground G around the upper part 1B of the manhole 1. That is, the top net 5 is a metal net or geotextile, and a mounting hole 5a for inserting the upper portion 1B of the manhole 1 is formed at the center. Then, the ground G around the upper part 1B of the manhole 1 is dug up, the top net 5 is laid in a state where the upper part 1B of the manhole 1 is inserted into the mounting hole 5a, and the ground G is backfilled and hardened from above. Here, the top net 5 may be disposed either before or after the injection of the solidifying agent.

このような浮上抑止方法によれば、マンホール1の上部1Bの周辺の地盤Gがトップネット5で押さえられるため、当該地盤Gを介してマンホール1が下方に押さえられ、マンホール1の浮上がより抑止される。また、マンホール1の上部周辺の地盤Gを掘り起こすだけでよいため、掘削作業やその補修作業が容易で、短時間に行うことが可能である。   According to such a levitation suppression method, since the ground G around the upper portion 1B of the manhole 1 is pressed by the top net 5, the manhole 1 is pressed downward via the ground G, and the levitation of the manhole 1 is further suppressed. Is done. Further, since it is only necessary to dig up the ground G around the upper portion of the manhole 1, excavation work and repair work thereof are easy and can be performed in a short time.

以上、この発明の実施の形態について説明したが、具体的な構成は、上記の実施の形態に限られるものではなく、この発明の要旨を逸脱しない範囲の設計の変更等があっても、この発明に含まれる。例えば、上記の実施の形態では、既設のマンホール1の浮上を抑止する場合について説明したが、新設のマンホール1にも適用できる。この場合、貫通孔11aが形成されたマンホール1を地盤Gに埋設することで、貫通孔11aの削孔作業を削減できる。   Although the embodiment of the present invention has been described above, the specific configuration is not limited to the above embodiment, and even if there is a design change or the like without departing from the gist of the present invention, Included in the invention. For example, in the above embodiment, the case where the rising of the existing manhole 1 is suppressed has been described, but the present invention can also be applied to the newly installed manhole 1. In this case, by burying the manhole 1 in which the through hole 11a is formed in the ground G, the drilling work of the through hole 11a can be reduced.

また、マンホール1以外の地中埋設体にも適用できることは勿論である。例えば、図9に示すように、下水道管などの地中埋設管20に適用したり、図10に示すように、地中タンクや共同溝などの地中構造物21に適用したりすることができる。この際、例えば、地中埋設管20の継手部周辺で地盤Gと一体化させることで、継手部を補強して効果的に浮上を抑止することができる。さらに、上記の実施の形態では、地中埋設体(マンホール1)がすべて地盤Gに埋設されているが、空洞部を有し少なくとも一部が地盤Gに埋設されている地中埋設体であれば、適用することができる。   Of course, the present invention can be applied to underground buried bodies other than the manhole 1. For example, as shown in FIG. 9, it can be applied to underground pipes 20 such as sewer pipes, or to underground structures 21 such as underground tanks and common grooves as shown in FIG. it can. In this case, for example, by integrating with the ground G around the joint portion of the underground buried pipe 20, the joint portion can be reinforced and the floating can be effectively suppressed. Furthermore, in the above-described embodiment, all of the underground buried bodies (manholes 1) are buried in the ground G. However, any underground buried body having a hollow portion and at least a part buried in the ground G may be used. Can be applied.

以上のように、この発明に係る地中埋設体の浮上抑止方法は、地中埋設体の浮上を抑止する効果が高く、しかも、施工性、耐久性が良好なものとして極めて有用である。   As described above, the method for inhibiting the floating of an underground buried object according to the present invention is extremely useful in that the effect of inhibiting the floating of the underground buried object is high, and the workability and durability are good.

この発明の実施の形態1において、マンホールの側壁に貫通孔を形成した状態を示す断面図である。In Embodiment 1 of this invention, it is sectional drawing which shows the state which formed the through-hole in the side wall of a manhole. 図1の状態から注入棒を配設した状態を示す拡大断面図である。It is an expanded sectional view which shows the state which has arrange | positioned the injection rod from the state of FIG. 図2の状態から地盤に固化剤を注入している状態を示す断面図である。It is sectional drawing which shows the state which has inject | poured the solidification agent into the ground from the state of FIG. 図3の状態から地盤が固化した状態を示す断面図である。It is sectional drawing which shows the state which the ground solidified from the state of FIG. 図4のA−A断面図である。It is AA sectional drawing of FIG. この発明の実施の形態2における支持棒の形状例を示す図である。It is a figure which shows the example of a shape of the support bar in Embodiment 2 of this invention. この発明の実施の形態3に係る浮上抑止方法による施工状態を示す断面図である。It is sectional drawing which shows the construction state by the levitation suppression method which concerns on Embodiment 3 of this invention. 図7のB−B断面図である。It is BB sectional drawing of FIG. この発明の浮上抑止方法を地中埋設管に適用した状態を示す斜視図である。It is a perspective view which shows the state which applied the levitation | floating suppression method of this invention to the underground pipe | tube. この発明の浮上抑止方法を地中構造物に適用した状態を示す断面図である。It is sectional drawing which shows the state which applied the floating prevention method of this invention to the underground structure.

1 マンホール(地中埋設体)
1A 空洞部
11 側壁
11a 貫通孔
2 注入棒
31 タンク
32 注入ホース
4 支持棒
5 トップネット(抑止部材)
G 地盤
G1 固化、一体化された地盤
1 Manhole (underground body)
DESCRIPTION OF SYMBOLS 1A Cavity part 11 Side wall 11a Through-hole 2 Injection | pouring rod 31 Tank 32 Injection | pouring hose 4 Supporting rod 5 Top net (suppression member)
G Ground G1 Solidified and integrated ground

Claims (3)

空洞部を有し少なくとも一部が地盤に埋設された地中埋設体が、地上に浮上するのを抑止する地中埋設体の浮上抑止方法であって、
前記空洞部を形成し前記地盤と接する地中埋設体の側壁に、前記空洞部から前記地盤まで貫通する貫通孔を複数形成し、
前記地盤と親和性を有する超微粒子セメントからなる固化剤を前記複数の貫通孔を介して前記地盤に挿入された複数の注入棒から前記地盤に注入し、前記地中埋設体の周辺に前記複数の注入棒からの前記固化剤の注入によって固化した地盤を前記注入棒の周囲に互いに接触するように形成するとともに、前記地中埋設体と前記固化した地盤と前記注入棒とを一体化させることにより実質上前記地中埋設体の重量を増加させる、
ことを特徴とする地中埋設体の浮上抑止方法。
A method for inhibiting the buoyancy of an underground burial body that inhibits an underground burial body having a hollow portion and at least a part of the burial from being levitated on the ground,
Forming a plurality of through-holes penetrating from the cavity to the ground on the side wall of the underground buried body that forms the cavity and is in contact with the ground;
Injecting a solidifying agent consisting of ultrafine cement having the ground affinity of a plurality of injection rods inserted into the ground via the plurality of through-holes in the ground, the plurality around the underground body Forming the ground solidified by injecting the solidifying agent from the injection rod of the metal so as to be in contact with each other around the injection rod, and integrating the underground buried body, the solidified ground and the injection rod. Substantially increasing the weight of the underground body,
A method for suppressing the levitation of underground buried objects.
前記地中埋設体の上部周辺の地盤内に、前記上部周辺の地盤を上から押さえる抑止部材を配設する、
ことを特徴とする請求項1に記載の地中埋設体の浮上抑止方法。
In the ground around the upper part of the underground buried body, a deterring member that holds the ground around the upper part from above is disposed.
The method according to claim 1 , wherein the underground buried object is prevented from rising.
空洞部を有する地中埋設体の少なくとも一部を地盤に埋設する地中埋設体の埋設構造であって、
前記空洞部を形成し前記地盤と接する地中埋設体の側壁に、前記空洞部から前記地盤まで貫通する貫通孔が複数形成され、
前記地盤と親和性を有する超微粒子セメントからなる固化剤が前記複数の貫通孔を介して前記地盤に挿入された複数の注入棒から前記地盤に注入され、前記地中埋設体の周辺に前記複数の注入棒からの前記固化剤の注入によって固化した地盤が前記注入棒の周囲に互いに接触するように形成されるとともに、前記地中埋設体と前記固化した地盤と前記注入棒とを一体化させることにより実質上前記地中埋設体の重量が増加されている、
ことを特徴とする地中埋設体の埋設構造。
A buried structure of an underground buried body in which at least a part of the underground buried body having a hollow portion is buried in the ground,
A plurality of through-holes penetrating from the cavity to the ground are formed on the side wall of the underground buried body that forms the cavity and is in contact with the ground,
Is injected from a plurality of injection rods solidifying agent consisting of ultrafine cement is inserted into the ground via the plurality of through-holes having the ground affinity to the ground, the plurality around the underground body The ground solidified by the injection of the solidifying agent from the injection rod is formed so as to come into contact with each other around the injection rod, and the underground buried body, the solidified ground and the injection rod are integrated. Substantially increasing the weight of the underground buried object,
A buried structure of underground structures characterized by that.
JP2008132119A 2008-05-20 2008-05-20 Method for suppressing levitation of underground buried object and buried structure Expired - Fee Related JP4392453B2 (en)

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