JP2006193900A - Manhole burial structure - Google Patents

Manhole burial structure Download PDF

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JP2006193900A
JP2006193900A JP2005003802A JP2005003802A JP2006193900A JP 2006193900 A JP2006193900 A JP 2006193900A JP 2005003802 A JP2005003802 A JP 2005003802A JP 2005003802 A JP2005003802 A JP 2005003802A JP 2006193900 A JP2006193900 A JP 2006193900A
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manhole
layer
crushed stone
resistance member
sandbag
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JP2006193900A5 (en
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Hironobu Horiuchi
宏信 堀内
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Abstract

<P>PROBLEM TO BE SOLVED: To prevent a manhole from being raised by an earthquake. <P>SOLUTION: This manhole burial structure comprises a sandbag layer formed by burying an area starting at the lowermost layer of the manhole to at least the height thereof covering the upper part of a sewer by sandbags. Since a sand layer causing liquefaction can be eliminated and replaced with the sandbags not causing the liquefaction, the manhole can be prevented from being raised due to the liquefaction. Also, since the sandbags can be deformed along the structure because it is not hard, stress is not concentrated even if the sandbags come into contact with the sewer. As a result, the possibility of the rupture of the sewer can be reduced. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

本発明はマンホールの埋設構造に関し、特に、マンホールの浮き上がりの防止に資する埋設構造に関する。   The present invention relates to a manhole embedding structure, and more particularly to a manhole embedding structure that contributes to prevention of manhole lifting.

従来、マンホールを設置するには、設置箇所の周囲を土留め工等で土の崩壊を抑えながら所定の深度まで掘削し、マンホールを据え付けた後、まず、最下層から砂で埋め戻し、その上層を砕石により埋め戻すという方法がとられてきた。図４にこのような工法により埋設されたマンホールを模式的に表す側面図を示す。図に示すように、このような工法により埋め戻されたマンホールは最下層の砂による砂層Ａとその上方に位置する砕石層Ｂが形成され、砕石層Ｂの上方に道路などの舗装層Ｃが形成される。
実全昭６０−１９６０７８号公報 Conventionally, manholes are installed by excavating the surroundings of the installation site to a predetermined depth while suppressing soil collapse with a retaining work, etc., and after installing the manhole, first backfilled with sand from the bottom layer and then the upper layer The method of backfilling with crushed stone has been taken. FIG. 4 is a side view schematically showing a manhole buried by such a construction method. As shown in the figure, the manhole refilled by such a construction method is formed with a sand layer A of the lowest layer sand and a crushed stone layer B located above it, and a pavement layer C such as a road is located above the crushed stone layer B. It is formed.
Japanese Utility Model Publication No. 60-196078

日本の地盤は一般に地下水位が高く、地下水位の高い軟弱な砂質土の地盤が、大きな地震等による振動を受けると、地盤中の過剰間隙水圧の増加により有効応力が減少して地盤が流体状となる「液状化現象」が発生する。マンホールの埋設においては、上述したように埋め戻しに砂を用いているため、たとえ周辺の地盤が液状化を起こさない土質であっても、この砂層Ａが局部的に液状化を引き起こす場合がある。図５に埋設したマンホールにおいて砂層Ａが液状化した場合の動作を表す模式図を示す。まず、砂層Ａに局部的な液状化が発生すると、下部の砂層Ａを構成する砂が液状化によって地表面に噴出する（矢印ａ）。すると、砂層Ａの上方に位置していた砕石層Ｂは支持を失うために落下し（矢印ｂ）、砕石層Ｂのあった位置に空隙が生じる。そして、この生じた空隙の方向に向かって舗装工Ｃが陥没する（矢印ｃ）。一方、マンホールは中空であるために比重が液状化した流体あるいは場合によっては水よりも軽いので、砂層Ａが液状化すると、その浮力と周辺地盤からの摩擦抵抗の消失により浮き上りが生じてしまう。（矢印ｄ）   In Japan, the groundwater level is generally high, and when a soft sandy ground with a high groundwater level is subjected to vibration due to a large earthquake, the effective stress decreases due to an increase in excess pore water pressure in the ground, and the ground becomes fluid. A “liquefaction phenomenon” occurs. In manhole burial, since sand is used for backfilling as described above, even if the surrounding ground is soil that does not cause liquefaction, this sand layer A may cause liquefaction locally. . FIG. 5 is a schematic diagram showing the operation when the sand layer A is liquefied in the manhole embedded therein. First, when local liquefaction occurs in the sand layer A, sand constituting the lower sand layer A is ejected to the ground surface by liquefaction (arrow a). Then, the crushed stone layer B located above the sand layer A falls to lose support (arrow b), and a void is generated at the position where the crushed stone layer B was present. Then, the pavement C sinks in the direction of the generated gap (arrow c). On the other hand, since the manhole is hollow, the specific gravity is lighter than that of liquefied fluid or, in some cases, water. Therefore, when the sand layer A is liquefied, the buoyancy and the frictional resistance from the surrounding ground will be lifted. . (Arrow d)

これは、最下層に砂層Ａを有していることが原因であり、最下層から砕石層とすればこのような問題は生じない。しかし、下層には下水道としての管渠が通っており、砕石が管渠の側面に当接すると、状況によっては一点に応力が集中し、管渠に亀裂が生じ、破壊してしまう可能性が生じる。
さらに、マンホールは構造的に自重，周辺地盤による側面からの摩擦抵抗、及び肩部より上部の地盤の重量により、上方への移動が抑制されているが、地震等により揺すられると側面からの摩擦抵抗を瞬間的に失い、地下水位とマンホールの深さによっては、水の浮力により、液状化に至らない場合でも浮き上りは発生し得る。
マンホールが浮き上がると、下水道本来の機能である下水の流下能力を失ってしまうばかりではなく、下水道の多くは公道下に布設されているため、地震後の重要な輸送路である道路交通を阻害してしまうおそれがある。
以上のことに鑑み、本発明は、地震によるマンホールの浮き上がりを防止することを課題とする。 This is because the bottom layer has the sand layer A. If the bottom layer is a crushed stone layer, such a problem does not occur. However, there is a pipe as a sewer in the lower layer, and if the crushed stone comes into contact with the side of the pipe, depending on the situation, stress may be concentrated at one point and the pipe may be cracked and destroyed. Arise.
In addition, the manhole is structurally restrained from moving upward due to its own weight, frictional resistance from the side due to the surrounding ground, and the weight of the ground above the shoulder, but if it is shaken by an earthquake or the like, friction from the side Depending on the groundwater level and the depth of the manhole, the resistance can be lost momentarily, and the buoyancy can occur even if liquefaction does not occur due to the buoyancy of the water.
When the manhole is lifted, it not only loses the ability to drain sewage, which is the original function of the sewer, but also because most of the sewer is installed under public roads, it impedes road traffic, which is an important transport route after the earthquake. There is a risk that.
In view of the above, an object of the present invention is to prevent the manhole from rising due to an earthquake.

上記課題を解決するために、本発明は次のような構成を有する。
請求項１に記載の発明は、マンホールの最下層から少なくとも管渠の上方を覆う高さまでを土のうにより埋設する土のう層を有するマンホールの埋設構造である。
請求項２に記載の発明は、前記マンホールの埋設構造において、前記土のう層の上に、砕石により埋設する砕石層を有するものである。
請求項３に記載の発明は、前記マンホールの埋設構造において、前記マンホールの側面から側方へ張り出す、板体もしくは棒体により形成される抵抗部材を前記マンホールに固定したものである。
請求項４に記載の発明は、前記マンホールの埋設構造において、前記管渠の周囲の一定範囲のみを粒体若しくは柔軟な物質で覆ったものである。粒体としては砂が例示され、柔軟な物質はゲル状物を袋に封入したものなどが例示される。
請求項５に記載の発明は、埋設されるマンホールの側面に側方へ張り出す、板体もしくは棒体により形成される抵抗部材を前記マンホールに固定し、抵抗部材を含めてマンホールを埋設したマンホールの埋設構造である。 In order to solve the above problems, the present invention has the following configuration.
The invention according to claim 1 is a manhole embedding structure having a sandbag layer that is buried by sandbag from the lowermost layer of the manhole to a height covering at least the upper part of the pipe rod.
According to a second aspect of the present invention, in the manhole embedding structure, a crushed stone layer buried with crushed stone is provided on the crust layer.
According to a third aspect of the present invention, in the manhole embedding structure, a resistance member formed by a plate body or a rod body that protrudes from a side surface of the manhole to the side is fixed to the manhole.
According to a fourth aspect of the present invention, in the manhole embedding structure, only a certain range around the tube rod is covered with granules or a flexible substance. The granule is exemplified by sand, and the soft substance is exemplified by a gel-like material enclosed in a bag.
The invention according to claim 5 is a manhole in which a resistance member formed of a plate or a rod, which projects laterally from a side surface of the embedded manhole, is fixed to the manhole, and the manhole is embedded including the resistance member. This is a buried structure.

上記課題を解決するために、本発明は次のような構成を有する。
請求項１に記載の発明は、マンホールの最下層から少なくとも管渠の上方を覆う高さまでを土のうにより埋設する土のう層を有することにより、砂層を排除することができる。そして、土の液状化は，飽和した緩い砂質土が地震動によりせん断変形されると，負のダイレイタンシーにより体積が減少し，これによって過剰間隙水圧が上昇し，最終的に土粒子間に働く有効応力が消失することで発生するが、土のうは土全体を補強材の袋で包み込んでいるため土粒子が物理的に拘束されるので、せん断変形による過剰間隙水圧が発生することが抑えられるので、液状化の発生を抑えることができる。また、砕石のように硬くなく構造物に沿って変形できるので、管渠に当接しても応力が集中することがなく、管渠の破壊を防ぐこともできる。
なお、上記特許文献１においても、埋設管に対して土のうにより埋め戻す技術が示されている。これは液状化防止も考慮しているが主に土のうにより上方から押さえつけることにより浮き上りを防ぐものであり、上方から押さえつけることができないマンホールの埋設とは本質的に異なり、これをマンホールの埋設に応用するという着想に至ることは容易ではない。 In order to solve the above problems, the present invention has the following configuration.
According to the first aspect of the present invention, the sand layer can be eliminated by having a soil layer buried with soil soil from the lowest layer of the manhole to a height covering at least the upper part of the pipe wall. Soil liquefaction is caused by the fact that when saturated and loose sandy soil is sheared and deformed by seismic motion, the volume decreases due to negative dilatancy, which increases the excess pore water pressure, and finally between soil particles. This occurs when the effective stress that is applied disappears, but the soil is physically constrained because the entire soil is wrapped in a bag of reinforcing material, so that excessive pore water pressure due to shear deformation is suppressed. Therefore, generation | occurrence | production of liquefaction can be suppressed. Moreover, since it is not hard like crushed stone and can be deformed along the structure, stress does not concentrate even if it contacts the pipe rod, and breakage of the pipe rod can be prevented.
In addition, also in the said patent document 1, the technique of refilling with respect to a buried pipe with a sandbag is shown. Although this also considers prevention of liquefaction, it mainly prevents lifting by pressing down from above with a sandbag, which is essentially different from burying manholes that cannot be pressed from above. It is not easy to come up with the idea of applying.

請求項２に記載の発明は、前記土のう層の上に、砕石により埋設する砕石層を有することで、地盤が強化され上層の舗装層をより強固な状態とすることができる。
請求項３に記載の発明は、マンホールの側面から側方へ張り出す、板体もしくは棒体により形成される抵抗部材を前記マンホールに固定することにより、マンホール自体の浮力によりマンホールが浮き上がろうとしても、抵抗部材が周囲の地盤に埋まっていることで大きな抵抗を生じさせることができ、マンホールが浮き上ることをさらに抑制することができる。
請求項４に記載の発明は、前記管渠の周囲の一定範囲のみを粒体若しくは柔軟な材質で覆うことで管渠への荷重負担を低減することができる。すなわち、土のうは容易に変形すし、管渠は外周が円形であるために、土のうの積み方によっては管渠を下から十分支えることができず、余分な荷重を管渠に掛けてしまう可能性があるが、粒体若しくは柔軟な材質で管渠の周囲を覆うことで、管渠の下方側に沿ってこれらの物質を詰めることができるので、管渠の下方の荷重を十分に受けて管渠への負担を低減することができる。
請求項５に記載の発明は、埋設されるマンホールの側面に側方へ張り出す、板体もしくは棒体により形成される抵抗部材を前記マンホールに固定し、抵抗部材を含めてマンホールを埋設することで、マンホール自体の浮力によりマンホールが浮き上がろうとしても、抵抗部材が周囲の地盤に埋まっていることで大きな抵抗を生じさせることができ、マンホールが浮き上ることを抑えることができる。 In the invention according to claim 2, by having a crushed stone layer embedded with crushed stone on the soil layer, the ground is strengthened and the upper pavement layer can be made stronger.
According to a third aspect of the present invention, the manhole is lifted by the buoyancy of the manhole itself by fixing a resistance member formed of a plate body or a rod body that protrudes from the side surface of the manhole to the side. However, since the resistance member is buried in the surrounding ground, a large resistance can be generated, and the manhole can be further prevented from floating.
The invention according to claim 4 can reduce the load burden on the pipe rod by covering only a certain range around the pipe rod with particles or a flexible material. In other words, the sandbag deforms easily and the outer periphery of the pipe is circular, so depending on how the sandbag is stacked, the pipe cannot be supported sufficiently from below, and an excessive load may be applied to the pipe. However, it is possible to pack these substances along the lower side of the tube by covering the periphery of the tube with a granular material or a flexible material. The burden on the bag can be reduced.
According to the fifth aspect of the present invention, a resistance member formed by a plate body or a rod body that projects laterally from a side surface of the embedded manhole is fixed to the manhole, and the manhole including the resistance member is embedded. Thus, even if the manhole attempts to rise due to the buoyancy of the manhole itself, a large resistance can be generated by the resistance member being buried in the surrounding ground, and the manhole can be prevented from rising.

以下、本発明の実施形態について、図面を参照しながら説明する。図１に本発明に係るマンホールの埋設構造Ｘを模式的に示す正面図を示し、図２にこの埋設構造Ｘを模式的に示す側面図を示す。マンホールの埋設構造Ｘは、土留め工６０に囲まれた竪穴の中に形成されるものであり、マンホール本体１０、竪穴の最下層から一定高さまで積み上げられる土のうにより形成される土のう層２０、土のう層２０の上方に一定高さまで積み上げられる砕石により形成される砕石層３０、砕石層３０の上方に形成される舗装層５０とを有する。土のう層２０を形成する土のうの内容物はここでは砂が用いられている。さらに、マンホール本体１０の下部近傍には下水道となる管渠１１が通っており、この管渠１１の周りの一定範囲には砂により形成される管渠保護部４０が形成されている。管渠保護部４０は、高さが竪穴の底面から管渠１１を数十ｃｍ越える高さまであり、管渠４０の長手方向のすべてを覆い、管渠１１の正面視の幅はマンホール本体１０の幅よりやや狭く設定している。
また、マンホール本体１０の側面には合成樹脂などのジオシンセティックにより形成される抵抗部材１２が取り付けられている。図３（ａ）に抵抗部材１２近傍を示す拡大正面図を示し、図３（ｂ）に抵抗部材１２近傍の拡大側面図を示す。抵抗部材１２は、側面視コの字状、平面視Ｖ字状になるように板材を曲げて形成したものであり、マンホール本体１０の側面に予め埋め込まれている取付ナットにボルトにより固定される。抵抗部材１２は、ここでは、マンホール本体１０に対し、側面の高さの異なるそれぞれ外周に沿って対象に４つずつ取り付けられている。 Hereinafter, embodiments of the present invention will be described with reference to the drawings. FIG. 1 is a front view schematically showing a manhole burying structure X according to the present invention, and FIG. 2 is a side view schematically showing the burying structure X. The manhole burying structure X is formed in a pothole surrounded by the earth retaining work 60, and a manhole body 10, a sandbag layer 20 formed by sandbags stacked from a lowermost layer of the pothole to a certain height, a sandbag. It has the crushed stone layer 30 formed of the crushed stone piled up to the fixed height above the layer 20, and the pavement layer 50 formed above the crushed stone layer 30. Here, sand is used as the contents of the sandbag forming the sandbag layer 20. In addition, a pipe tub 11 serving as a sewer passes near the lower portion of the manhole body 10, and a pipe tub protection portion 40 formed of sand is formed in a certain range around the pipe tub 11. The tube protection unit 40 has a height from the bottom of the tube hole to a height that exceeds the tube tube 11 by several tens of centimeters, covers all of the tube tube 40 in the longitudinal direction, and the width of the tube tube 11 in the front view is that of the manhole body 10. It is set slightly narrower than the width.
A resistance member 12 formed of geosynthetic material such as synthetic resin is attached to the side surface of the manhole body 10. FIG. 3A shows an enlarged front view showing the vicinity of the resistance member 12, and FIG. 3B shows an enlarged side view showing the vicinity of the resistance member 12. The resistance member 12 is formed by bending a plate material so as to have a U-shape in a side view and a V-shape in a plan view, and is fixed to a mounting nut embedded in a side surface of the manhole body 10 with a bolt. . Here, four resistance members 12 are attached to the manhole main body 10 along the outer circumferences having different side surface heights.

次に、以上のようなマンホールの埋設構造Ｘを実現するためにマンホールの埋設方法について説明する。最初は、掘削工程により設置箇所の周囲を土留め工等で土の崩壊を抑えながら所定の深度まで掘削する。次に、設置工程として基礎材を穴の底に敷きその上にマンホール本体１０を設置し、管渠１１を連結させる。そして、土のう埋め戻し工程として、底から土のうを積み上げていき、土のう層２０を形成する。この際、管渠保護部４０を形成する部分には土のうは積まず、管渠保護工程として砂を入れて押し固めていく。管渠保護部４０に砂が充填されると、その上方にはさらに土のうが積まれ一定高さまに到達すると土のう層２０が完成する。次に、抵抗部材取付工程としてマンホール本体の予め形成していた取付ナットに、抵抗部材１２を取り付け、その後、砕石埋め戻し工程として抵抗部材１２を内部に埋め込みながら砕石を土のう層の上へ一定高さまで埋め戻していく。最後に、砕石層３０の上に舗装工を施すことで舗装層５０が形成され埋設が完了する。
なお、管渠保護層は、ここでは砂を用いているが、管渠の周りに密に詰めることができ、かつ、荷重を支えることができるものであれば足り、他の粒体物や柔軟な物質などを用いてもよい。
また、管渠保護層を設ける場合は、土のう層を砕石などの塊状物により形成される塊状物層に代えても管渠を破壊することなく液状化によるマンホールの浮き上りを防止することができる。 Next, a manhole embedding method will be described in order to realize the manhole embedding structure X as described above. Initially, the excavation process excavates the surroundings of the installation site to a predetermined depth while suppressing the collapse of the soil with a soil retaining work or the like. Next, as the installation process, a base material is laid on the bottom of the hole, the manhole body 10 is installed thereon, and the tube rod 11 is connected. Then, as a backfilling process, the tops are piled up from the bottom, and the top layer 20 is formed. At this time, the sandbag is not piled on the portion forming the tube protection unit 40, and sand is put and pressed as a tube protection process. When the pipe protection unit 40 is filled with sand, a sandbag is further piled on the top, and when reaching a certain height, the sandbag layer 20 is completed. Next, the resistance member 12 is attached to a pre-formed mounting nut of the manhole body as a resistance member attachment process, and then the crushed stone is fixed on the soil layer while the resistance member 12 is embedded therein as a crushed stone backfilling process. I will backfill. Finally, a pavement layer 50 is formed on the crushed stone layer 30 to complete the embedding.
The tube protection layer is made of sand here, but it is sufficient if it can be packed tightly around the tube and can support the load. Other materials may be used.
In the case of providing a tube protection layer, it is possible to prevent the manhole from rising due to liquefaction without destroying the tube even if the soil layer is replaced with a block layer formed of blocks such as crushed stone. .

実施形態に係るマンホールの埋設構造を模式的に示す正面図である。It is a front view which shows typically the embedding structure of the manhole which concerns on embodiment. 実施形態に係るマンホールの埋設構造を模式的に示す側面図である。It is a side view which shows typically the embedding structure of the manhole which concerns on embodiment. （ａ）は抵抗部材近傍を示す拡大正面図であり、図３（ｂ）は抵抗部材近傍を示す拡大側面図である。FIG. 3A is an enlarged front view showing the vicinity of the resistance member, and FIG. 3B is an enlarged side view showing the vicinity of the resistance member. 従来のマンホールの埋設構造を模式的に示す正面図である。It is a front view which shows typically the embedding structure of the conventional manhole. 液状化によりマンホールが浮き上る際の動作を模式的に示す正面図である。It is a front view which shows typically the operation | movement at the time of a manhole rising by liquefaction.

符号の説明Explanation of symbols

Ｘ マンホールの埋設構造
１０ マンホール本体
１１ 管渠
１２ 抵抗部材
２０ 土のう層
３０ 砕石層
４０ 管渠保護層 X Manhole burial structure 10 Manhole body 11 Pipe rod 12 Resistive member 20 Earthen layer 30 Crushed stone layer 40 Tube protective layer

Claims (5)

マンホールの最下層から少なくとも管渠の上方を覆う高さまでを土のうにより埋設する土のう層を有するマンホールの埋設構造。   A manhole burying structure having a sandbag layer that is buried with a sandbag from the lowermost layer of the manhole to a height that covers at least the upper part of the pipe wall. 前記マンホールの埋設構造において、
前記土のう層の上に、砕石により埋設する砕石層を有する
請求項１に記載のマンホールの埋設構造。 In the buried structure of the manhole,
The manhole embedding structure according to claim 1, further comprising a crushed stone layer buried by crushed stone on the soil layer. 前記マンホールの埋設構造において、前記マンホールの側面から側方へ張り出す、板体もしくは棒体により形成される抵抗部材を前記マンホールに固定した請求項１又は２に記載のマンホールの埋設構造。   3. The manhole embedment structure according to claim 1 or 2, wherein a resistance member formed of a plate body or a rod body that protrudes laterally from a side surface of the manhole is fixed to the manhole. 前記マンホールの埋設構造において、前記管渠の周囲の一定範囲のみを粒体若しくは柔軟な材質で覆った請求項１から３のいずれか１項に記載のマンホールの埋設構造。   The manhole embedding structure according to any one of claims 1 to 3, wherein in the manhole embedding structure, only a certain range around the pipe rod is covered with a granular material or a flexible material. 埋設されるマンホールの側面に側方へ張り出す、板体もしくは棒体により形成される抵抗部材を前記マンホールに固定し、抵抗部材を含めてマンホールを埋設したマンホールの埋設構造。   A manhole embedding structure in which a resistance member formed by a plate or a rod that projects laterally to a side surface of an embedded manhole is fixed to the manhole, and the manhole including the resistance member is embedded.
JP2005003802A 2005-01-11 2005-01-11 Manhole burial structure Pending JP2006193900A (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2008144419A (en) * 2006-12-07 2008-06-26 Free Kogyo Kk Structure of manhole
JP2012023886A (en) * 2010-07-15 2012-02-02 Toshiba Corp Handhole and handhole installation structure

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH08165667A (en) * 1994-12-14 1996-06-25 Fujita Corp Manhole floating-up preventive construction structure
JPH1018324A (en) * 1996-06-27 1998-01-20 Aron Kasei Co Ltd Synthetic resin manhole
JP2003020659A (en) * 2001-07-04 2003-01-24 Shimizu Corp Base isolation structure using soft ground
JP2003027514A (en) * 2001-07-17 2003-01-29 Kubota Corp Pipe passage member
JP2003171976A (en) * 2001-12-04 2003-06-20 Asahi Tec Corp Repair method for underground structure

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH08165667A (en) * 1994-12-14 1996-06-25 Fujita Corp Manhole floating-up preventive construction structure
JPH1018324A (en) * 1996-06-27 1998-01-20 Aron Kasei Co Ltd Synthetic resin manhole
JP2003020659A (en) * 2001-07-04 2003-01-24 Shimizu Corp Base isolation structure using soft ground
JP2003027514A (en) * 2001-07-17 2003-01-29 Kubota Corp Pipe passage member
JP2003171976A (en) * 2001-12-04 2003-06-20 Asahi Tec Corp Repair method for underground structure

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2008144419A (en) * 2006-12-07 2008-06-26 Free Kogyo Kk Structure of manhole
JP2012023886A (en) * 2010-07-15 2012-02-02 Toshiba Corp Handhole and handhole installation structure

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