JP3525294B2 - Non-average force countermeasure structure for buried pipe - Google Patents

Non-average force countermeasure structure for buried pipe

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Publication number
JP3525294B2
JP3525294B2 JP2001077340A JP2001077340A JP3525294B2 JP 3525294 B2 JP3525294 B2 JP 3525294B2 JP 2001077340 A JP2001077340 A JP 2001077340A JP 2001077340 A JP2001077340 A JP 2001077340A JP 3525294 B2 JP3525294 B2 JP 3525294B2
Authority
JP
Japan
Prior art keywords
pipe
buried
geosynthetics
ground
curved pipe
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Lifetime
Application number
JP2001077340A
Other languages
Japanese (ja)
Other versions
JP2002276853A (en
Inventor
栄征 毛利
信夫 藤田
俊典 河端
弘康 佐藤
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Kubota Corp
Original Assignee
Kubota Corp
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Filing date
Publication date
Application filed by Kubota Corp filed Critical Kubota Corp
Priority to JP2001077340A priority Critical patent/JP3525294B2/en
Publication of JP2002276853A publication Critical patent/JP2002276853A/en
Application granted granted Critical
Publication of JP3525294B2 publication Critical patent/JP3525294B2/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Description

【発明の詳細な説明】Detailed Description of the Invention

【0001】[0001]

【発明の属する技術分野】本発明は、盛土の法面近傍、
擁壁の内部、地耐力の期待できない軟弱地盤、地震に伴
って液状化する可能性のある地盤、傾斜地で管に偏土圧
の作用する可能性のある場所などに埋設される管路につ
いて、管路の安全性を確保するための埋設管の不平均力
対策構造に関する。
BACKGROUND OF THE INVENTION 1. Field of the Invention
Inside the retaining wall, soft ground where ground strength cannot be expected, ground that may liquefy due to an earthquake, pipes that are buried in places where uneven earth pressure may act on pipes on sloping ground, etc. The present invention relates to a non-average force countermeasure structure for buried pipes to ensure the safety of pipelines.

【0002】[0002]

【従来の技術】通常の埋設条件で施工される管路の屈曲
部には、内圧負荷時に曲管部に作用するスラスト力によ
り管路が移動しないよう、図13に示すように曲管1周
囲にコンクリートブロック2を打設し、図14に示すよ
うに背面の受働土圧Rでスラスト力Wに抵抗させるのが
一般的である。
2. Description of the Related Art In a bent portion of a pipe line which is constructed under normal burial conditions, as shown in FIG. It is general that the concrete block 2 is placed on the ground and the thrust force W is resisted by the passive earth pressure R on the back surface as shown in FIG.

【0003】ところで、スラスト力Wに対向すべき土圧
が見込めない場合、例えば図15に示すように、盛土3
の法面3a近くなどに埋設された曲管1で、法面3aの
方向に向かって内圧によるスラスト力Wが作用する場
合、管路のスラスト防護構造を図13、図14に示した
ような構造とすると、図15に示すように背面となる法
面3の受働土圧Rが十分に期待できないため、小さなス
ラスト力で曲管1が移動し、場合によっては法面3aが
崩壊する危険を伴う。
By the way, when the earth pressure to oppose the thrust force W cannot be expected, for example, as shown in FIG.
When the thrust force W due to the internal pressure acts in the direction of the slope 3a in the curved pipe 1 buried near the slope 3a, the thrust protection structure of the pipeline is as shown in FIGS. 13 and 14. With the structure, as shown in FIG. 15, since the passive earth pressure R of the slope 3, which is the back surface, cannot be expected sufficiently, there is a risk that the curved pipe 1 may move with a small thrust force and the slope 3a may collapse in some cases. Accompany.

【0004】従って、受働土圧を考慮しなくても管路の
安全性が確保されるよう、図16に示すようにコンクリ
ートブロック2の自重を大きくせざるを得ない。このた
め、通常の地盤に理設する場合と比べて格段に大きなブ
ロックが必要となる。
Therefore, in order to ensure the safety of the pipeline without considering the passive earth pressure, the weight of the concrete block 2 must be increased as shown in FIG. For this reason, a much larger block is required as compared with the case where it is installed in normal ground.

【0005】また、管路が高内圧の場合には、スラスト
力も大きくなるので図16に示したように、曲管1およ
びその前後に伸びる直管10、10を相当の長さ、例え
ば数mから十数mにわたってコンクリートで巻き込む必
要があり、図示はされていないが複数の継手部が巻き込
まれる場合がある。この結果、継手部1aもコンクリー
トで巻き込まれ、耐震構造管路の場合は、その特長であ
る継手部の伸縮可とう性を損なうことになる。
Further, when the pipe line has a high internal pressure, the thrust force also becomes large. Therefore, as shown in FIG. 16, the curved pipe 1 and the straight pipes 10 and 10 extending before and after the curved pipe 1 have a considerable length, for example, several meters. It is necessary to wrap it in concrete for over 10 to 10 m, and a plurality of joint parts may be engulfed although not shown. As a result, the joint portion 1a is also entangled with concrete, and in the case of a seismic structure pipeline, the flexibility of expansion and contraction of the joint portion, which is a feature thereof, is impaired.

【0006】さらに、軟弱地盤地帯では、コンクリート
構造物の前後で不同沈下を生じるため、大規模な地盤改
良工事や、可とう管を使用する等の派生的な対策に多額
の費用が必要となる。
Further, in the soft ground area, since uneven settlement occurs before and after the concrete structure, a large amount of cost is required for large-scale ground improvement work and derivative measures such as using flexible pipes. .

【0007】また地震時には地中構造物と地盤が大きな
位相差を生じ、構造物ぎわの管に過大な応力が発生した
り、継手が抜け出したりする危険性もある。さらに地震
時にコンクリートブロック背面の地盤が液状化すると、
内圧によるスラスト力によってブロックが移動し、大き
な被害を生じる危険がある。
In addition, there is a risk that a large phase difference will occur between the underground structure and the ground during an earthquake, excessive stress will be generated in the pipe of the structure wrinkle, and the joint will slip out. Furthermore, when the ground behind the concrete block liquefies during an earthquake,
There is a danger that the block will move due to the thrust force due to the internal pressure, causing serious damage.

【0008】このような危険を回避する手段として、曲
管の曲率中心から外側にPC杭などを打ち込み、抗の抵
抗力でスラスト力を負担することも考えられる。しかし
杭の設置には大きなコストを要し、またPC杭と接した
曲管の一部分に応力が集中するという問題がある。
As a means for avoiding such a danger, it is conceivable to drive a PC pile or the like from the center of curvature of the curved pipe to the outside so as to bear thrust force by resistance force. However, there is a problem that installation of the pile requires a large cost and stress concentrates on a part of the curved pipe that is in contact with the PC pile.

【0009】[0009]

【発明が解決しようとする課題】この発明は、上記問題
点を解消し、盛土の法面近傍、擁壁の内部、地耐力の期
待できない軟弱地盤、地震に伴って液状化する可能性の
ある地盤、傾斜地で管に偏土圧の作用する可能性のある
場所などに埋設される管路について、管路の安全性を確
保するための埋設管の不平均力に対する防護対策を課題
としてなされたものである。
DISCLOSURE OF THE INVENTION The present invention solves the above problems and has the possibility of liquefying in the vicinity of the slope of the embankment, inside the retaining wall, soft ground where the earth bearing capacity cannot be expected, or due to an earthquake. Regarding pipelines buried in places where soil pressure may act on the ground or on sloping ground, protection measures against non-uniform force of the buried pipes were taken as an issue to ensure the safety of the pipelines. It is a thing.

【0010】[0010]

【課題を解決するための手段】上記課題を解決するため
に、請求項1の埋設管の不平均力対策構造は、埋設され
た曲管の曲率中心側より前記曲管底部へ伸び、前記曲管
の外側を覆って前記曲率中心側へ折返すことにより、曲
管に加わるスラスト力に対向する方向に強靭なジオシン
セティックスが敷設配置され、前記曲管と共に地中に埋
設され、前記曲管に加わるスラスト力が、前記強靭なジ
オシンセティックスの地中の引抜き抵抗力によって支え
られるようにしたものである。
In order to solve the above-mentioned problems, the structure for preventing a non-uniform force of a buried pipe according to claim 1 extends from the curvature center side of the buried curved pipe to the curved pipe bottom portion, the fold Succoth covers the outside of the tube to the center of curvature side, songs
A strong geosynthetic is laid in a direction opposite to the thrust force applied to the pipe and is embedded in the ground together with the curved pipe. It is designed to be supported by resistance.

【0011】従って、曲管路のスラスト力は曲率中心側
から強靭なジオシンセティックスの地中の引抜き抵抗力
で支えられるので、背面側に受働土圧が期待できない場
合であっても、簡単な構成で確実に不平均力に対する防
護ができる。
Therefore, since the thrust force of the curved pipe is supported by the strong pulling resistance force of the geosynthetics in the ground from the center of curvature side, even if no passive earth pressure can be expected on the back side, it is easy. The configuration ensures protection against non-uniform forces.

【0012】なお、上記請求項1における引き抜き抵抗
力は、強靭なジオシンセティックスを地中に埋設するこ
とによって摩擦による引き抜き抵抗力を発揮させる場合
と、強靭なジオシンセティックスの地中埋設部に、埋設
土などの基礎材を包み込み、その部分の自重と、それよ
り上部の埋戻土の荷重とで大きな不平均力に抵抗力を発
揮させる場合、さらには、強靭なジオシンセティックス
の地中埋設部をアンカーや杭と連結し地山部分の強度を
有効に利用して大きな抵抗力を確保する場合がある。
The pull-out resistance in the above claim 1 is obtained by embedding strong geosynthetics in the ground to exert the pull-out resistance due to friction, and when the strong geosynthetic is buried underground. When wrapping a foundation material such as buried soil to exert resistance against a large non-uniform force due to its own weight and the load of backfill soil above that, further, in the underground of strong geosynthetics There is a case where the buried portion is connected to an anchor or a pile to effectively utilize the strength of the ground portion to secure a large resistance force.

【0013】また、上記引き抜き抵抗力を強靭なジオシ
ンセティックスの地中埋設部に、埋設土などの基礎材を
包み込んで発揮させる場合、これら基礎材や上部の埋め
戻し材に砕石を使用することにより、液状化の原因とな
る過剰間隙水圧の上昇を抑制できる。
When the above-mentioned pull-out resistance is to be exerted by encapsulating a foundation material such as buried soil in a tough underground buried part of geosynthetics, crushed stone should be used as the foundation material and the backfill material above. This can suppress an increase in excess pore water pressure that causes liquefaction.

【0014】請求項2の埋設管の不平均力対策構造は、
斜面の等高線に沿って埋設された直管の地山側から前記
直管底部へ伸び、前記直管の外側を覆って前記地山側へ
折返して、強靭なジオシンセティックスが敷設配置さ
れ、前記直管に加わる管軸に直角方向への偏土圧が、前
記強靭なジオシンセティックスの地中の引抜き抵抗力に
よって支えられるようにしたものである。
The non-average force countermeasure structure for the buried pipe according to claim 2 is
Extending from the ground side of the straight pipe buried along the contour line of the slope to the bottom of the straight pipe, covering the outside of the straight pipe and returning to the ground side, strong geosynthetics are laid and arranged, and the straight pipe is The earth pressure applied in the direction perpendicular to the pipe axis is supported by the pulling resistance force of the tough geosynthetics in the ground.

【0015】この請求項2の埋設管の不平均力対策構造
は、直管についての不平均力に対するもので、斜面の等
高線に沿って敷設された埋設管には管軸直角方向に偏土
圧が作用することがあるが、この偏土圧に対し地山側へ
向け敷設したジオシンセティックスにより請求項1と同
様な引き抜き抵抗力を発揮させ、あるいは基礎材や上部
の埋め戻し材に砕石を使用することにより、液状化の原
因となる過剰間隙水圧の上昇を抑制できるのである。
The structure for preventing the non-uniform force of the buried pipe according to claim 2 is for the non-uniform force of a straight pipe, and the buried pipe laid along the contour line of the slope has an eccentric earth pressure in the direction perpendicular to the pipe axis. However, due to this soil pressure, geosynthetics laid toward the natural ground exert the same pull-out resistance as in claim 1, or crushed stone is used for the foundation material and the backfill material in the upper part. By doing so, it is possible to suppress an increase in excess pore water pressure that causes liquefaction.

【0016】ここに、強靭なジオシンセティックスと
は、高強力、低伸度でクリープ変形が小さく施工時の耐
衝撃性に優れ、土との摩擦抵抗力が高い物理的性質と、
耐候性、耐薬品性、耐寒性、耐熱性に優れた化学的性質
を有した繊維、例えばアラミド繊維を高密度ポリエチレ
ン樹脂あるいはポリエステル繊維と複合させた繊維材料
で形成されたネット状体を言う。
Here, the tough geosynthetics have the physical properties of high strength, low elongation, small creep deformation, excellent impact resistance during construction, and high friction resistance with soil,
It refers to a net-like body formed of a fiber material having chemical properties excellent in weather resistance, chemical resistance, cold resistance, and heat resistance, for example, a fiber material obtained by combining aramid fiber with high-density polyethylene resin or polyester fiber.

【0017】[0017]

【発明の実施の形態】次に、この発明の埋設管の不平均
力対策構造の実施の形態を説明する。図1は、埋設管の
不平均力対策構造を曲管に適用した場合の平面図、図2
は図1のA−A線断面図である。
BEST MODE FOR CARRYING OUT THE INVENTION Next, an embodiment of the non-averaged force countermeasure structure for a buried pipe of the present invention will be described. FIG. 1 is a plan view in which a structure for preventing uneven force of a buried pipe is applied to a curved pipe, FIG.
2 is a sectional view taken along the line AA of FIG.

【0018】図1において、曲管1は、曲率中心1b側
より前記曲管底部1cへ伸び、曲管1の外側面1dに沿
って管頂1fへと展開され、再び前記曲率中心1b側へ
折返された強靭なジオシンセティックス4で覆われてい
る。
In FIG. 1, the curved pipe 1 extends from the side of the center of curvature 1b to the bottom 1c of the curved pipe, is expanded to the top 1f of the pipe along the outer surface 1d of the curved pipe 1, and again to the side of the center of curvature 1b. It is covered with the folded and strong Geosynthetics 4.

【0019】このジオシンセティックス4は図示のよう
にネット状をなし、地中に展開した状態で、前記曲管1
と共に地中に埋設され、ジオシンセティックス4に沿っ
て働く地中の引抜き抵抗力r…rが合わさってスラスト
力wに対向する抵抗力Rとなるように構成されている。
The geosynthetics 4 has a net shape as shown in the drawing, and is expanded into the ground to form the curved pipe 1
In addition, it is buried in the ground, and the pulling-out resistance forces r ... R working in the ground along the geosynthetics 4 are combined so as to be a resistance force R opposed to the thrust force w.

【0020】また、上記ジオシンセティックス4は帯状
とされ、曲管1の管軸1eに対して直角方向となるよう
に配列され、帯状のネット4同士が重畳する部分4aは
相互に結合部材(図示せず)で緊結される。
Further, the geosynthetics 4 are formed in a strip shape and are arranged so as to be in a direction perpendicular to the tube axis 1e of the curved tube 1, and the portions 4a where the strip nets 4 overlap with each other are a connecting member ( (Not shown).

【0021】また、ジオシンセティックス4は、高強
力、低伸度でクリープ変形が小さく施工時の耐衝撃性に
優れ、土との摩擦性が良い物理的性質と、耐候性、耐薬
品性、耐寒性、耐熱性に優れ化学的性質を有した繊維、
例えばアラミド繊維を高密度ポリエチレン樹脂あるいは
ポリエステル繊維と複合させた繊維材料で形成されたジ
オグリッドなどが好適に使用される。
Further, Geosynthetics 4 has high strength, low elongation, small creep deformation, excellent impact resistance during construction, good physical properties with good friction with soil, weather resistance, chemical resistance, Fibers with excellent cold resistance and heat resistance and chemical properties,
For example, a geogrid formed of a fiber material obtained by combining aramid fiber with high density polyethylene resin or polyester fiber is preferably used.

【0022】次に、実施の形態である上記埋設管の不平
均力対策構造の施工方法を説明する。まず、曲管1を敷
設する深さまで地盤5を掘削し、図3に示すようにジオ
シンセティックス4を管路の曲率中心1b側から半径方
向外側へ向けて敷設する。
Next, a method of constructing the structure for preventing the non-uniform force of the buried pipe according to the embodiment will be described. First, the ground 5 is excavated to the depth at which the curved pipe 1 is laid, and as shown in FIG. 3, the geosynthetics 4 are laid from the curvature center 1b side of the conduit toward the radially outer side.

【0023】その上に曲管1を管路に沿って設置し、曲
管1より外側のジオシンセティックス4を曲管1の頂部
1fへたくし上げる。次いで図4に示すように曲管1を
頂部1fまで埋め戻し、埋戻土6の上にたくし上げたジ
オシンセティックス4を曲率中心1bの方向へ展開し敷
設する。
The curved pipe 1 is installed on the curved pipe 1, and the geosynthetics 4 outside the curved pipe 1 is tucked up to the top 1f of the curved pipe 1. Next, as shown in FIG. 4, the curved pipe 1 is backfilled to the top 1f, and the geosynthetics 4 tucked up on the backfilled soil 6 are developed and laid in the direction of the center of curvature 1b.

【0024】そして、図5に示すように、展開したジオ
シンセティックス4の上に埋戻土6をさらに投入し、掘
削溝を埋め戻す。従って、埋設された曲管1は管底部1
c、管頂部1fから曲率中心側1bへ向け、ジオシンセ
ティックス4が地中に埋設された状態で延在し、ジオシ
ンセティックス4に沿って生じる引き抜き抵抗力r…r
がスラスト力Wに対する抗力R、Rとなって曲管1を保
護する。
Then, as shown in FIG. 5, backfill soil 6 is further put on the developed geosynthetics 4 to backfill the excavation trench. Therefore, the buried curved pipe 1 is
c, from the pipe top 1f to the center of curvature side 1b, the geosynthetics 4 extend in the state of being buried in the ground, and the pull-out resistance r ... r generated along the geosynthetics 4
Serves as a resistance R, R against the thrust force W and protects the curved pipe 1.

【0025】従って、曲管1の曲率中心1bより外側が
盛土3の法面3aとなっていて受働土圧も十分に期待で
きない場合であっても、スラスト力Wによる曲管1の移
動が十分に防止される。
Therefore, even when the slope 3a of the embankment 3 is outside the curvature center 1b of the curved pipe 1 and the passive earth pressure cannot be expected sufficiently, the movement of the curved pipe 1 by the thrust force W is sufficient. To be prevented.

【0026】なお、上記実施の形態として、ジオシンセ
ティックス4をU字状に敷設した場合を示したが、図6
に示すように、ジオシンセティックス4の開放側を延長
部4bで閉じるように敷設し、ジオシンセティックス4
で囲まれる埋戻土6aの質量Gによってもスラスト力W
に対向するようにしても良い。
In the above embodiment, the case where the geosynthetics 4 is laid in a U shape is shown.
As shown in Fig. 3, the open side of the geosynthetics 4 is laid so as to be closed by the extension 4b.
The thrust force W also depends on the mass G of the backfill soil 6a surrounded by
May be opposed to.

【0027】さらに、この場合、図7に示すようにジオ
シンセティックス4を曲管1の管頂方向へ延長し、延長
部4cにより囲まれる埋戻土6aが曲管1の上方にも盛
土されるようにし、ジオシンセティックス4の地中引き
抜き抵抗力rによる抗力Rに加え埋戻土6aの質量が直
接曲管1に加わってスラスト力に対向するようにしても
良い。
Furthermore, in this case, as shown in FIG. 7, the geosynthetics 4 is extended toward the top of the curved pipe 1, and the backfill soil 6a surrounded by the extension 4c is also filled above the curved pipe 1. The mass of the backfill soil 6a may be directly added to the curved pipe 1 in addition to the drag force R of the geosynthetics 4 due to the pulling resistance force r to oppose the thrust force.

【0028】この場合、ジオシンセティックス4で囲ま
れる埋戻土6aおよび上部の埋戻土6に砕石を用いれ
ば、液状化の原因となる過剰間隙水圧の上昇が抑制さ
れ、速やかな消散を促すことによって曲管の移動抑制に
非常に大きな効果を発揮する。
In this case, if crushed stones are used for the backfill soil 6a surrounded by the geosynthetics 4 and the backfill soil 6 on the upper side, an increase in excess pore water pressure that causes liquefaction is suppressed and prompt dissipation is promoted. As a result, it exerts a very large effect in suppressing the movement of the curved pipe.

【0029】なお、図7ではジオシンセティックス4で
包み込んだ埋戻土6aの曲管1の背面側への投影面積が
図6より大きくなるため、特に地盤が液状化した場合の
スラスト抵抗力の増加に効果がある。
In FIG. 7, since the projected area of the backfill soil 6a wrapped with the geosynthetics 4 on the back side of the curved pipe 1 is larger than that in FIG. 6, the thrust resistance force especially when the ground is liquefied Effective in increasing.

【0030】また、図8に示すようにジオシンセティッ
クス4の開放側に杭7を打ち込み、この杭7にジオシン
セティックス4を係止させてもよい。この場合、杭7に
よって強大なスラスト力Wに対する抗力Rが得られる。
Alternatively, as shown in FIG. 8, a pile 7 may be driven into the open side of the geosynthetics 4, and the geosynthetics 4 may be locked to the pile 7. In this case, the pile 7 provides a resistance R to the strong thrust force W.

【0031】さらに、曲管周囲に頑丈な地盤がない場合
は、図9に示すように強固な地盤5aにアンカー杭7a
を打ち込み、これにジオシンセティックス4の端部を連
結金具などでアンカー杭7aと固定してもよい。
Further, when there is no strong ground around the curved pipe, the anchor pile 7a is attached to the strong ground 5a as shown in FIG.
You may drive in and fix the end part of the geosynthetics 4 to the anchor pile 7a with a connection metal fitting etc. to this.

【0032】また、図8、図9に示した実施の形態は、
地震などで地盤が液状化しても曲管4は曲率中心から外
側へ移動するのが防止されるので、管路の安全性が高め
られる。
In the embodiment shown in FIGS. 8 and 9,
Even if the ground is liquefied due to an earthquake or the like, the curved pipe 4 is prevented from moving outward from the center of curvature, so that the safety of the pipeline is enhanced.

【0033】さらに、図10に示すように曲管1の外側
にコンクリートやソイルセメント、EPSなどで成形し
たブロック材8を当てがい、その上からジオシンセティ
ックス4を被せても良い。
Further, as shown in FIG. 10, a block material 8 formed of concrete, soil cement, EPS or the like may be applied to the outer side of the curved pipe 1, and the geosynthetics 4 may be covered thereon.

【0034】この場合、曲管1の外側を方形状に整った
形に出来るので、図11に示すようにジオシンセティッ
クス4として大きなシート状体4sが使用可能となり、
多数の帯状のジオシンセティックス4を繰り返し敷設す
る手間が省け、迅速、容易に施工が可能となり、また型
枠8の重量と相俟って、強靭なスラスト防護力が発揮さ
れる。
In this case, since the outside of the curved tube 1 can be formed into a square shape, a large sheet-like body 4s can be used as the geosynthetics 4 as shown in FIG.
The labor of repeatedly laying a large number of strip-shaped geosynthetics 4 can be saved, the construction can be carried out quickly and easily, and in combination with the weight of the formwork 8, strong thrust protection is exerted.

【0035】上記埋設管の不平均力対策構造は、傾斜地
で等高線に沿って敷設された管路の直管部についても、
曲管部での実施の形態と同様な構造で、管路の不平均力
に対する抵抗力を高め、あるいは管軸直角方向へ作用す
る偏土圧に対しても管路の安定性を高めることができ
る。
The structure for preventing the non-uniform force of the buried pipe described above also applies to the straight pipe portion of the pipe line laid along the contour line on the sloping ground.
With a structure similar to that of the embodiment in the curved pipe section, the resistance force against the non- uniform force of the pipe line is increased or it acts in the direction orthogonal to the pipe axis.
The stability of the pipeline can be improved even with respect to uneven earth pressure .

【0036】また、図12に示すように管路が斜面より
部分的に露出している場合にも管路に作用する不平均力
や偏土圧に対する抵抗力とすることができる。
Further, not the average forces acting on the pipe even when the pipe is partially exposed from the inclined surface as shown in FIG. 12
It can be used as a resistance force against soil pressure and eccentricity .

【0037】[0037]

【発明の効果】この発明は以上説明したように、曲管の
曲率中心側に敷設した強靭なジオシンセティックスの地
中での引き抜き抵抗力によって曲管のスラスト防護力が
発揮されるので、曲率中心の外側に盛土の法面が位置す
るような場合でも確実なスラスト防護が行える。
As described above, according to the present invention, the thrust protection force of the curved pipe is exerted by the pulling-out resistance force of the strong geosynthetics laid on the curvature center side of the curved pipe in the ground. Even if the embankment slope is located outside the center, reliable thrust protection can be performed.

【0038】また、施工に際しても、強靭なジオシンセ
ティックスを掘削溝内に敷設するだけで良いので施工の
手間も掛らず、容易に実施できる。さらに、曲管外周に
はコンクリートブロックを打設しないので、耐震継手で
接合した曲管であつても伸縮機能を損なうことなくスラ
スト防護を行うことができる。
[0038] Further, at the time of construction, since it suffices to lay strong geosynthetics in the excavation trench, the construction can be carried out easily without any labor. Further, since no concrete block is placed on the outer circumference of the curved pipe, thrust protection can be performed without impairing the expansion / contraction function even for a curved pipe joined with an earthquake resistant joint.

【図面の簡単な説明】[Brief description of drawings]

【図1】この発明の実施の形態の埋設管の不平均力対策
構造を示す平面図である。
FIG. 1 is a plan view showing an anti-unequal force countermeasure structure for a buried pipe according to an embodiment of the present invention.

【図2】図1のA−A線断面図である。FIG. 2 is a sectional view taken along the line AA of FIG.

【図3】曲管の埋設工程の説明図で、ネット状のジオシ
ンセティックスを掘削溝底に敷設した状態の断面図であ
る。
FIG. 3 is an explanatory view of a curved pipe burying step, and is a cross-sectional view of a state in which net-shaped geosynthetics are laid on the bottom of a trench.

【図4】同上工程の説明図で、管頂まで埋め戻した状態
の断面図である。
FIG. 4 is an explanatory view of the above process, and is a cross-sectional view of a state in which the pipe top is backfilled.

【図5】埋設完成状態を示す説明図である。FIG. 5 is an explanatory diagram showing a buried state.

【図6】実施の形態の他の構成例を示す断面図である。FIG. 6 is a cross-sectional view showing another configuration example of the embodiment.

【図7】同上さらに他の構成例を示す断面図である。FIG. 7 is a sectional view showing still another configuration example of the same.

【図8】同上さらに他の構成例を示す断面図である。FIG. 8 is a sectional view showing still another configuration example of the same.

【図9】同上さらに他の構成例を示す断面図である。FIG. 9 is a sectional view showing still another configuration example of the same.

【図10】同上さらに他の構成例を示す断面図である。FIG. 10 is a sectional view showing still another configuration example of the same.

【図11】図10に示した構成例の平面図である。11 is a plan view of the configuration example shown in FIG.

【図12】実施の形態のさらに他の構成例を示す断面図
である。
FIG. 12 is a sectional view showing still another configuration example of the embodiment.

【図13】従来の曲管の埋設構造を示す平面図である。FIG. 13 is a plan view showing a conventional buried structure of a bent pipe.

【図14】図13の断面図である。14 is a cross-sectional view of FIG.

【図15】他の従来例の断面図である。FIG. 15 is a cross-sectional view of another conventional example.

【図16】他の従来例の平面断面図である。FIG. 16 is a plan sectional view of another conventional example.

【符号の説明】[Explanation of symbols]

1 曲管 2 コンクリートブロック 3 盛土 3a 法面 4 強靭なジオシンセティックス 5 地盤 6 埋戻土 1 curved pipe 2 concrete blocks 3 embankments 3a slope 4 Robust geosynthetics 5 ground 6 backfill soil

───────────────────────────────────────────────────── フロントページの続き (72)発明者 河端 俊典 東京都中央区日本橋室町3丁目1番3号 株式会社クボタ東京本社内 (72)発明者 佐藤 弘康 東京都中央区日本橋室町3丁目1番3号 株式会社クボタ東京本社内 (56)参考文献 特開 昭54−149926(JP,A) 特開 平9−273152(JP,A) (58)調査した分野(Int.Cl.7,DB名) F16L 1/024 E02D 27/34 F16L 1/00 ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Inventor Toshinori Kawabata 3 1-3 Nihonbashi Muromachi, Chuo-ku, Tokyo Kubota Tokyo Head Office (72) Inventor Hiroyasu Sato 3 1-3 Nihombashi Muromachi, Chuo-ku, Tokyo No. Kubota Tokyo Head Office (56) References JP-A-54-149926 (JP, A) JP-A-9-273152 (JP, A) (58) Fields investigated (Int.Cl. 7 , DB name) F16L 1/024 E02D 27/34 F16L 1/00

Claims (2)

(57)【特許請求の範囲】(57) [Claims] 【請求項1】 埋設された曲管の曲率中心側より前記曲
管底部へ伸び、前記曲管の外側を覆って前記曲率中心側
へ折返すことにより、曲管に加わるスラスト力に対向す
る方向に強靭なジオシンセティックスが敷設配置され、
前記曲管と共に地中に埋設され、前記曲管に加わるスラ
スト力が、前記強靭なジオシンセティックスの地中の引
抜き抵抗力によって支えられるようにした埋設管の不平
均力対策構造。
1. A stretch than the curvature center side of the buried bent tube into the bend bottom, the fold Succoth covers outside of said curved pipe to the center of curvature side, to face the thrust force applied to bend
The strong geosynthetics are laid in the direction of
A buried pipe non-uniform force countermeasure structure that is buried in the ground together with the curved pipe, and the thrust force applied to the curved pipe is supported by the pulling-out resistance force of the strong geosynthetics in the ground.
【請求項2】 斜面の等高線に沿って埋設された直管の
地山側から前記直管底部へ伸び、前記直管の外側を覆っ
て前記地山側へ折返して、強靭なジオシンセティックス
が敷設配置され、前記直管に加わる管軸に直角方向への
偏土圧が、前記強靭なジオシンセティックスの地中の引
抜き抵抗力によって支えられるようにした埋設管の不平
均力対策構造。
2. A tough geosynthetic structure that extends from the natural side of a straight pipe buried along a contour line of a slope to the bottom of the straight pipe, covers the outside of the straight pipe, and folds back toward the natural side to lay it. The structure for counteracting the non-uniform force of the buried pipe, in which the uneven earth pressure applied to the straight pipe in the direction perpendicular to the pipe axis is supported by the pulling-out resistance force of the strong geosynthetics in the ground.
JP2001077340A 2001-03-19 2001-03-19 Non-average force countermeasure structure for buried pipe Expired - Lifetime JP3525294B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2001077340A JP3525294B2 (en) 2001-03-19 2001-03-19 Non-average force countermeasure structure for buried pipe

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2001077340A JP3525294B2 (en) 2001-03-19 2001-03-19 Non-average force countermeasure structure for buried pipe

Publications (2)

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JP2002276853A JP2002276853A (en) 2002-09-25
JP3525294B2 true JP3525294B2 (en) 2004-05-10

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4488724B2 (en) * 2003-12-02 2010-06-23 三井化学産資株式会社 Protective structure of internal pressure buried pipe deformation site
KR101386667B1 (en) 2013-11-14 2014-04-17 한국건설기술연구원 Bank erosion protecting method and structure using embedded rolling mat
JP6755752B2 (en) * 2016-08-26 2020-09-16 積水化学工業株式会社 Tube structure
JP7036614B2 (en) * 2018-02-13 2022-03-15 積水化学工業株式会社 Pipeline burial structure and burial method
JP7394344B2 (en) 2020-05-19 2023-12-08 国立研究開発法人農業・食品産業技術総合研究機構 Liquefaction countermeasure construction method and liquefaction countermeasure structure

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