JP3324443B2 - Seismic construction method for buried pipes - Google Patents
Seismic construction method for buried pipesInfo
- Publication number
- JP3324443B2 JP3324443B2 JP11110797A JP11110797A JP3324443B2 JP 3324443 B2 JP3324443 B2 JP 3324443B2 JP 11110797 A JP11110797 A JP 11110797A JP 11110797 A JP11110797 A JP 11110797A JP 3324443 B2 JP3324443 B2 JP 3324443B2
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- JP
- Japan
- Prior art keywords
- pipe
- ground
- main body
- block
- buried
- 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
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Description
【０００１】[0001]
【発明の属する技術分野】本発明は埋設管の耐震工法、
特に建造物廻りの埋設管の耐震工法に関するものであ
る。BACKGROUND OF THE INVENTION The present invention relates to a seismic construction method for buried pipes,
In particular, the present invention relates to an earthquake-resistant construction method for a buried pipe around a building.
【０００２】[0002]
【従来の技術】埋設管は一般に長距離にわたるので種々
の地盤内に敷設される。BACKGROUND OF THE INVENTION Buried pipes are generally laid over a long distance and are laid in various grounds.
【０００３】そのため、地震が発生したときに、その周
囲の地盤の動きは各個所で異なっており、大別して以下
の２つの現象の影響を受ける。[0003] For this reason, when an earthquake occurs, the movement of the surrounding ground is different at each location, and is roughly affected by the following two phenomena.
【０００４】一つは、地震波により地盤そのものに著し
い変化が発生する現象で砂質土地盤に発生する液状化で
ある。液状化は砂質土が地震波により一時的に液体のよ
うになってしまうものである。液状化した地盤では鉛直
方向及び水平方向の支持力が著しく減少し、場合によっ
ては支持力が零になり、その結果、その地盤に支持され
ている埋設管が浮上がったり、傾斜したりして、埋設管
に被害が発生する。[0004] One is liquefaction that occurs on sandy ground due to a phenomenon in which a significant change occurs in the ground itself due to seismic waves. Liquefaction is a process in which sandy soil temporarily becomes liquid due to seismic waves. In the liquefied ground, the vertical and horizontal support forces decrease significantly, and in some cases the support force becomes zero, and as a result, the buried pipe supported by the ground rises or slopes, The buried pipe will be damaged.
【０００５】また、地盤の表層が非液状化層で下層が液
状化層の場合には、表層内の埋設管が底抜けしたような
状態になつて沈下し、同様に被害が発生する。In the case where the surface layer of the ground is a non-liquefied layer and the lower layer is a liquefied layer, the buried pipe in the surface layer sinks in a state where the buried pipe is in the bottom and similarly damages.
【０００６】もう一つは、断層変位による地盤変化であ
る。この場合には、断層変位を生じた個所で埋設管が地
盤から局部的な力を受けるために、曲がり等の損傷を受
ける危険性がある。The other is ground change due to fault displacement. In this case, since the buried pipe receives local force from the ground at the place where the fault displacement occurs, there is a risk of being damaged such as bending.
【０００７】そのために、埋設管については上記の現象
を想定した耐震対策が検討されている。For this purpose, seismic countermeasures have been studied for buried pipes on the assumption of the above phenomenon.
【０００８】上記した２つの現象のうち、地盤の液状化
が、断層変位による地盤変化よりも、発生し易いことか
ら、埋設管については上記液状化現象を考慮した耐震工
法が種々検討されている。Among the above two phenomena, the liquefaction of the ground is more likely to occur than the ground change due to the fault displacement. Therefore, various seismic construction methods for the buried pipe in consideration of the liquefaction phenomenon have been studied. .
【０００９】特開平２−４６３８７号公報には、既設埋
設管の地盤液状化時の浮上がり防止方法が開示されてい
る（従来技術１）。Japanese Unexamined Patent Publication (Kokai) No. 2-46387 discloses a method for preventing floating of an existing buried pipe during liquefaction of the ground (prior art 1).
【００１０】この方法は２本の平行な鋼管杭等の縦杭材
の上端を、Ｈ型鋼等の桁部材で溶接により連結した門型
部材をあらかじめ必要な個数製作しておき、これらの門
型部材を、液状化層に埋設ずみの既設埋設管の延長方向
に門型のやっとこを当接して圧入機等で圧入する。この
方法によれば、その地盤における掘削作業が不要にな
り、門型部材を圧入する圧入作業を行うので、市街地等
での施工が容易になる。In this method, a required number of portal members are prepared in advance by connecting the upper ends of two vertical pile members such as parallel steel pipe piles by welding with a girder member such as an H-shaped steel. The member is pressed into the liquefied layer with a press-fitting machine or the like by contacting a gate-shaped bar in the extension direction of the existing buried pipe buried in the liquefied layer. According to this method, the excavation work on the ground becomes unnecessary, and the press-fitting work for press-fitting the portal member is performed, so that the construction in the city area or the like becomes easy.
【００１１】また、特開平２−２１３５３８号公報に
は、地下埋設管の不等沈下防止方法が開示されている
（従来技術２）。Japanese Unexamined Patent Publication (Kokai) No. 2-213538 discloses a method for preventing uneven settlement of underground pipes (prior art 2).
【００１２】図６は上記不等沈下防止方法の一例を示す
正面断面図である。図６では管本体２ａは地盤１を掘削
して形成された溝３ａ内に敷設され、管本体２ａの周辺
部を良質な土砂４で充分に締固め、その上部全面に発泡
スチロールからなるブロック５を設置する。ブロック５
は管本体２ａの埋設深さに応じてブロック５を一枚ある
いは複数枚積み重ねて設置する。この状態でブロック５
上に土砂を埋め戻して層を形成する。FIG. 6 is a front sectional view showing an example of the above-mentioned unequal settlement prevention method. In FIG. 6, the pipe main body 2a is laid in a groove 3a formed by excavating the ground 1, the periphery of the pipe main body 2a is sufficiently compacted with high-quality earth and sand 4, and a block 5 made of styrene foam is provided on the entire upper surface thereof. Install. Block 5
According to the embedding depth of the pipe main body 2a, one or a plurality of blocks 5 are stacked and installed. Block 5 in this state
Backfill the earth and sand to form a layer.
【００１３】上記のような構成によって管本体２ａに作
用する鉛直荷重を小さくして、不等沈下発生を防止す
る。With the above-described structure, the vertical load acting on the pipe main body 2a is reduced to prevent uneven settlement.
【００１４】[0014]
【発明が解決しようとする課題】しかしながら、従来技
術１では以下の問題がある。一般にガス管、上下水道管
等の配管は建造物と地盤に跨がって敷設される場合が多
く、このような建造物に近接した地盤に敷設された埋設
管では、従来技術１をそのまま用いることは困難であ
る。However, the prior art 1 has the following problems. In general, pipes such as gas pipes and water / sewage pipes are often laid so as to straddle a building and the ground. For a buried pipe laid on the ground close to such a building, the prior art 1 is used as it is. It is difficult.
【００１５】即ち、従来技術１は地盤内の埋設管に門型
部材を圧入して跨がらせる作業が必要であり、建造物に
近接した限られた場所では作業が煩雑になり、充分に施
工することが困難である。That is, the prior art 1 requires the work of press-fitting the portal member into the buried pipe in the ground and straddling it, and the work is complicated in a limited place close to the building, and the construction is sufficiently performed. Is difficult to do.
【００１６】また、地盤の表層が非液状化層で下層が液
状化層の場合に生じる埋設管の沈下に対しては、上方か
ら圧入した門型部材では何ら防止ができない。In addition, a gate-type member press-fitted from above cannot prevent the sinking of the buried pipe which occurs when the surface layer of the ground is a non-liquefied layer and the lower layer is a liquefied layer.
【００１７】一方、従来技術２は埋戻し時の転圧が容易
であり、また、道路下等の地中に埋設された場合の自動
車荷重等による不等沈下発生の防止にはそれなりの効果
が期待される。On the other hand, the prior art 2 has a good effect of preventing the occurrence of unequal settlement due to the load of a vehicle when buried in the ground such as under a road, because the compaction at the time of backfilling is easy. Be expected.
【００１８】しかしながら、従来技術２では、地震等が
発生して地盤下層が液状化した場合に、表層内の埋設管
の沈下を充分に防止することが困難である。However, according to the prior art 2, it is difficult to sufficiently prevent the sinking of the buried pipe in the surface layer when the ground below the ground liquefies due to an earthquake or the like.
【００１９】即ち、地盤下層が液状化した場合の異常状
態では、溝３ａの幅一杯に設置されたブロック５の荷重
圧と、ブロック５の側土圧の合計圧が管本体２ａにかか
るので表層内の管本体２ａが不等沈下する。That is, in the abnormal state when the lower layer of the ground is liquefied, the total pressure of the load pressure of the block 5 installed over the entire width of the groove 3a and the earth pressure on the side of the block 5 is applied to the pipe body 2a. The inner pipe body 2a sinks unequally.
【００２０】特に、建造物廻りの埋設管が上記のような
沈下に対して損傷等の被害を受けやすい。In particular, a buried pipe around a building is susceptible to damage such as damage due to the above settlement.
【００２１】本発明は上記のような地盤の下層で発生す
る液状化の現象が非常に多いことに着目して為されたも
のであり、このような液状化の現象が発生しても埋設管
の不等沈下を防止することのできる耐震工法を提供する
ことを目的とする。The present invention has been made by paying attention to the fact that the liquefaction phenomenon that occurs in the lower layer of the ground as described above is extremely large. It is an object of the present invention to provide an earthquake-resistant construction method capable of preventing unequal settlement of a building.
【００２２】[0022]
【課題を解決するための手段】本発明は地盤を掘削して
形成した溝に管本体を設置し、その上方に発泡スチロー
ルのブロック積層を形成させて埋戻しする埋設管の耐震
工法において、横断面視による各ブロック層の上端部点
が管本体の垂直中心線と所定角度で交わる２本の直線上
に一致させて積層し、各ブロック層の管本体直上を覆う
部位に一貫する２つの垂直スリットで各独立ブロックを
形成させたことを特徴とする埋設管の耐震工法である。SUMMARY OF THE INVENTION The present invention relates to a seismic construction method for a buried pipe in which a pipe main body is installed in a groove formed by excavating the ground, and a block stack of styrofoam is formed above the pipe body and backfilled. Two vertical slits which are stacked in a manner that the upper end point of each block layer is visually aligned on two straight lines intersecting the vertical center line of the pipe main body at a predetermined angle, and which is consistent with a portion of each block layer covering just above the pipe main body. This is an earthquake-resistant construction method for buried pipes, characterized in that each independent block is formed by the method.
【００２３】本発明は上記のような構成によって、地震
の発生による地盤下層の液状化等の異常時には、地盤表
層からの各ブロック層が受ける側土圧を各独立ブロック
に対して皆無とし、管本体直上を覆う各独立ブロックの
荷重圧のみを管本体にかかるようにしたので、表層内の
埋設管は不等沈下を軽減できる。According to the present invention having the above-described structure, when an abnormality such as liquefaction of the lower layer of the ground due to the occurrence of an earthquake occurs, the side earth pressure applied to each block layer from the surface layer of the ground is completely eliminated from each independent block, Since only the load pressure of each independent block covering just above the main body is applied to the pipe main body, the buried pipe in the surface layer can reduce uneven settlement.
【００２４】[0024]
【発明の実施の形態】図を用いて本発明の実施の形態を
説明する。図１は、本発明の一実施の形態を示す正面断
面図である。DESCRIPTION OF THE PREFERRED EMBODIMENTS Embodiments of the present invention will be described with reference to the drawings. FIG. 1 is a front sectional view showing an embodiment of the present invention.
【００２５】図１において，図示しない建造物廻りの地
盤１ａを掘削して側壁側を上広テーバー状にした溝３ｂ
に管本体２ｂを設置し、その上方に、後述する図２に示
す直線Ｎ１、Ｎ２に上端部が一致するように発泡スチロ
ールのブロック積層Ｓ１〜Ｓ３を設置する。In FIG. 1, a ground 3a around a building (not shown) is excavated to form a groove 3b having a side wall having a wide taber shape.
The tube main body 2b is installed at the top, and the block stacks S1 to S3 of Styrofoam are installed above the tube main body 2b so that the upper ends thereof coincide with straight lines N1 and N2 shown in FIG.
【００２６】埋戻しの際には、管本体２ｂの廻りを山砂
４ａで所定の厚さに締め固めて、その上に、管本体２ｂ
の直上を覆う部位に独立ブロック１１ａ、１２ａ、１３
ａを設置する。独立ブロック１１ａ、１２ａ、１３ａの
側面には一貫する２つの垂直スリット１０ａ、１０ｂを
設けて他のブロック１１ｂ、１２ｂ、１３ｂを設置し溝
３ｂとの隙間を山砂４ａで締め固めて、ブロック積層Ｓ
１〜Ｓ３を形成する。At the time of backfilling, the area around the pipe main body 2b is compacted to a predetermined thickness with mountain sand 4a, and the pipe main body 2b is further placed thereon.
Blocks 11a, 12a, 13
a is installed. Two independent vertical slits 10a, 10b are provided on the side surfaces of the independent blocks 11a, 12a, 13a, and the other blocks 11b, 12b, 13b are installed. The gap with the groove 3b is compacted with pit sand 4a, and the blocks are stacked. S
1 to S3 are formed.
【００２７】ブロック積層Ｓ３の上には鉄筋コンクリー
ト床版１４を設け、独立ブロック１３ａの上には垂直ス
リット１０ａ、１０ｂで独立させた鉄筋コンクリート床
版１４ａを設けている。A reinforced concrete floor slab 14 is provided on the block stack S3, and a reinforced concrete floor slab 14a which is made independent by vertical slits 10a and 10b is provided on the independent block 13a.
【００２８】鉄筋コンクリート床版１４の上には、アス
ファルト表層１５を設け、鉄筋コンクリート床版１４ａ
の上には垂直スリット１０ａ、１０ｂで独立させたアス
ファルト表層１５ａを設け、スリット１０ａ、１０ｂの
上端部にゴム板１６ａ、１６ｂでシールさせている。ゴ
ム板１６ａ、１６ｂを用いたのは雨水等の侵入を防止す
るためである。An asphalt surface layer 15 is provided on the reinforced concrete slab 14, and the reinforced concrete slab 14a
Is provided with an asphalt surface layer 15a separated by vertical slits 10a and 10b, and the upper ends of the slits 10a and 10b are sealed with rubber plates 16a and 16b. The rubber plates 16a and 16b are used to prevent intrusion of rainwater and the like.
【００２９】図２は本発明の作用原理の説明図である。
図２において、横断面視による各ブロック積層Ｓ１〜Ｓ
３は上端部の点Ｐ１〜Ｐ３が管本体２ｂの垂直中心線Ｍ
と角度θで交わる２本の直線Ｎ１、Ｎ２上に一致させて
積層する。FIG. 2 is an explanatory diagram of the operation principle of the present invention.
In FIG. 2, each of the block stacks S1 to S in a cross sectional view is shown.
3 is a point P1-P3 at the upper end is a vertical center line M of the pipe body 2b.
Are stacked on two straight lines N1 and N2 which intersect at an angle θ.
【００３０】角度θは図示しない溝３ｂを掘削した際に
土砂が崩れない程度の角度にする。通常は４５°程度が
使用される。The angle θ is set so that the earth and sand do not collapse when the not-shown groove 3b is excavated. Usually, about 45 ° is used.
【００３１】直線Ｎ１、Ｎ２は管本体２ｂの外周と１点
交差、２点交差とするか、または若干離れてもよい。必
要に応じて適宜決めることができる。The straight lines N1 and N2 may intersect the outer periphery of the pipe body 2b at one point, two points, or may be slightly apart. It can be determined as needed.
【００３２】また、本発明では、管本体２ｂ直上の各ブ
ロック積層Ｓ１〜Ｓ３に一貫する２つの垂直スリット１
０ａ、１０ｂを設けて独立ブロック１１ａ、１２ａ、１
３ａを形成させる。In the present invention, two vertical slits 1 consistent with each of the block stacks S1 to S3 immediately above the pipe main body 2b are provided.
0a, 10b to provide independent blocks 11a, 12a, 1
3a is formed.
【００３３】地震等の発生によって、埋設管の管本体２
ｂが敷設されている地盤表層の下層が液状化した場合
に、地盤１ａの下層による支持力が減少するので、従来
の場合のように、各ブロック積層が管本体２ｂの上方を
覆って単純に設置されていると、管本体２ｂの荷重圧と
各ブロック積層等の荷重圧の合計荷重圧によって埋設管
２ｂが沈下する。When an earthquake or the like occurs, the pipe main body 2 of the buried pipe is
When the lower layer of the ground surface layer on which the b is laid is liquefied, the supporting force of the lower layer of the ground 1a decreases, so that each block stack simply covers the upper part of the pipe body 2b as in the conventional case. When installed, the buried pipe 2b sinks due to the total load pressure of the load pressure of the pipe main body 2b and the load pressure of each block stack.
【００３４】即ち、地盤表層は非液状化層であるので、
各ブロック積層の側面には側土圧がかかっており、加算
された大きな圧力が埋設管２ｂにかかるためである。That is, since the ground surface layer is a non-liquefied layer,
This is because the side earth pressure is applied to the side surface of each block stack, and the added large pressure is applied to the buried pipe 2b.
【００３５】しかし、本発明では、各ブロック積層Ｓ１
〜Ｓ３が２本の直線Ｎ１、Ｎ２上に位置させて積層して
いるので、各ブロック積層Ｓ１〜Ｓ３への表層の側土圧
を軽減させる。However, in the present invention, each block stack S1
Since S3 is stacked on the two straight lines N1 and N2, the side earth pressure of the surface layer on each of the block stacks S1 to S3 is reduced.
【００３６】更に、独立ブロック１１ａ、１２ａ、１３
ａは各ブロック積層Ｓ１〜Ｓ３と２つの垂直スリット１
０ａ、１０ｂによって分断されているので、各ブロック
積層Ｓ１〜Ｓ３を介した表層の側土圧は皆無になり、影
響を与えない。Further, the independent blocks 11a, 12a, 13
a is each block stack S1 to S3 and two vertical slits 1
Since it is divided by 0a and 10b, there is no side earth pressure on the surface layer via each of the block stacks S1 to S3, and there is no influence.
【００３７】そのために、管本体２ｂは独立ブロック１
１ａ、１２ａ、１３ａ自体の荷重圧のみを受けることに
なり、独立ブロック１１ａ、１２ａ、１３ａが圧縮強度
が強く密度が小さい発泡スチロールのブロックを用いて
いることから、独立ブロック１１ａ、１２ａ、１３ａに
よる影響が小さく、下層が液状化しても管本体２ｂを敷
設している表層が底抜けすることがなく不等沈下を生じ
ない。For this purpose, the pipe main body 2b is connected to the independent block 1
Since only the load pressure of 1a, 12a, 13a itself is received, and the independent blocks 11a, 12a, 13a use blocks of styrene foam having high compressive strength and low density, the influence of the independent blocks 11a, 12a, 13a is obtained. Even if the lower layer is liquefied, the surface layer on which the pipe main body 2b is laid does not fall out, and uneven settlement does not occur.
【００３８】本発明で用いる発泡スチロールのブロック
は一般に単位重量が０．０２〜０．０４（ｔ／ｍ3 ）
で、土砂の単位重量１．６〜２．０（ｔ／ｍ3 ）に比較
して１／１０〜１／２０の重量である。The styrofoam block used in the present invention generally has a unit weight of 0.02 to 0.04 (t / m 3 ).
In the weight of the compared unit weight of sediment 1.6~2.0 (t / m 3) 1 / 10~1 / 20.
【００３９】また、一般に圧縮強度は１１〜３０（ｔ／
ｃｍ2 ）で自動車の荷重が加えられても充分に耐えられ
るものである。In general, the compressive strength is 11 to 30 (t /
cm 2 ) and can withstand the load of an automobile.
【００４０】図３は本発明の効果を確認するために行っ
た試験装置の概要を示す図である。図３において、試験
装置１７は上下動可能にジャッキ１８で支持した試験容
器１９と試験容器１９内を水平方向に貫通させた試験用
管本体２ｃの両端を固定するフランジ２０とフランジ２
０を取付ける架台２１とから構成される。FIG. 3 is a diagram showing an outline of a test apparatus used for confirming the effect of the present invention. In FIG. 3, a test apparatus 17 includes a test container 19 supported by a jack 18 so as to be vertically movable, and a flange 20 and a flange 2 for fixing both ends of a test tube main body 2c penetrating the test container 19 in a horizontal direction.
And a gantry 21 for mounting 0.
【００４１】試験容器１９の貫通口１９ａは垂直方向の
長孔で、試験用管本体２ｃが試験容器の荷重を受けない
ようにしている。試験用管本体２ｃを貫通させた貫通口
の廻りに薄いゴム板を設けて内部の山砂が溢れないよう
にしている。The through-hole 19a of the test container 19 is a vertically long hole so that the test tube main body 2c does not receive the load of the test container. A thin rubber plate is provided around a through-hole through which the test tube main body 2c is made to penetrate to prevent the mountain sand inside from overflowing.
【００４２】試験用管本体２ｃは管径１００ｍｍφ、長
さ１０ｍの鋼管を用いた。試験用管本体２ｃの両端部に
は上下位置に歪計２２を取付けている。試験容器１９内
の上下動は手動によって移動距離調整具２３を調整して
行う。As the test tube main body 2c, a steel tube having a diameter of 100 mm and a length of 10 m was used. At both ends of the test tube main body 2c, strain gauges 22 are attached at upper and lower positions. The vertical movement in the test container 19 is performed by manually adjusting the moving distance adjuster 23.
【００４３】試験容器１９内には試験用管本体２ｃの上
方に本発明による図示しないブロック積層Ｓ１〜Ｓ３を
形成させる。所定の速度で試験容器１９を下方に移動さ
せて沈下状態にし、沈下量（ｃｍ）による最大発生歪
（％）を歪計２２によって測定した。比較例はブロック
積層Ｓ１〜Ｓ３に代わって山砂のみを用いた以外は同じ
条件とした。それらの結果を図４に示す。■印は本発明
例、◆印は比較例である。In the test container 19, block stacks S1 to S3 (not shown) according to the present invention are formed above the test tube main body 2c. The test container 19 was moved downward at a predetermined speed to be in a sinking state, and the maximum generated strain (%) according to the sinking amount (cm) was measured by the strain meter 22. In the comparative example, the same conditions were used except that only the mountain sand was used instead of the block stacks S1 to S3. The results are shown in FIG. The mark “■” indicates the present invention, and the mark “◆” indicates the comparative example.
【００４４】図４から明らかなように、本発明例の場合
は沈下量１５ｃｍの場合までは殆ど最大発生歪（％）が
生じなかった。沈下量１５ｃｍの場合では若干最大発生
歪（％）が生じたが、比較例の最大発生歪（％）に比較
して著しく小さい。As is apparent from FIG. 4, in the case of the present invention, the maximum generated strain (%) hardly occurred until the settlement amount was 15 cm. When the settlement amount was 15 cm, the maximum generated strain (%) was slightly generated, but was significantly smaller than the maximum generated strain (%) of the comparative example.
【００４５】これらの試験結果から本発明の方法によれ
ば、地震等の発生によって建造物廻りの地盤等の下層に
液状化を生じても非液状化層の表層に埋設される管本体
を地盤沈下等から保護することがてきることを確認でき
た。From the test results, according to the method of the present invention, even if liquefaction occurs in the lower layer such as the ground around a building due to the occurrence of an earthquake or the like, the pipe main body buried in the surface layer of the non-liquefied layer is grounded. It was confirmed that protection from subsidence etc. could be achieved.
【００４６】図５は本発明の耐震工法をガバナステイシ
ョン（ＧＳと呼称する）のガバナ室廻りの地盤内の埋設
管に用いた場合の概略斜視図である。FIG. 5 is a schematic perspective view showing a case where the earthquake-resistant construction method of the present invention is used for a buried pipe in the ground around a governor room of a governor station (referred to as GS).
【００４７】図５において、ＧＳに供給された高圧ガス
を加熱装置２４に送入して加熱し、ガバナ室２５で加熱
された高圧ガスを所定のガス圧に調整する。In FIG. 5, the high-pressure gas supplied to the GS is sent to a heating device 24 for heating, and the high-pressure gas heated in the governor chamber 25 is adjusted to a predetermined gas pressure.
【００４８】ガス圧が調整されたガスはガバナ室２５廻
りの地盤１ａ内の埋設管２を介して所定の場所に送られ
る。矢印はガスの流れる方向を示す。The gas whose gas pressure has been adjusted is sent to a predetermined place through a buried pipe 2 in the ground 1a around the governor chamber 25. Arrows indicate the direction of gas flow.
【００４９】ガバナ室２５、加熱装置２４は基礎に固定
されており配管２６は安定した状態に保持されるが、地
盤１ａ内の埋設管２は地震等による地盤１ａの下層の液
状化等に影響されるが、本発明の工法によれば、確認試
験に見られるように、充分に使用することができる。The governor chamber 25 and the heating device 24 are fixed to the foundation, and the pipe 26 is maintained in a stable state. However, the buried pipe 2 in the ground 1a affects the liquefaction of the lower layer of the ground 1a due to an earthquake or the like. However, according to the method of the present invention, it can be sufficiently used as seen in the confirmation test.
【００５０】実施の形態では建造物廻りの埋設管の耐震
工法について説明したが、建造物廻りでなく、固い地盤
（安定した地盤）と下層で液状化し易い地盤とに跨がる
ような埋設管でも同様の効果が期待できる。In the embodiment, the seismic construction method of the buried pipe around the building has been described. However, the buried pipe not extending around the building but straddling the hard ground (stable ground) and the ground which is easily liquefied in the lower layer. But the same effect can be expected.
【００５１】[0051]
【発明の効果】以上のように、本発明よる耐震工法では
地盤下層で液状化の現象が発生しても、非液状化層の表
層に埋設された埋設管の不等沈下を防止することのでき
る。As described above, in the earthquake-resistant construction method according to the present invention, even if a liquefaction phenomenon occurs in the lower layer of the ground, it is possible to prevent uneven settlement of the buried pipe buried in the surface layer of the non-liquefied layer. it can.
【図１】本発明の一実施の形態を示す正面断面図であ
る。FIG. 1 is a front sectional view showing an embodiment of the present invention.
【図２】本発明の説明図である。FIG. 2 is an explanatory diagram of the present invention.
【図３】本発明の確認試験を行うための試験装置の概要
を示す図である。FIG. 3 is a diagram showing an outline of a test apparatus for performing a confirmation test according to the present invention.
【図４】本発明の確認試験の結果を図４である。FIG. 4 shows the results of the confirmation test of the present invention.
【図５】本発明の耐震工法をガバナステイションのガバ
ナ室廻りの地盤内の埋設管に用いた場合の概略斜視図で
ある。FIG. 5 is a schematic perspective view of a case where the earthquake-resistant construction method of the present invention is used for a buried pipe in the ground around a governor room of a governor station.
【図６】従来の不等沈下防止方法の一例を示す正面断面
図である。FIG. 6 is a front sectional view showing an example of a conventional uneven settlement preventing method.
【符号の説明】 １ 地盤 １ａ 建造物廻りの地盤 ２ 埋設管 ２ａ、２ｂ 管本体 ２ｃ 試験用管本体 ３ａ、３ｂ 溝 ４ 土砂 ４ａ 山砂 １０ａ、１０ｂ 垂直スリット １１ａ、１２ａ、１３ａ 独立ブロック １１ｂ、１２ｂ、１３ｂ 他のブロック Ｓ１〜Ｓ３ ブロック積層 １４ 鉄筋コンクリート床版 １４ａ 垂直スリットで独立させた鉄筋コンクリート床
版 １５ アスファルト表層 １５ａ 垂直スリットで独立させたアスファルト表層 １６ａ、１６ｂ ゴム板 １７ 試験装置 １８ ジャッキ １９ 試験容器 １９ａ 貫通口 ２０ フランジ ２１ 架台 ２２ 歪計 ２３ 移動距離調整具 ２４ 加熱装置 ２５ ガバナ室 ２６ 配管 Ｓ１〜Ｓ３ ブロック層[Description of Signs] 1 Ground 1a Ground around a building 2 Buried pipe 2a, 2b Pipe main body 2c Test pipe main body 3a, 3b Groove 4 Sediment 4a Mountain sand 10a, 10b Vertical slit 11a, 12a, 13a Independent blocks 11b, 12b , 13b Other blocks S1 to S3 Laminated block 14 Reinforced concrete floor slab 14a Reinforced concrete floor slab separated by vertical slit 15 Asphalt surface layer 15a Asphalt surface layer separated by vertical slit 16a, 16b Rubber plate 17 Test device 18 Jack 19 Test container 19a Through hole 20 Flange 21 Mount 22 Strain gauge 23 Moving distance adjuster 24 Heating device 25 Governor chamber 26 Piping S1 to S3 Block layer
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 平２−102983（ＪＰ，Ａ) 特開 平５−126282（ＪＰ，Ａ) 特開 平２−213538（ＪＰ，Ａ) (58)調査した分野(Int.Cl.7，ＤＢ名) F16L 1/024 ────────────────────────────────────────────────── ─── Continuation of front page (56) References JP-A-2-102983 (JP, A) JP-A-5-126282 (JP, A) JP-A-2-213538 (JP, A) (58) Field (Int.Cl. 7 , DB name) F16L 1/024
Claims (1)
置し、その上方に発泡スチロールのブロック積層を形成
させて埋戻しする埋設管の耐震工法において、横断面視
による各ブロック層の上端部点が管本体の垂直中心線と
所定角度で交わる２本の直線上に一致させて積層し、各
ブロック層の管本体直上を覆う部位に一貫する２つの垂
直スリットで各独立ブロックを形成させたことを特徴と
する埋設管の耐震工法。1. A seismic construction method for a buried pipe in which a pipe main body is installed in a groove formed by excavating the ground and a stack of styrofoam blocks is formed above the pipe body to bury the pipe, and the upper end of each block layer is viewed in a cross-sectional view. The stacking points are aligned on two straight lines intersecting the vertical center line of the pipe main body at a predetermined angle, and are laminated, and each independent block is formed by two vertical slits consistent with a portion of each block layer covering directly above the pipe main body. Seismic construction method for buried pipes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11110797A JP3324443B2 (en) | 1997-04-28 | 1997-04-28 | Seismic construction method for buried pipes |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11110797A JP3324443B2 (en) | 1997-04-28 | 1997-04-28 | Seismic construction method for buried pipes |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH10299947A JPH10299947A (en) | 1998-11-13 |
| JP3324443B2 true JP3324443B2 (en) | 2002-09-17 |
Family
ID=14552587
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP11110797A Expired - Lifetime JP3324443B2 (en) | 1997-04-28 | 1997-04-28 | Seismic construction method for buried pipes |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3324443B2 (en) |
-
1997
- 1997-04-28 JP JP11110797A patent/JP3324443B2/en not_active Expired - Lifetime
Also Published As
| Publication number | Publication date |
|---|---|
| JPH10299947A (en) | 1998-11-13 |
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