JP2007224596A - Method of seismically reinforcing conduit embedded in cut and covered groove, and method of reinforcing interval between manhole and conduit - Google Patents

Method of seismically reinforcing conduit embedded in cut and covered groove, and method of reinforcing interval between manhole and conduit Download PDF

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Publication number
JP2007224596A
JP2007224596A JP2006046758A JP2006046758A JP2007224596A JP 2007224596 A JP2007224596 A JP 2007224596A JP 2006046758 A JP2006046758 A JP 2006046758A JP 2006046758 A JP2006046758 A JP 2006046758A JP 2007224596 A JP2007224596 A JP 2007224596A
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manhole
conduit
reinforcing
pipe
backfill soil
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Kiyoufu Hoshikawa
▲きょう▼阜 星川
Hiroshi Enami
弘 榎並
Shirou Nakajima
志▲ろう▼ 中嶋
Takuya Matsumoto
卓也 松本
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NEWTECH KENKYUSHA KK
Shinmei Sangyo Co Ltd
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NEWTECH KENKYUSHA KK
Shinmei Sangyo Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a new method of seismically reinforcing a conduit inclusive of a manhole, laid in backfilled soil in a cut and covered groove for preventing the breakage and tilting fluctuation of the conduit caused by liquefaction caused by the rocking of the backfilled soil during a tremor of an earthquake or the like, and to provide a new method of reinforcing an area around the manhole. <P>SOLUTION: The method of seismically reinforcing the conduit embedded in the cut and covered groove is characterized in that, a hardener solution such as cement milk is injected into the backfilled soil on an existing or newly constructed conduit for the individual or shared use of water works/sewage work, electricity, telephone, in the cut and covered groove under the ground surface by strong injection pressure, and after hardening the hardener solution, rod-like or plate-like reinforcing bands that extend from the embedded soil and are deeply engaged with the natural ground on both sides of the same are arranged in a single or a plurality of upper and lower layers. Thus a boundary between the backfilled soil and the natural ground on each side is reinforced, and liquefaction inclusive of the separation of the backfilled soil is prevented, to thereby prevent the breakage etc. of the conduit. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

この発明は、地表下の開削溝内に埋設する管渠路の耐震補強工法およびマンホール周辺の補強工法、詳しくは開削溝内の埋戻し土中に布設するマンホールを含む管渠路において、地震等による震動にて埋戻し土が肌分かれして揺れて液状化することで、該管渠路の損壊、傾斜変動などの発生することを防止する耐震補強方法およびマンホール周辺の補強工法に関するものである。   The present invention relates to a seismic reinforcement method for a pipe culvert embedded in a cut groove below the ground surface and a reinforcement method around a manhole, in particular, in a pipe tract including a manhole laid in the backfill soil in the cut groove. It is related to a seismic reinforcement method and a reinforcement method around a manhole that prevent the backfill soil from being broken and liquefied by shaking due to the vibration caused by the vibration of the pipe to prevent the pipe to be damaged or tilted. .

この種の技術としては特許第3440147号公報がある。該公報は地表下に布設するマンホールの周囲の圧力水を該マンホール内に誘導して、液状化現象によるマンホールの浮上を防止するようにしたことを記載している。   There exists patent 3340147 gazette as this kind of technique. This publication describes that pressure water around a manhole laid under the ground surface is guided into the manhole to prevent the manhole from rising due to a liquefaction phenomenon.

また特許第3550392号公報、特開2004−316397号公報は、注入パイプにより地中に硬化剤液を高圧注入して、土壌地盤等を強化することを記載している。
特許第3440147号公報 特許第3550392号公報 特開2004−316397号公報
Japanese Patent No. 3550392 and Japanese Patent Application Laid-Open No. 2004-316397 describe that a hardener liquid is injected at a high pressure into the ground with an injection pipe to strengthen the soil ground and the like.
Japanese Patent No. 3340147 Japanese Patent No. 3550392 Japanese Patent Application Laid-Open No. 2004-316397

しかしながら、上記の技術では開削溝内の埋戻し土の液状化、特に両側の地山との間の肌別れによるすべり、震動による液状化と、このすべり,液状化に伴う管渠路の損壊等を防止する記載に欠けているという課題がある。管渠路上の埋戻し土は長い年月による自然の固さを有す地山との間を整合して強化されるべきところ、現在そのような考慮はされていない。従って埋戻し土は地震等の震動に簡単に共鳴して地山から分かれて揺れ動いて液状化して、管渠路を上下左右にゆさぶって、分断等を生じさせている。また従来の管渠路の補強は管渠路上の交通を遮断して行うために、多くの時間と費用を要しているという課題があった。   However, in the above technology, liquefaction of the backfill soil in the excavated trench, especially slip due to skin separation between the grounds on both sides, liquefaction due to vibration, damage to the pipe culvert caused by this slip, liquefaction, etc. There is a problem that there is a lack of description to prevent. There is no such consideration at present, as the backfill soil on the pipe lane should be strengthened in a consistent manner with natural grounds that have long-lasting natural hardness. Therefore, the backfilling soil easily resonates with earthquakes and other vibrations, divides from the natural ground, shakes and liquefies, and swayes the pipes up and down and left and right to cause division and the like. In addition, there is a problem that much time and cost are required to reinforce the conventional pipe lanes while blocking traffic on the pipe lanes.

本発明は、地表下の開削溝内に既設および新設する上・下水道用,電気,電話などの個別または共同管渠路上の埋戻し土中に地表から挿入する注入パイプにて高圧の噴射圧力をもってセメントミルク等の硬化剤液を注入し、その固化を待って埋戻し土中から両側の地山に深く喰込む棒形,平板状などの補強帯を上下1乃至複数層において設けて、地山との境界面を含んで該埋戻し土を補強して肌分かれを含んで地震等の震動による埋戻し土の液状化を防止して管渠路に損壊等が生じないようにして、かかる課題を解決するようにしたのである。   The present invention has a high injection pressure with an injection pipe inserted from the ground surface into backfill soil on individual or joint pipes for water and sewerage, electricity, telephone, etc. existing and newly installed in the excavation groove below the surface. Inject a hardener solution such as cement milk, wait for its solidification, and provide reinforcing strips such as rods and plates that deeply penetrate into the ground on both sides from the backfill soil in one or more layers above and below. In order to prevent the liquefaction of the backfill soil due to vibration such as an earthquake and the like by reinforcing the backfill soil including the boundary with It was made to solve.

本発明は、埋戻し土層中に両側の地山に深く喰込むようにして、セメントミルクなどの硬化剤液を高圧注入することで、開削埋戻し土は両側の地山との間に跨がって棒状,平板状などの補強帯が形成され、この補強帯によって補強されるので、埋戻し土層は地山との間で肌分かれすることが解消して、また埋戻し層も強化されるために液状化することがなくなって、管渠路の損壊を防止することができることとなる。また従来行っていた交通の遮断による補強工事が不要となることで、補強工事の時間を大きく短縮し、補強費用を少なくすることができるという効果を生ずる。   In the present invention, the excavated backfill soil straddles between the ground rocks on both sides by deeply digging into the ground rocks on both sides and injecting a hardener solution such as cement milk at a high pressure. Since a reinforcing band such as a bar or flat plate is formed and is reinforced by this reinforcing band, the backfill soil layer is eliminated from the natural ground and the backfill layer is also strengthened. Therefore, it will not be liquefied, and damage to the pipe canal can be prevented. In addition, since the conventional reinforcement work by blocking traffic is not necessary, the time for the reinforcement work can be greatly shortened, and the reinforcement cost can be reduced.

マンホールと管渠間の接続個所など漏水しやすい部分を硬化剤液の高圧注入とその固化によって強化するので、漏水による空洞の生ずることが防止され、空洞が生じたときも容易に充填材を充填して埋戻すことができるという効果を生ずる。   High-pressure injection of hardener and solidification of the parts that are prone to water leakage, such as the connection between the manhole and pipe, prevents the formation of cavities due to water leakage, and easily fills with fillers when cavities occur This produces the effect that it can be backfilled.

マンホールの側胴部外表の埋戻し土中およびマンホールの底版下も硬化剤液の高圧注入にて強化することかできるという効果を生ずる。   There is an effect that it can be strengthened by high-pressure injection of the hardener liquid in the backfill soil on the outer surface of the side hole of the manhole and under the bottom plate of the manhole.

本発明は、地表下の開削溝内に既設および新設する上・下水道用,電気,電話などの個別または共同管渠路上の埋戻し土中に地表から注入パイプによって200乃至最大で1000kgf/cmに達する超高圧の噴射圧力をもってセメントミルク等の硬化剤液を注入し、角度をかえて注入を続けて埋戻し土の両側の地山に深く喰込む平面視円形,矩形,扇形状などの平板状,棒状などの補強帯を上下1乃至複数層において設けて、該埋戻し土を両側の地山との間の境界を含んで補強して地震等の震動による管渠路の損壊を伴う埋戻し土の液状化を防止するようにし、またマンホールの部分的損壊および漏水しやすい部分にセメントミルク等の硬化剤液の高圧注入にて強化して接続部分の損壊と漏水による空洞が生じないようにし、生じても容易に埋戻し得るようにするのである。
マンホールの底版下の地山も硬化剤液の高圧注入によって補強するのである。
The present invention provides 200 to 1000 kgf / cm 2 by injection pipe from the surface to the backfill soil on individual or joint pipes for water and sewerage, electricity, telephone, etc., existing and newly installed in the excavation groove below the surface. Injecting a hardener solution such as cement milk with an ultra-high spray pressure that reaches a maximum, and then injecting it at different angles and deeply digging into the ground on both sides of the backfill soil. 1 and multiple layers of reinforcing bands, such as slabs and rods, are provided in the upper and lower layers, and the backfill soil is reinforced including the boundary between the grounds on both sides, and the burial with damage to the pipe culvert caused by earthquakes and other vibrations In order to prevent liquefaction of the return soil and to strengthen the part of the manhole that is prone to partial damage and water leakage by high-pressure injection of a hardener solution such as cement milk, so that the connection part is not damaged and water leakage does not occur. Even if it happens It can be easily backfilled.
The ground below the bottom plate of the manhole is also reinforced by high-pressure injection of a hardener solution.

以下にマンホール間に布設する下水道用の管渠路によって実施例を説明する。図1は管渠路1の平面図であって、管渠路1は、地表2より掘り下げた開削溝2a内の底部にマンホール3間をつなぐ形にて布設されて水路を形成する。管渠路1は支管4と地表近くにおいて集水桝5を多数設けることになる。6は開削溝2aの埋戻し土であり、7はその両側の地山である。   The embodiment will be described below using a sewer pipe laying between manholes. FIG. 1 is a plan view of a pipe dredging path 1, and the pipe dredging path 1 is laid in a shape connecting the manholes 3 at the bottom of an excavation groove 2 a dug down from the ground surface 2 to form a water channel. The pipe culvert 1 is provided with a large number of water collecting basins 5 near the branch pipe 4 and the ground surface. 6 is the backfill soil for the cut groove 2a, and 7 is the ground on both sides.

地表2より図2に示すように開削溝2a内の管渠路1上の埋戻し土6中に注入パイプ8を縦入れして、下端側面の噴射口8aより埋戻し土6および地山7に向けて強力な噴射圧力、具体的には200〜1000kgf/cmに達する超高圧の噴射圧力をもってセメントミルクまたはアスファルト系の硬化剤液9を注入するのである。開削埋戻し土の幅が広く大きいときは1000kgf/cm付近の最大圧力にて注入するのである。セメントミルク9などは埋戻し土6を突き破って2m〜3m先まで浸透していって開削溝2a幅が3mとすると、1m乃至2mは両側の地山7に喰込むこととなる。次いで注入パイプ8を回動して噴射口8aの角度を変えて、順次噴射セメントミルク等の高圧注入を繰返して放射状の棒状骨格を形成し、該骨格の間を埋めるようにして硬化剤液9を高圧注入していって平面視円形,矩形などの部厚平板状の補強帯9aを固化形成するのである。先づ強度のある放射状の棒状骨格を形成することで、骨格間を埋める噴射圧力は幾分低くすることができて作業を容易にし、また装置の負担を軽減することができることになる。 As shown in FIG. 2 from the ground surface 2, an injection pipe 8 is vertically placed in the backfill soil 6 on the pipe culvert 1 in the cut groove 2a, and the backfill soil 6 and the ground 7 are injected from the injection port 8a on the lower side surface. The cement milk or the asphalt hardener solution 9 is injected with a strong spray pressure toward the surface, specifically, an ultrahigh pressure spray pressure reaching 200 to 1000 kgf / cm 2 . When the excavated backfill soil is wide and large, it is injected at a maximum pressure around 1000 kgf / cm 2 . If the cement milk 9 or the like penetrates the backfilling soil 6 and penetrates 2m to 3m away and the width of the cut groove 2a is 3m, 1m to 2m will bite into the ground 7 on both sides. Next, the injection pipe 8 is rotated to change the angle of the injection port 8a, and the high pressure injection of injection cement milk or the like is sequentially repeated to form a radial rod-shaped skeleton, and the curing agent liquid 9 is filled so as to fill the space between the skeletons. Is solidified to form a reinforcing band 9a having a flat plate shape such as a circular shape or a rectangular shape in plan view. By first forming a strong radial rod-like skeleton, the injection pressure between the skeletons can be reduced somewhat, facilitating the work, and reducing the burden on the apparatus.

固化した補強帯9aは、図3,図4に示すようにその半分長を両側の地山7内に喰込ませることによって地山との間の境界を強化して、肌分かれのおそれを解消するとともに、埋戻し土6を押え補強することとなるので、地震等により震動が生じても埋戻し土6は両側の地山とともに動かずして液状化することが防止されることとなる。かくて埋戻し土6中の管渠路1は浮上・沈下、傾斜変動,抜け出し破損等の事故が発生しないこととなる。   As shown in FIGS. 3 and 4, the solidified reinforcing band 9 a is half-lengthed into the ground mountain 7 on both sides to strengthen the boundary between the ground and eliminate the risk of skin separation. In addition, since the backfilling soil 6 is pressed and reinforced, the backfilling soil 6 is prevented from liquefying without moving with the grounds on both sides even if vibration is caused by an earthquake or the like. Thus, the pipe culvert 1 in the backfill soil 6 is free from accidents such as rising and subsidence, inclination fluctuation, and breakage.

なお、注入パイプ8を引抜き移動させて管渠路1上の広い範囲に補強帯9aを形成することもあり、図5に示すように一方の地山7より管渠路1上の埋戻し土6内を横断して他方の地山7に達する扇形状の補強帯9aを連続して形成することもある。また図6に示すように各補強帯9aは上下2層など複数層にて形成することもでき、図7に示すように補強帯9aを埋戻し土6内に押え蓋状態にて形成することもある。   In some cases, the injection pipe 8 is pulled out and moved to form a reinforcing band 9a in a wide area on the pipe dredging path 1. As shown in FIG. A fan-shaped reinforcing band 9 a that crosses the inside 6 and reaches the other natural ground 7 may be continuously formed. Further, as shown in FIG. 6, each reinforcing band 9a can be formed of a plurality of layers such as two upper and lower layers, and as shown in FIG. 7, the reinforcing band 9a is formed in the backfill soil 6 in a presser lid state. There is also.

図8はマンホール3の底版下の地山の補強工法の実施例を示すもので、地表2から底版下の地山7内に硬化剤液9を高圧注入して底版下の地山7を補強するのである。この補強によってマンホール3の突上げ浮上等は防止されることとなる。また水漏れによる空洞10などは生じないこととなる。生じたときも図9に示すように下方に補強帯9aが形成されて地盤が強化されることで容易且つ適切に充填材を充填して埋戻すことができることとなる。なお、補強帯9aは図10に示すように両側に縦壁9b,9cを形成して断面視角U形状の下支持形、その逆形のかぶせ形にて形成することもある。また図11に示すように管渠路1の下方の水湧出しのおそれのある地山全長に補強帯9aを形成することもある。   FIG. 8 shows an embodiment of a method for reinforcing a natural ground under the bottom slab of the manhole 3. The hardener liquid 9 is injected from the surface 2 into the natural ground 7 under the bottom slab to reinforce the natural ground 7 under the bottom slab. To do. This reinforcement prevents the manhole 3 from being lifted and levitated. Further, the cavity 10 or the like due to water leakage does not occur. Even when it occurs, the reinforcing band 9a is formed below as shown in FIG. 9 and the ground is strengthened, so that the filler can be easily and appropriately filled and backfilled. As shown in FIG. 10, the reinforcing band 9a may be formed by forming a vertical wall 9b, 9c on both sides to form a lower support shape having a U-shaped section view and a cover shape having the opposite shape. In addition, as shown in FIG. 11, a reinforcing band 9a may be formed over the entire length of the natural ground where there is a risk of water spillage below the pipe lane 1.

図12はマンホール3の側胴部の外側の四隅部分に地山7に深く喰込むようにして硬化剤液を高圧注入して棒状の補強帯9dを形成して液状化を防止する補強例を示すものである。   FIG. 12 shows an example of reinforcement for preventing liquefaction by forming a rod-shaped reinforcing band 9d by high-pressure injection of a hardener liquid so as to dig deeply into the natural ground 7 at the four corners outside the side trunk of the manhole 3. It is.

図13は、その他の補強帯の形状例を示すもので、現場状況に応じて単独形状またはこれら形状の結合組合わせによって補強帯を形成するのである。   FIG. 13 shows another example of the shape of the reinforcing band, and the reinforcing band is formed by a single shape or a combination of these shapes according to the field situation.

本発明は、地表下の開削溝内の埋戻し土中に布設する既設および新設の上・下水道用,電気,電話などの個別または共同管渠路上の該埋戻し土をマンホールの周辺を含んで液状化による損壊と漏水による損壊を防止する工法として広く利用することができる。   The present invention includes the surroundings of manholes on the existing and newly installed water and sewerage, electricity, telephone and other individual or joint pipes in the excavated trenches below the surface of the earth. It can be widely used as a method of preventing damage due to liquefaction and water leakage.

下水道用の管渠路の布設例を示す平面図Top view showing an example of laying pipe pipes for sewerage 注入パイプより硬化剤液を注入して埋戻し土中から両側の地山に深く喰込む平板状の補強帯を形成した状態を示す部分拡大正面図Partially enlarged front view showing a state in which a flat reinforcing band is formed by injecting a hardener liquid from an injection pipe and deeply digging into the ground on both sides from the backfilling soil. 同、側面図Same side view 同、補強帯の各種形成例を示す全体平面図Same overall plan view showing various examples of reinforcing band formation 一方の地山より管渠路上の埋戻し土を横断するようにして扇形を連続形成した補強帯を示す部分平面図Partial plan view showing a reinforcing band in which a fan shape is continuously formed so as to cross the backfill soil on the pipe tract from one ground. 管路補強帯を上下二層において形成した例の正面図Front view of an example in which pipe reinforcement bands are formed in two layers 補強帯を埋戻し土内に押え蓋状にして形成した例を示す側面図Side view showing an example of a reinforcing band formed in the backfill soil in the form of a presser lid マンホール側面孔と管渠間の漏水しやすい部分の下方に補強帯を形成した例を示す正面図Front view showing an example in which a reinforcing band is formed below the portion where water leakage between the manhole side hole and the pipe is easy to leak 空洞が生じた際の充填埋戻し状態を示す正面図Front view showing the state of filling backfill when a cavity is created 断面視角U形状の下支持形補強帯の形成例を示す正面図Front view showing an example of forming a lower support type reinforcing band having a U-shaped section view 管渠路全長下に補強帯を形成した例を示す正面図Front view showing an example in which a reinforcing band is formed under the entire length of the pipe lane マンホールの外側の埋戻し土の四隅に棒状の補強帯を形成した例を示す平面図Plan view showing an example in which rod-shaped reinforcement bands are formed at the four corners of the backfill soil outside the manhole (a)乃至(h)は、その他の形状の補強帯の形成例を示す図(A) thru | or (h) is a figure which shows the example of formation of the reinforcement band of another shape

符号の説明Explanation of symbols

1は管渠路
2は地表
2aは開削溝
3はマンホール
4は支管
5は集水桝
6は埋戻し土
7は地山
8は注入パイプ
8aは噴射口
9は硬化剤液
9aは補強帯
9b,9cは縦壁形の補強帯
9dは棒状の補強帯
DESCRIPTION OF SYMBOLS 1 is pipe dredging path 2 is ground surface 2a is excavation groove 3 is manhole 4 is branch pipe 5 is water collecting tank 6 is backfilling soil 7 is ground pile 8 is injection pipe 8a is injection port 9 is hardening agent liquid 9a is reinforcement belt 9b 9c is a vertical wall-shaped reinforcing band 9d is a bar-shaped reinforcing band

Claims (3)

地表下の開削溝内に既設および新設する上・下水道用,電気,電話用などの個別または共同管渠路上の埋戻し土中に地表から挿入する注入パイプにてセメントミルク等の硬化剤液を高圧注入し、その固化を待って埋戻し土中から両側の地山に深く喰込む棒形,平板状,扇形状などの補強帯を上下1乃至複数層において設けて、両側の地山との間の境界面を含んで該埋戻し土層を補強して埋戻し土の肌分かれと液状化による管渠路の損壊等を防止するようにしたことを特徴とする開削溝内埋設の管渠路の耐震補強工法。   A hardener solution such as cement milk is injected into the backfill soil on existing or newly installed water and sewerage, electricity, telephone and other individual or joint pipes in the underground excavation groove from the surface. Reinforcement strips such as rods, flat plates, and fan shapes that inject into high pressure and wait for its solidification to dip deeply into the ground on both sides from the backfill soil are provided in one or more layers above and below. An underground culvert embedded in a cut groove characterized by reinforcing the backfill soil layer including a boundary surface to prevent skin separation of the backfill soil and breakage of the pipe channel due to liquefaction Seismic reinforcement method for roads. マンホールの側胴部外表の埋戻し土中および底版下の地山部分に硬化剤液を高圧注入して補強する請求項1に記載の開削溝内埋設の管渠路の耐震補強工法。   2. The seismic reinforcement method for a pipe culvert embedded in a cut groove according to claim 1, wherein a hardener solution is injected into the backfill soil on the outer surface of the side wall of the manhole and the ground part below the bottom slab by high-pressure injection. マンホールの側面孔と管渠間の漏水しやすい部分に硬化剤液を高圧注入して補強するマンホールと管渠間の補強工法。   Reinforcement method between the manhole and pipe reinforced by injecting a hardener liquid into the part where the water is easily leaked between the side hole of the manhole and the pipe reinforced.
JP2006046758A 2006-02-23 2006-02-23 Method of seismically reinforcing conduit embedded in cut and covered groove, and method of reinforcing interval between manhole and conduit Pending JP2007224596A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009114685A (en) * 2007-11-05 2009-05-28 Eiji Imai Underground buried object floatation preventing method

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009114685A (en) * 2007-11-05 2009-05-28 Eiji Imai Underground buried object floatation preventing method

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