JP2009281001A - Lift prevention method and buried structure for underground buried object - Google Patents

Lift prevention method and buried structure for underground buried object Download PDF

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JP2009281001A
JP2009281001A JP2008132119A JP2008132119A JP2009281001A JP 2009281001 A JP2009281001 A JP 2009281001A JP 2008132119 A JP2008132119 A JP 2008132119A JP 2008132119 A JP2008132119 A JP 2008132119A JP 2009281001 A JP2009281001 A JP 2009281001A
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ground
manhole
underground buried
injection
buried
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JP2008132119A
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JP4392453B2 (en
Inventor
Yasuyuki Hama
Sumio Kasuga
澄夫 春日
康之 濱
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Chuo Kaihatsu Kk
Nihon Hels Industry Corp
Nippon Kensetsu Kikai Shoji Kk
中央開発株式会社
日本ヘルス工業株式会社
日本建設機械商事株式会社
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Priority to JP2008132119A priority Critical patent/JP4392453B2/en
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a lift prevention method for an underground buried object, which brings about the great effect of preventing the lift of an underground buried object, and proper construction process and durability. <P>SOLUTION: A through-hole 11a is formed in a sidewall 11 of a manhole 1; an injection rod 2 is inserted into ground G via the through-hole 11a; and a solidification agent for solidifying the ground G is injected into the ground G from the injection rod 2, so that the manhole 1, ground G1 around it, and the injection rod 2 can be integrated together. The weight of the manhole 1 is substantially increased by the integrated ground G1, and gravity (resisting load) resisting a lifting force is increased for the prevention of the lift. Additionally, a shearing resistance force against an upward lifting force is increased by resistance of friction between the integrated ground G1 and the ground G around it, so that the lift of the manhole 1 can be prevented. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

  The present invention relates to a method and a method for suppressing the levitation of an underground buried body that inhibits underground buried bodies such as manholes, water pipes, sewer pipes, power transmission pipes, and common grooves from floating due to liquefaction of the ground. Concerning structure.

For example, when the ground is liquefied due to an earthquake, manholes may rise above the ground, and the following methods are known as methods for preventing such rises. First, a heavy structure formed of concrete or the like is embedded in the ground and integrated with a manhole, and the weight (gravity) of the heavy structure prevents the manhole from rising (see, for example, Patent Document 1). .) Second, the anchor is driven into the ground around the manhole, and the manhole and the anchor are fixed, thereby preventing the manhole from rising (see, for example, Patent Document 2). Third, a check valve is attached to the side wall of the manhole, groundwater due to excessive pore water pressure in the ground is sucked up by the check valve, and the buoyancy due to liquefaction is dissipated to suppress the rise of the manhole (for example, (See Patent Document 3).
JP 2007-63803 A JP 2008-69557 A JP 2007-23679 A

  By the way, it is necessary to take measures against the rising of manholes, not only for newly installed manholes, but also for existing manholes. However, in the first method and the second method, it is necessary to excavate the ground around the manhole to integrate the heavy structure into the manhole, or to fix the manhole by hitting an anchor. For this reason, not only does it take a lot of labor and time to excavate the ground, repair it, and anchor anchors to the support layer, but it is also necessary to regulate the traffic on the road in order to excavate the road and perform the work. is there. Furthermore, in the second method, a large driving heavy machine is required to drive the anchor, which is a large-scale construction. Further, in the first method, if the balance between the weight of the heavy structure and the levitation force is not appropriate, there is a risk of causing vibration amplification and ground subsidence due to seismic motion. If it is not appropriate, the manhole may tilt.

  On the other hand, in the third method, it is possible to attach a check valve from the inside of the manhole, but in order to attach the check valve, it is necessary to open a large hole on the side wall of the manhole. In some cases, labor is required and the ground is drawn from the hole. In addition, it is necessary to provide a drain pipe or the like for discharging the groundwater sucked by the check valve to the outside. Furthermore, in order to maintain the intake (drainage) effect of the check valve, that is, to maintain the floating prevention effect, maintenance and maintenance such as cleaning and replacement of the check valve are required. In some cases, the stop valve may come off, and in such a case, re-installation is required. Moreover, the deterrent effect varies due to the fluctuation of the groundwater in the surrounding ground, and it is difficult to obtain a stable deterrent effect.

  Accordingly, an object of the present invention is to provide a method for inhibiting the floating of an underground buried body and an embedded structure that have a high effect of suppressing the floating of the underground buried body and that have good workability and durability.

  In order to achieve the above-described object, the invention according to claim 1 is directed to the floating of an underground buried body that suppresses the floating of an underground buried body having a hollow portion and at least a part of which is buried in the ground. It is a deterrent method, the through-hole which penetrates from the cavity to the ground is formed on the side wall of the underground buried body which forms the cavity and is in contact with the ground, and the solidifying agent which solidifies the ground is the through-hole. It is injected into the ground via the above, and the underground buried body and the surrounding ground are integrated.

  According to this invention, since the ground around the underground buried object is solidified and the underground buried object and the surrounding ground are integrated, the weight of the underground buried object is substantially increased by the integrated ground. , Gravity (resistance load) against the levitation force increases, and the floating of the underground buried object is suppressed. Furthermore, due to the frictional resistance between the ground integrated into the underground buried object and the surrounding ground (solidified, non-integrated ground), the shear resistance against the upwardly rising force increases, and the underground buried object rises. Deterred.

  According to a second aspect of the present invention, in the method for inhibiting the floating of an underground buried body according to the first aspect, an injection rod is inserted into the ground through the through hole, and the solidifying agent is injected from the injection rod. The underground buried body, its surrounding ground, and the injection rod are integrated.

  According to a third aspect of the present invention, there is provided the method for inhibiting levitation of the underground structure according to claim 1, wherein a support bar is inserted into the ground through the through hole, and the underground structure and its surrounding ground are inserted. And the support rod are integrated.

  According to a fourth aspect of the present invention, there is provided the ground embedding body restraining method according to any one of the first to third aspects, wherein the ground around the upper part is located in the ground around the upper part of the underground body. It is characterized by disposing a deterring member that holds down from above.

  The invention according to claim 5 is a buried structure of an underground buried body in which at least a part of the underground buried body having a hollow portion is buried in the ground, and the underground buried in which the hollow portion is formed and in contact with the ground A through-hole penetrating from the hollow portion to the ground is formed on the side wall of the body, and a solidifying agent for solidifying the ground is injected into the ground through the through-hole, and the underground buried body and the surrounding ground And are integrated.

  According to the first and fifth aspects of the present invention, the floating of the underground buried body is effectively suppressed by increasing the weight of the underground buried body and increasing the shear resistance. Moreover, it is only necessary to form a through hole in the side wall of the underground buried body and inject the solidifying agent, and the formation of the through hole and the injection of the solidifying agent can be performed from inside the cavity of the underground embedded body. Yes, ground excavation and repair work are not required. For this reason, the work can be performed easily and in a short time, and it is not necessary to regulate the traffic on the road, and the workability is high. In addition, by selecting an appropriate solidifying agent, the integration of the underground buried object and the ground is permanent, so durability and durability are high, and mechanical (mechanical and electrical) elements are added. Because it is not included, maintenance is not required. On the other hand, since it is only necessary to form a through-hole and inject a solidifying agent, the present invention can be applied to a newly installed underground buried body and an existing underground buried body. In addition, solidification of the surrounding ground and integration with the underground buried body can suppress cross-sectional force and joint deformation (separation) generated in the underground buried body, and the effect of reinforcing the underground buried body itself Can also be obtained.

  According to the invention described in claim 2, in order to integrate the underground buried body, the surrounding ground and the injection rod, the injection rod serves as a core rod (nail, rebar), The integration of the underground buried object and the ground becomes stronger. As a result, the floating of the underground buried object is more effectively suppressed.

  According to the third aspect of the present invention, as in the second aspect of the present invention, the support bar serves as a core bar to strengthen the integration of the underground buried body and the ground, and the support bar is uneven. Etc. can be further strengthened. Further, when the injection rod of claim 2 is expensive, the injection rod can be reused to reduce the cost by inserting the support rod instead of the injection rod.

  According to the fourth aspect of the present invention, the ground around the upper portion of the underground buried body is pressed by the restraining member, so that the floating of the underground buried body is further inhibited.

  The present invention will be described below based on the illustrated embodiments.

(Embodiment 1)
FIGS. 1-5 is a figure which shows the floating suppression method (henceforth a "floating suppression method" suitably) according to this embodiment. This levitation deterrence method is a method of inhibiting the underground buried object buried in the ground from floating on the ground. In this embodiment, the underground buried object is buried in the existing manhole 1, that is, already in the ground G. A case where the rising of the manhole 1 is suppressed will be described.

  First, a through-hole 11a penetrating from the cavity 1A to the ground G is formed in the side wall 11 of the manhole 1 that forms the cavity 1A of the manhole 1 and is in contact with the ground G. That is, an operator enters the manhole 1 (hollow portion 1A) and drills the through hole 11a from the manhole 1 with a hand drill or the like. Here, the size (diameter) of the through hole 11a may be a relatively small size such that a solidifying agent to be described later can be injected into the ground G, for example, about 20 mm in diameter. The number of through holes 11a to be formed is set according to the size (weight) of the ground G1 to be solidified (integrated), which will be described later. That is, it is set according to the volume of the ground G1 that is required to increase the substantial weight of the manhole 1 and suppress the ascent. For example, in the case of the manhole 1 of No. 1 (inner diameter 900 mm), the through holes 11a of 12 to 18 are provided. Form. Furthermore, in order to make the weight balance by the solid ground G1 appropriate, as shown in FIG. 5, through holes 11a are formed radially on the same horizontal plane, and such through holes 11a are arranged in the axial direction of the manhole 1 (up and down). Direction).

  Next, the injection rod 2 is inserted into the ground G through the through-hole 11a, a solidifying agent for solidifying the ground G is injected from the injection rod 2, and the manhole 1, the surrounding ground G1 and the injection rod 2 are connected. Integrate. Here, the injection rod 2 is a metal tube, and its outer diameter is set so that it can be inserted into the through-hole 11a without a gap (substantially the same size). As shown in FIG. A plurality of injection holes 2a are formed at the tip. Also, as the solidifying agent, a material having excellent durability, injectability, and excellent integration (affinity) between the ground G and the manhole 1 is selected. For example, cement (mortar) type, glass type, synthetic resin, etc. A grout is used, and in this embodiment, a grout mainly composed of cement is used. Examples of the solidifying agent include cement milk, powdered cement milk, ultrafine cement, and permanent grout (hybrid silica).

  Specifically, an operator enters the manhole 1 and, as shown in FIG. 2, the injection rod 2 is inserted (placed) from the through hole 11a in a substantially horizontal direction from the cavity 1A to the ground G. Next, as shown in FIG. 3, the distal end portion of the injection hose 32 from the tank 31 containing the solidifying agent is connected to the proximal end portion (end portion on the hollow portion 1 </ b> A side) of the injection rod 2, and solidified from the tank 31. Release agent. As a result, the solidifying agent is injected into the surrounding ground G from the plurality of injection holes 2 a via the injection hose 32 and the injection rod 2. At this time, the solidification agent is injected stepwise in consideration of the solidification state (solidification speed) of the ground G, and the injection amount is managed so that an appropriate amount is injected. Further, in order to prevent the solidifying agent leaked from the through hole 11a and the soil of the ground G from flowing into the manhole 1, the surroundings of the through hole 11a and the inside of the manhole 1 are cured.

  Here, the insertion of the injection rod 2 and the injection of the solidifying agent as described above may be performed for each through-hole 11a depending on the solidification property of the ground G by the solidifying agent, the size of the manhole 1, and the like. You may perform simultaneously with respect to this through-hole 11a or several through-hole 11a. For example, the injection rod 2 may be inserted into all the through holes 11a on the same horizontal plane, and the solidifying agent may be injected at the same time. The injection of the solidifying agent includes injection agitation in which the solidifying agent is injected into the ground G and stirred, in addition to the grouting that is simply injected under pressure.

  And after injection | pouring is completed, the injection | pouring hose 32 is removed from the injection | pouring stick | rod 2, and the base end part of the injection | pouring stick | rod 2 is obstruct | occluded with a lid | cover. By such injection of the solidifying agent, the ground G1 into which the solidifying agent has been injected, that is, the ground G1 around the manhole 1 is grout-solidified and simultaneously bonded (bonded) to the manhole 1 and the injection rod 2. As a result, as shown in FIG. 4, the manhole 1, the surrounding ground G1, and the injection rod 2 are integrated. Here, even when the ground G1 and the manhole 1 are not firmly bonded (not directly integrated), the injection rod 2 is disposed in a state of penetrating the side wall 11 of the manhole 1 (the injection rod 2 is attached to the manhole 1). Therefore, when the ground G1 is bonded to the injection rod 2, the ground G1 and the manhole 1 are integrated via the injection rod 2.

  The weight of the manhole 1 is substantially increased by the ground G1 thus integrated, and a resistance force (gravity) against the force to lift the manhole 1 is increased. Further, the integrated ground G1 is formed in a plurality of irregularities so as to protrude from the side wall 11 of the manhole 1. For this reason, the frictional resistance between the integrated ground G1 and the surrounding ground (solidified, non-integrated ground) G increases, and the shear resistance against the force that rises upward increases.

  As described above, according to this levitation suppression method, even if the manhole 1 is increased in resistance to the levitation force due to the weight of the manhole 1 and the increase in the shear resistance, the liquefaction phenomenon of the ground G occurs. , The manhole 1 can be effectively prevented from rising. Furthermore, since the manhole 1 and the surrounding ground G1 and the injection rod 2 are integrated, the injection rod 2 serves as a core rod, and the integration of the manhole 1 and the ground G1 is firmly established via the injection rod 2. Become. As a result, the rising of the manhole 1 is more effectively suppressed. Moreover, in order to solidify the ground G1 around the manhole 1 by injecting a solidifying agent (grouting), for example, the strength of backfilled soil that is insufficiently compacted is improved, the cross-sectional force generated in the manhole 1 and the deformation of the joint It is possible to suppress (separation), and to improve and repair cavities around sewerage facilities and road cave-injuries.

  On the other hand, it is only necessary to form the through-hole 11a in the side wall 11 of the manhole 1 and inject the solidifying agent, and the formation of the through-hole 11a and the injection of the solidifying agent can be performed from the inside of the manhole 1, Excavation and repair work are not required. Moreover, since it is only necessary to cut a relatively small through hole 11a, the work is easy and the surrounding ground G is not drawn. For this reason, it is possible to carry out the construction to suppress the levitation easily and in a short time, and it is not necessary to regulate the traffic on the road, so that the workability is high. For example, in the case of the No. 1 manhole 1, about 2 constructions can be made per day, and the exclusive area of the road may be such that the truck 3 on which the tank 31 is mounted can be stopped.

  Furthermore, since the solidifying agent is cement-type grout and is the same material as manhole 1, the integration of manhole 1 and ground G1 is permanent, and has the same high durability and durability as manhole 1. Since no mechanical elements are included, no maintenance is required. That is, once the above construction is performed, the ascent prevention effect can be maintained without requiring maintenance or management.

(Embodiment 2)
This embodiment differs from the first embodiment in that instead of the injection rod 2, the manhole 1, the surrounding ground G1 and the support rod 4 are integrated. Here, the same components as those in the first embodiment are denoted by the same reference numerals, and the description thereof is omitted.

  First, as in the first embodiment, the injection rod 2 is inserted into the ground G through the through-hole 11a, and the solidifying agent is injected from the injection rod 2. And before finishing the injection | pouring and the ground G1 solidifies, the injection | pouring stick | rod 2 is extracted and the support stick | rod 4 is inserted in the ground | ground G1 from the through-hole 11a. Thereafter, the manhole 1, the surrounding ground G <b> 1, and the support bar 4 are integrated by being left for a certain period of time.

  Here, the shape of the support bar 4 is preferably a shape that firmly supports the solidified ground G1 and reinforces the integration of the manhole 1 and the ground G1, like a reinforcing bar in a reinforced concrete structure. For example, as shown in FIG. 6 (a), a reinforcing bar provided with a plurality of nodes (flange) 41 along the axial direction, or a plurality of arrow shapes along the axial direction as shown in FIG. 6 (b). It is constituted by a reinforcing bar provided with a chuck 42 or a deformed reinforcing bar. Here, the chuck 42 opens and prevents the chuck 42 from being released when a pulling force (force on the left side in the figure) is applied to the support bar 4.

  According to such a levitation suppression method, the integration of the manhole 1 and the ground G1 is further strengthened by the support rod 4, and the levitation of the manhole 1 can be more effectively suppressed. In addition, since the injection rod 2 is tubular and has a plurality of injection holes 2a, it takes time and cost to manufacture, and is more expensive than the support rod 4. For this reason, by inserting (embedding) the support rod 4 in place of the injection rod 2, the injection rod 2 can be reused to reduce costs.

(Embodiment 3)
7 and 8 are cross-sectional views showing a construction state by the levitation suppression method according to this embodiment. Here, the same components as those in the first embodiment are denoted by the same reference numerals, and the description thereof is omitted.

  In this embodiment, a top net (suppression member) 5 that presses the ground G around the upper part from above is disposed in the ground G around the upper part 1B of the manhole 1. That is, the top net 5 is a metal net or geotextile, and a mounting hole 5a for inserting the upper portion 1B of the manhole 1 is formed at the center. Then, the ground G around the upper part 1B of the manhole 1 is dug up, the top net 5 is laid in a state where the upper part 1B of the manhole 1 is inserted into the mounting hole 5a, and the ground G is backfilled and hardened from above. Here, the top net 5 may be disposed either before or after the injection of the solidifying agent.

  According to such a levitation suppression method, since the ground G around the upper portion 1B of the manhole 1 is pressed by the top net 5, the manhole 1 is pressed downward via the ground G, and the levitation of the manhole 1 is further suppressed. Is done. Further, since it is only necessary to dig up the ground G around the upper portion of the manhole 1, excavation work and repair work thereof are easy and can be performed in a short time.

  Although the embodiment of the present invention has been described above, the specific configuration is not limited to the above embodiment, and even if there is a design change or the like without departing from the gist of the present invention, Included in the invention. For example, in the above embodiment, the case where the rising of the existing manhole 1 is suppressed has been described, but the present invention can also be applied to the newly installed manhole 1. In this case, by burying the manhole 1 in which the through hole 11a is formed in the ground G, the drilling work of the through hole 11a can be reduced.

  Of course, the present invention can be applied to underground buried bodies other than the manhole 1. For example, as shown in FIG. 9, it can be applied to underground pipes 20 such as sewer pipes, or to underground structures 21 such as underground tanks and common grooves as shown in FIG. it can. In this case, for example, by integrating with the ground G around the joint portion of the underground buried pipe 20, the joint portion can be reinforced and the floating can be effectively suppressed. Furthermore, in the above-described embodiment, all of the underground buried bodies (manholes 1) are buried in the ground G. However, any underground buried body having a hollow portion and at least a part buried in the ground G may be used. Can be applied.

  As described above, the method for inhibiting the floating of an underground buried object according to the present invention is extremely useful in that the effect of inhibiting the floating of the underground buried object is high, and the workability and durability are good.

In Embodiment 1 of this invention, it is sectional drawing which shows the state which formed the through-hole in the side wall of a manhole. It is an expanded sectional view which shows the state which has arrange | positioned the injection rod from the state of FIG. It is sectional drawing which shows the state which has inject | poured the solidification agent into the ground from the state of FIG. It is sectional drawing which shows the state which the ground solidified from the state of FIG. It is AA sectional drawing of FIG. It is a figure which shows the example of a shape of the support bar in Embodiment 2 of this invention. It is sectional drawing which shows the construction state by the levitation suppression method which concerns on Embodiment 3 of this invention. It is BB sectional drawing of FIG. It is a perspective view which shows the state which applied the levitation | floating suppression method of this invention to the underground pipe | tube. It is sectional drawing which shows the state which applied the floating prevention method of this invention to the underground structure.

Explanation of symbols

1 Manhole (underground body)
DESCRIPTION OF SYMBOLS 1A Cavity part 11 Side wall 11a Through-hole 2 Injection | pouring rod 31 Tank 32 Injection | pouring hose 4 Supporting rod 5 Top net (suppression member)
G Ground G1 Solidified and integrated ground

In order to achieve the above-described object, the invention according to claim 1 is directed to the floating of an underground buried body that suppresses the floating of an underground buried body having a hollow portion and at least a part of which is buried in the ground. A deterrent method comprising: forming a plurality of through-holes penetrating from the cavity to the ground on a side wall of the underground buried body that forms the cavity and is in contact with the ground; and a solidifying agent having affinity with the ground. Injecting into the ground through the through-hole, continuously forming the ground solidified by the injection of the solidifying agent around the underground buried body, and the underground buried body and the solidified ground are integrated It is characterized by substantially increasing the weight of the underground buried body .

The invention according to claim 5 is a buried structure of an underground buried body in which at least a part of the underground buried body having a hollow portion is buried in the ground, and the underground buried in which the hollow portion is formed and in contact with the ground A plurality of through-holes penetrating from the cavity to the ground are formed on the side wall of the body, and a solidifying agent having affinity with the ground is injected into the ground through the through-holes, and the periphery of the underground buried body The ground solidified by the injection of the solidifying agent is continuously formed, and the weight of the underground buried body is substantially increased by integrating the underground buried body and the solidified ground. , characterized in that.

And after injection | pouring is completed, the injection | pouring hose 32 is removed from the injection | pouring stick | rod 2, and the base end part of the injection | pouring stick | rod 2 is obstruct | occluded with a lid | cover. By such injection of the solidifying agent, the ground G1 into which the solidifying agent has been injected, that is, the ground G1 around the manhole 1 is grout-solidified and simultaneously bonded (bonded) to the manhole 1 and the injection rod 2. As a result, as shown in FIGS. 4 and 5 , the ground G1 solidified by the injection of the solidifying agent is continuously formed in the circumferential direction and the axial direction around the manhole 1, and the manhole 1 and the surrounding ground are formed. G1 and the injection rod 2 are integrated. Here, even when the ground G1 and the manhole 1 are not firmly bonded (not directly integrated), the injection rod 2 is disposed in a state of penetrating the side wall 11 of the manhole 1 (the injection rod 2 is attached to the manhole 1). Therefore, when the ground G1 is bonded to the injection rod 2, the ground G1 and the manhole 1 are integrated via the injection rod 2.

  The present invention relates to a method and a method for suppressing the levitation of an underground buried body that inhibits underground buried bodies such as manholes, water pipes, sewer pipes, power transmission pipes, and common grooves from floating due to liquefaction of the ground. Concerning structure.

For example, when the ground is liquefied due to an earthquake, manholes may rise above the ground, and the following methods are known as methods for preventing such rises. First, a heavy structure formed of concrete or the like is embedded in the ground and integrated with a manhole, and the weight (gravity) of the heavy structure prevents the manhole from rising (see, for example, Patent Document 1). .) Second, the anchor is driven into the ground around the manhole, and the manhole and the anchor are fixed, thereby preventing the manhole from rising (see, for example, Patent Document 2). Third, a check valve is attached to the side wall of the manhole, groundwater due to excessive pore water pressure in the ground is sucked up by the check valve, and the buoyancy due to liquefaction is dissipated to suppress the rise of the manhole (for example, (See Patent Document 3).
JP 2007-63803 A JP 2008-69557 A JP 2007-23679 A

  By the way, it is necessary to take measures against the rising of manholes, not only for newly installed manholes, but also for existing manholes. However, in the first method and the second method, it is necessary to excavate the ground around the manhole to integrate the heavy structure into the manhole, or to fix the manhole by hitting an anchor. For this reason, not only does it take a lot of labor and time to excavate the ground, repair it, and anchor anchors to the support layer, but it is also necessary to regulate the traffic on the road in order to excavate the road and perform the work. is there. Furthermore, in the second method, a large driving heavy machine is required to drive the anchor, which is a large-scale construction. Further, in the first method, if the balance between the weight of the heavy structure and the levitation force is not appropriate, there is a risk of causing vibration amplification and ground subsidence due to seismic motion. If it is not appropriate, the manhole may tilt.

  On the other hand, in the third method, it is possible to attach a check valve from the inside of the manhole, but in order to attach the check valve, it is necessary to open a large hole on the side wall of the manhole. In some cases, labor is required and the ground is drawn from the hole. In addition, it is necessary to provide a drain pipe or the like for discharging the groundwater sucked by the check valve to the outside. Furthermore, in order to maintain the intake (drainage) effect of the check valve, that is, to maintain the floating prevention effect, maintenance and maintenance such as cleaning and replacement of the check valve are required. In some cases, the stop valve may come off, and in such a case, re-installation is required. Moreover, the deterrent effect varies due to the fluctuation of the groundwater in the surrounding ground, and it is difficult to obtain a stable deterrent effect.

  Accordingly, an object of the present invention is to provide a method for inhibiting the floating of an underground buried body and an embedded structure that have a high effect of suppressing the floating of the underground buried body and that have good workability and durability.

In order to achieve the above-described object, the invention according to claim 1 is directed to the floating of an underground buried body that suppresses the floating of an underground buried body having a hollow portion and at least a part of which is buried in the ground. An ultrafine particle cement which is a deterrent method and has a plurality of through-holes penetrating from the cavity to the ground on the side wall of the underground buried body which forms the cavity and is in contact with the ground. The solidifying agent is injected into the ground from a plurality of injection rods inserted into the ground through the plurality of through holes, and the solidifying agent is injected from the plurality of injection rods around the underground buried body. The ground solidified by the step is formed so as to be in contact with each other around the injection rod, and the weight of the underground buried body is substantially obtained by integrating the underground buried body, the solidified ground, and the injection rod. Increase, that feature To.

According to this invention, since the ground around the underground buried object is solidified, and the underground buried object, the surrounding ground and the injection rod are integrated, the weight of the underground buried object is substantially reduced by the integrated ground. Increases, and gravity (resistance load) against the levitation force increases, and the floating of the underground buried object is suppressed. Furthermore, due to the frictional resistance between the ground integrated into the underground buried object and the surrounding ground (solidified, non-integrated ground), the shear resistance against the upwardly rising force increases, and the underground buried object rises. Deterred.

The invention according to claim 2 is the method of inhibiting the levitation of the underground buried body according to claim 1 , wherein a restraining member for pressing the ground around the upper portion from above is provided in the ground around the upper portion of the underground buried body. It arrange | positions, It is characterized by the above-mentioned.

The invention according to claim 3 is a buried structure of an underground buried body in which at least a part of the underground buried body having a hollow portion is buried in the ground, and the underground buried in which the hollow portion is formed and in contact with the ground A plurality of through-holes penetrating from the cavity to the ground are formed on the side wall of the body, and a solidifying agent made of ultrafine cement having affinity with the ground is inserted into the ground through the plurality of through-holes. Injected into the ground from a plurality of injection rods, the ground solidified by injection of the solidifying agent from the plurality of injection rods is formed around the underground buried body so as to contact each other around the injection rod In addition, the weight of the underground buried body is substantially increased by integrating the underground buried body, the solidified ground, and the injection rod .

According to the first and third aspects of the invention, the floating of the underground buried body is effectively suppressed by increasing the weight of the underground buried body and increasing the shear resistance. Moreover, it is only necessary to form a through hole in the side wall of the underground buried body and inject the solidifying agent, and the formation of the through hole and the injection of the solidifying agent can be performed from inside the cavity of the underground embedded body. Yes, ground excavation and repair work are not required. For this reason, the work can be performed easily and in a short time, and it is not necessary to regulate the traffic on the road, and the workability is high. In addition, by selecting an appropriate solidifying agent, the integration of the underground buried object and the ground is permanent, so durability and durability are high, and mechanical (mechanical and electrical) elements are added. Because it is not included, maintenance is not required. On the other hand, since it is only necessary to form a through-hole and inject a solidifying agent, the present invention can be applied to a newly installed underground buried body and an existing underground buried body. In addition, solidification of the surrounding ground and integration with the underground buried body can suppress cross-sectional force and joint deformation (separation) generated in the underground buried body, and the effect of reinforcing the underground buried body itself Can also be obtained. Also, in order to integrate the underground buried body, the surrounding ground and the injection rod, the injection rod serves as a core rod (nail, rebar), and the underground buried body and the ground are integrated via the injection rod. Will become stronger. As a result, the floating of the underground buried object is more effectively suppressed.

According to the second aspect of the present invention, the ground around the upper portion of the underground buried body is pressed by the restraining member, so that the floating of the underground buried body is further inhibited.

  The present invention will be described below based on the illustrated embodiments.

(Embodiment 1)
FIGS. 1-5 is a figure which shows the floating suppression method (henceforth a "floating suppression method" suitably) according to this embodiment. This levitation deterrence method is a method of inhibiting the underground buried object buried in the ground from floating on the ground. In this embodiment, the underground buried object is buried in the existing manhole 1, that is, already in the ground G. A case where the rising of the manhole 1 is suppressed will be described.

  First, a through-hole 11a penetrating from the cavity 1A to the ground G is formed in the side wall 11 of the manhole 1 that forms the cavity 1A of the manhole 1 and is in contact with the ground G. That is, an operator enters the manhole 1 (hollow portion 1A) and drills the through hole 11a from the manhole 1 with a hand drill or the like. Here, the size (diameter) of the through hole 11a may be a relatively small size such that a solidifying agent to be described later can be injected into the ground G, for example, about 20 mm in diameter. The number of through holes 11a to be formed is set according to the size (weight) of the ground G1 to be solidified (integrated), which will be described later. That is, it is set according to the volume of the ground G1 that is required to increase the substantial weight of the manhole 1 and suppress the ascent. For example, in the case of the manhole 1 of No. 1 (inner diameter 900 mm), the through holes 11a of 12 to 18 are provided. Form. Furthermore, in order to make the weight balance by the solid ground G1 appropriate, as shown in FIG. 5, through holes 11a are formed radially on the same horizontal plane, and such through holes 11a are arranged in the axial direction of the manhole 1 (up and down). Direction).

  Next, the injection rod 2 is inserted into the ground G through the through-hole 11a, a solidifying agent for solidifying the ground G is injected from the injection rod 2, and the manhole 1, the surrounding ground G1 and the injection rod 2 are connected. Integrate. Here, the injection rod 2 is a metal tube, and its outer diameter is set so that it can be inserted into the through-hole 11a without a gap (substantially the same size). As shown in FIG. A plurality of injection holes 2a are formed at the tip. Also, as the solidifying agent, a material having excellent durability, injectability, and excellent integration (affinity) between the ground G and the manhole 1 is selected. For example, cement (mortar) type, glass type, synthetic resin, etc. A grout is used, and in this embodiment, a grout mainly composed of cement is used. Examples of the solidifying agent include cement milk, powdered cement milk, ultrafine cement, and permanent grout (hybrid silica).

  Specifically, an operator enters the manhole 1 and, as shown in FIG. 2, the injection rod 2 is inserted (placed) from the through hole 11a in a substantially horizontal direction from the cavity 1A to the ground G. Next, as shown in FIG. 3, the distal end portion of the injection hose 32 from the tank 31 containing the solidifying agent is connected to the proximal end portion (end portion on the hollow portion 1 </ b> A side) of the injection rod 2, and solidified from the tank 31. Release agent. As a result, the solidifying agent is injected into the surrounding ground G from the plurality of injection holes 2 a via the injection hose 32 and the injection rod 2. At this time, the solidification agent is injected stepwise in consideration of the solidification state (solidification speed) of the ground G, and the injection amount is managed so that an appropriate amount is injected. Further, in order to prevent the solidifying agent leaked from the through hole 11a and the soil of the ground G from flowing into the manhole 1, the surroundings of the through hole 11a and the inside of the manhole 1 are cured.

  Here, the insertion of the injection rod 2 and the injection of the solidifying agent as described above may be performed for each through-hole 11a depending on the solidification property of the ground G by the solidifying agent, the size of the manhole 1, and the like. You may perform simultaneously with respect to this through-hole 11a or several through-hole 11a. For example, the injection rod 2 may be inserted into all the through holes 11a on the same horizontal plane, and the solidifying agent may be injected at the same time. The injection of the solidifying agent includes injection agitation in which the solidifying agent is injected into the ground G and stirred, in addition to the grouting that is simply injected under pressure.

And after injection | pouring is completed, the injection | pouring hose 32 is removed from the injection | pouring stick | rod 2, and the base end part of the injection | pouring stick | rod 2 is obstruct | occluded with a lid | cover. By such injection of the solidifying agent, the ground G1 into which the solidifying agent has been injected, that is, the ground G1 around the manhole 1 is grout-solidified and simultaneously bonded (bonded) to the manhole 1 and the injection rod 2. As a result, as shown in FIGS. 4 and 5 , the ground G <b > 1 solidified by the injection of the solidifying agent from the plurality of injection rods 2 is formed around the manhole 1 so as to come into contact with each other around the injection rod 2. The manhole 1, the surrounding ground G1, and the injection rod 2 are integrated. Here, even when the ground G1 and the manhole 1 are not firmly bonded (not directly integrated), the injection rod 2 is disposed in a state of penetrating the side wall 11 of the manhole 1 (the injection rod 2 is attached to the manhole 1). Therefore, when the ground G1 is bonded to the injection rod 2, the ground G1 and the manhole 1 are integrated via the injection rod 2.

  The weight of the manhole 1 is substantially increased by the ground G1 thus integrated, and a resistance force (gravity) against the force to lift the manhole 1 is increased. Further, the integrated ground G1 is formed in a plurality of irregularities so as to protrude from the side wall 11 of the manhole 1. For this reason, the frictional resistance between the integrated ground G1 and the surrounding ground (solidified, non-integrated ground) G increases, and the shear resistance against the force that rises upward increases.

  As described above, according to this levitation suppression method, even if the manhole 1 is increased in resistance to the levitation force due to the weight of the manhole 1 and the increase in the shear resistance, the liquefaction phenomenon of the ground G occurs. , The manhole 1 can be effectively prevented from rising. Furthermore, since the manhole 1 and the surrounding ground G1 and the injection rod 2 are integrated, the injection rod 2 serves as a core rod, and the integration of the manhole 1 and the ground G1 is firmly established via the injection rod 2. Become. As a result, the rising of the manhole 1 is more effectively suppressed. Moreover, in order to solidify the ground G1 around the manhole 1 by injecting a solidifying agent (grouting), for example, the strength of backfilled soil that is insufficiently compacted is improved, the cross-sectional force generated in the manhole 1 and the deformation of the joint It is possible to suppress (separation), and to improve and repair cavities around sewerage facilities and road cave-injuries.

  On the other hand, it is only necessary to form the through-hole 11a in the side wall 11 of the manhole 1 and inject the solidifying agent, and the formation of the through-hole 11a and the injection of the solidifying agent can be performed from the inside of the manhole 1, Excavation and repair work are not required. Moreover, since it is only necessary to cut a relatively small through hole 11a, the work is easy and the surrounding ground G is not drawn. For this reason, it is possible to carry out the construction to suppress the levitation easily and in a short time, and it is not necessary to regulate the traffic on the road, so that the workability is high. For example, in the case of the No. 1 manhole 1, about 2 constructions can be made per day, and the exclusive area of the road may be such that the truck 3 on which the tank 31 is mounted can be stopped.

  Furthermore, since the solidifying agent is cement-type grout and is the same material as manhole 1, the integration of manhole 1 and ground G1 is permanent, and has the same high durability and durability as manhole 1. Since no mechanical elements are included, no maintenance is required. That is, once the above construction is performed, the ascent prevention effect can be maintained without requiring maintenance or management.

(Embodiment 2)
This embodiment differs from the first embodiment in that instead of the injection rod 2, the manhole 1, the surrounding ground G1 and the support rod 4 are integrated. Here, the same components as those in the first embodiment are denoted by the same reference numerals, and the description thereof is omitted.

  First, as in the first embodiment, the injection rod 2 is inserted into the ground G through the through-hole 11a, and the solidifying agent is injected from the injection rod 2. And before finishing the injection | pouring and the ground G1 solidifies, the injection | pouring stick | rod 2 is extracted and the support stick | rod 4 is inserted in the ground | ground G1 from the through-hole 11a. Thereafter, the manhole 1, the surrounding ground G <b> 1, and the support bar 4 are integrated by being left for a certain period of time.

  Here, the shape of the support bar 4 is preferably a shape that firmly supports the solidified ground G1 and reinforces the integration of the manhole 1 and the ground G1, like a reinforcing bar in a reinforced concrete structure. For example, as shown in FIG. 6 (a), a reinforcing bar provided with a plurality of nodes (flange) 41 along the axial direction, or a plurality of arrow shapes along the axial direction as shown in FIG. 6 (b). It is constituted by a reinforcing bar provided with a chuck 42 or a deformed reinforcing bar. Here, the chuck 42 opens and prevents the chuck 42 from being released when a pulling force (force on the left side in the figure) is applied to the support bar 4.

  According to such a levitation suppression method, the integration of the manhole 1 and the ground G1 is further strengthened by the support rod 4, and the levitation of the manhole 1 can be more effectively suppressed. In addition, since the injection rod 2 is tubular and has a plurality of injection holes 2a, it takes time and cost to manufacture, and is more expensive than the support rod 4. For this reason, by inserting (embedding) the support rod 4 in place of the injection rod 2, the injection rod 2 can be reused to reduce costs.

(Embodiment 3)
7 and 8 are cross-sectional views showing a construction state by the levitation suppression method according to this embodiment. Here, the same components as those in the first embodiment are denoted by the same reference numerals, and the description thereof is omitted.

  In this embodiment, a top net (suppression member) 5 that presses the ground G around the upper part from above is disposed in the ground G around the upper part 1B of the manhole 1. That is, the top net 5 is a metal net or geotextile, and a mounting hole 5a for inserting the upper portion 1B of the manhole 1 is formed at the center. Then, the ground G around the upper part 1B of the manhole 1 is dug up, the top net 5 is laid in a state where the upper part 1B of the manhole 1 is inserted into the mounting hole 5a, and the ground G is backfilled and hardened from above. Here, the top net 5 may be disposed either before or after the injection of the solidifying agent.

  According to such a levitation suppression method, since the ground G around the upper portion 1B of the manhole 1 is pressed by the top net 5, the manhole 1 is pressed downward via the ground G, and the levitation of the manhole 1 is further suppressed. Is done. Further, since it is only necessary to dig up the ground G around the upper portion of the manhole 1, excavation work and repair work thereof are easy and can be performed in a short time.

  Although the embodiment of the present invention has been described above, the specific configuration is not limited to the above embodiment, and even if there is a design change or the like without departing from the gist of the present invention, Included in the invention. For example, in the above embodiment, the case where the rising of the existing manhole 1 is suppressed has been described, but the present invention can also be applied to the newly installed manhole 1. In this case, by burying the manhole 1 in which the through hole 11a is formed in the ground G, the drilling work of the through hole 11a can be reduced.

  Of course, the present invention can be applied to underground buried bodies other than the manhole 1. For example, as shown in FIG. 9, it can be applied to underground pipes 20 such as sewer pipes, or to underground structures 21 such as underground tanks and common grooves as shown in FIG. it can. In this case, for example, by integrating with the ground G around the joint portion of the underground buried pipe 20, the joint portion can be reinforced and the floating can be effectively suppressed. Furthermore, in the above-described embodiment, all of the underground buried bodies (manholes 1) are buried in the ground G. However, any underground buried body having a hollow portion and at least a part buried in the ground G may be used. Can be applied.

  As described above, the method for inhibiting the floating of an underground buried object according to the present invention is extremely useful in that the effect of inhibiting the floating of the underground buried object is high, and the workability and durability are good.

In Embodiment 1 of this invention, it is sectional drawing which shows the state which formed the through-hole in the side wall of a manhole. It is an expanded sectional view which shows the state which has arrange | positioned the injection rod from the state of FIG. It is sectional drawing which shows the state which has inject | poured the solidification agent into the ground from the state of FIG. It is sectional drawing which shows the state which the ground solidified from the state of FIG. It is AA sectional drawing of FIG. It is a figure which shows the example of a shape of the support bar in Embodiment 2 of this invention. It is sectional drawing which shows the construction state by the levitation suppression method which concerns on Embodiment 3 of this invention. It is BB sectional drawing of FIG. It is a perspective view which shows the state which applied the levitation | floating suppression method of this invention to the underground pipe | tube. It is sectional drawing which shows the state which applied the floating prevention method of this invention to the underground structure.

1 Manhole (underground body)
DESCRIPTION OF SYMBOLS 1A Cavity part 11 Side wall 11a Through-hole 2 Injection | pouring rod 31 Tank 32 Injection | pouring hose 4 Supporting rod 5 Top net (suppression member)
G Ground G1 Solidified and integrated ground

Claims (5)

  1. A method for inhibiting the buoyancy of an underground burial body that inhibits an underground burial body having a hollow portion and at least a part of the burial from being levitated on the ground,
    Forming a through-hole penetrating from the cavity to the ground on the side wall of the underground buried body that forms the cavity and is in contact with the ground;
    Injecting the solidifying agent that solidifies the ground into the ground through the through hole, the underground buried body and the surrounding ground are integrated,
    A method for suppressing the levitation of underground buried objects.
  2. Inserting an injection rod into the ground through the through hole, injecting the solidifying agent from the injection rod, and integrating the underground buried body and the surrounding ground and the injection rod,
    The method according to claim 1, wherein the underground buried object is prevented from rising.
  3. Inserting a support bar into the ground through the through hole, and integrating the underground buried body and the surrounding ground and the support bar,
    The method according to claim 1, wherein the underground buried object is prevented from rising.
  4. In the ground around the upper part of the underground buried body, a deterring member that holds the ground around the upper part from above is disposed.
    The method for suppressing the levitation of an underground buried body according to any one of claims 1 to 3, wherein:
  5. A buried structure of an underground buried body in which at least a part of the underground buried body having a hollow portion is buried in the ground,
    A through-hole penetrating from the cavity to the ground is formed on the side wall of the underground buried body that forms the cavity and is in contact with the ground,
    A solidifying agent that solidifies the ground is injected into the ground through the through hole, and the underground buried body and the surrounding ground are integrated,
    A buried structure of underground structures characterized by that.
JP2008132119A 2008-05-20 2008-05-20 Method for suppressing levitation of underground buried object and buried structure Expired - Fee Related JP4392453B2 (en)

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Cited By (12)

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JP2010121343A (en) * 2008-11-19 2010-06-03 Kyokado Eng Co Ltd Antiseismic reinforcing method for existing manhole
JP2012149394A (en) * 2011-01-17 2012-08-09 Ohbayashi Corp Shield tunnel
CN102864832A (en) * 2012-09-26 2013-01-09 中国一冶集团有限公司 Draining inspection shaft capable of controlling lifting, and manufacture method of draining inspection shaft
CN102877541A (en) * 2012-09-26 2013-01-16 中国一冶集团有限公司 Sedimentation-controlled water drainage inspection well and manufacturing method thereof
CN102877542A (en) * 2012-09-26 2013-01-16 中国一冶集团有限公司 Drainage inspection well capable of reducing sedimentation and manufacturing method for drainage inspection well
JP2013164103A (en) * 2012-02-09 2013-08-22 Sekisui Chem Co Ltd Embedded pipe structure and method for constructing embedded pipe structure
JP2013249594A (en) * 2012-05-30 2013-12-12 Zenitaka Corp Caisson and construction method for the same
JP2014125823A (en) * 2012-12-27 2014-07-07 Zenitaka Corp Member for preventing floating of caisson, and installation method for the same
JP2014156766A (en) * 2013-01-15 2014-08-28 Toa Grout Kogyo Co Ltd Floatation prevention structure and method of manhole
JP2015124566A (en) * 2013-12-27 2015-07-06 東亜グラウト工業株式会社 Floatation preventive method of manhole
JP2016050400A (en) * 2014-08-29 2016-04-11 株式会社錢高組 Floating prevention member, vertical pit provided with floating prevention member, and method to install floating prevention member in vertical pit
CN109577313A (en) * 2018-12-11 2019-04-05 宝钢集团新疆八钢铁有限公司 A kind of cold region factory built-up areas grouting and reinforcing technology

Cited By (15)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2010121343A (en) * 2008-11-19 2010-06-03 Kyokado Eng Co Ltd Antiseismic reinforcing method for existing manhole
JP2012149394A (en) * 2011-01-17 2012-08-09 Ohbayashi Corp Shield tunnel
JP2013164103A (en) * 2012-02-09 2013-08-22 Sekisui Chem Co Ltd Embedded pipe structure and method for constructing embedded pipe structure
JP2013249594A (en) * 2012-05-30 2013-12-12 Zenitaka Corp Caisson and construction method for the same
CN102864832A (en) * 2012-09-26 2013-01-09 中国一冶集团有限公司 Draining inspection shaft capable of controlling lifting, and manufacture method of draining inspection shaft
CN102877541A (en) * 2012-09-26 2013-01-16 中国一冶集团有限公司 Sedimentation-controlled water drainage inspection well and manufacturing method thereof
CN102877542A (en) * 2012-09-26 2013-01-16 中国一冶集团有限公司 Drainage inspection well capable of reducing sedimentation and manufacturing method for drainage inspection well
CN102877541B (en) * 2012-09-26 2015-05-20 中国一冶集团有限公司 Sedimentation-controlled water drainage inspection well and manufacturing method thereof
CN102877542B (en) * 2012-09-26 2015-05-20 中国一冶集团有限公司 Drainage inspection well capable of reducing sedimentation and manufacturing method for drainage inspection well
CN102864832B (en) * 2012-09-26 2015-05-20 中国一冶集团有限公司 Draining inspection shaft capable of controlling lifting, and manufacture method of draining inspection shaft
JP2014125823A (en) * 2012-12-27 2014-07-07 Zenitaka Corp Member for preventing floating of caisson, and installation method for the same
JP2014156766A (en) * 2013-01-15 2014-08-28 Toa Grout Kogyo Co Ltd Floatation prevention structure and method of manhole
JP2015124566A (en) * 2013-12-27 2015-07-06 東亜グラウト工業株式会社 Floatation preventive method of manhole
JP2016050400A (en) * 2014-08-29 2016-04-11 株式会社錢高組 Floating prevention member, vertical pit provided with floating prevention member, and method to install floating prevention member in vertical pit
CN109577313A (en) * 2018-12-11 2019-04-05 宝钢集团新疆八钢铁有限公司 A kind of cold region factory built-up areas grouting and reinforcing technology

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