JPH10325156A - Structure for preventing underground structure from suffering damage caused by frost having, and its work execution method - Google Patents

Abstract

PROBLEM TO BE SOLVED: To make a structure readily applicable to many kinds of underground structures at low cost and to effectively prevent damage to underground structures caused by front heaving for enhanced durability by providing a plate-shaped reaction member below an underground structure and almost parallel to a frozen surface. SOLUTION: A sloping frame 1 constructed in, e.g. a cold district, is buried in the ground (unfrozen soil layer 3) at almost right angles, and a plate-shaped reaction member 7 is secured to its lower end in such a way as to be almost parallel to the ground surface 2 (i.e., frozen surface 5). The reaction member 7 receives reaction F' to frost heaving from the frozen surface 5 via the unfrozen soil layer 3 around the sloping frame 1 and also receives the weights of a frozen soil layer 4 and the unfrozen soil layer 3 on the reaction member 7, the reaction F' to frost heaving being transmitted to the sloping frame 1 via the reaction member 7. Thus, inside the sloping frame 1, a frost heaving force working on the sloping frame 1 from the frozen soil layer 4 is balanced with the reaction F' to frost heaving which works on the sloping frame 1 from the unfrozen soil layer 3 via the reaction member 7, so that the sloping frame 1 does not undergo frost heaving nor move within the unfrozen soil layer 3, with the result that it forms no cavity below the reaction member 7.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a vertical frame constructed in a cold region, a foundation of a ground structure such as a pile foundation of a pipeline or a pile foundation of a building, a water pipe, a gas pipe or the like. Pipes, drainage structures such as U-grooves, manholes, underground storage, underground tanks, underground structures such as building basements, and other underground structures (hereinafter simply "underground structures"). More specifically, the frost heave of the soil,
The present invention relates to a structure for preventing frost heaving of an underground structure, which protects the underground structure from melting and subsidence.

[0002]

2. Description of the Related Art Underground structures constructed in cold regions are repeatedly subjected to the effects of frost heaving and melting and subsidence of the soil, so that they are lifted up from the ground surface, come out of the ground, and are damaged by frost heaving such as being damaged. Was often received.

[0003] The principle of frost heaving of an underground structure due to frost heaving and thawing of the soil will be described first with reference to a law frame member 1 (hereinafter simply referred to as a "law frame") shown in FIG.

As shown in FIG. 1 (a), when the temperature of the slab 1 buried underground (unfrozen soil layer 3) decreases, the soil freezes and frost heaves occur. As shown in
As the soil freezes on the side surface of the portion included in the frozen soil layer 4, the soil rises with the frost heave of the soil, and the slab 1 moves through the unfrozen soil layer 3. It is formed.

In FIG. 1 (b), 2 'indicates the position of the ground surface before the soil freezes, 4 indicates the frozen soil layer, and 5 indicates the frozen surface (the boundary between the unfrozen soil layer 3 and the frozen soil layer 4). , Respectively.

By the way, the soil around which the cavity 6 is formed is not frozen at least at this point in time, but the cavity 6 is affected by freezing and thawing, earth pressure and the like with the passage of time.
Changes shape and becomes smaller.

Then, as shown in FIG. 1C, the shape of the cavity 6 changes even if the ground surface 2 returns to its original position due to the rise in temperature and the melting and subsidence of the soil. ,
The legal frame 1 cannot return to its original position, and is left behind in a state of being lifted off the ground surface 2.

Further, the slab 1 is repeatedly subjected to the effects of frost heaving and thawing of the soil, whereby the uplift is accumulated, and as a result, as shown in FIG. Further, since the amount of frost heave differs for each place, the legal frame 1 is deformed and the legal frame 1 is damaged. As a result, the legal framework 1 does not perform its own function,
Overlapping causes such as rainfall may cause the slope to collapse.

By the way, not only the underground structure buried at a relatively shallow position in the ground like the above-mentioned frame 1 but also an underground structure buried to a relatively deep position in the ground, for example, It is known that damage to frost heave also occurs in foundations of above-ground structures such as pipeline pile foundations and building pile foundations, and the principle is described by a pile foundation 10 shown in FIG. ).) Will be described as an example.

As shown in FIG. 4, a pile 1 buried underground
0 means when the temperature drops, the soil freezes, and
As the soil freezes on the side surface of the portion included in the frozen soil layer 4 of the pile 10, the pile 10 causes the frost heave force F (upward force) generated at a certain frozen surface 5 around the pile to pass through the frozen soil layer 4. To receive. The range of the freezing surface 5 that exerts the frost heaving force (the force for lifting the pile 10) on the pile 10 is affected by the deformation ability of the frozen soil layer 4.

On the other hand, as a force against the frost heaving force for lifting the pile 10, the weight W of the pile 10 (own weight) and the ground structure (not shown) supported by the pile 10 is applied to the pile 10.
In addition, a frictional force acts on the non-frozen soil layer 3 around the pile 10.

Then, the balance between the frost heave force for lifting the pile 10 and the force against the frost heave force is lost, and the pile 10
When the frost heave force that tries to lift
The pile 10 is lifted with the frost heaving of the soil, which causes great damage to the above-ground structure.

Conventionally, in order to protect the underground structure from frost heaving and thawing subsidence of the soil, the soil around the underground structure is replaced with soil or material that is difficult to freeze, or the weight of the underground structure is reduced. Enlarge to reduce the lifting due to freezing of the soil, increase the burial depth of the underground structure to increase the peripheral friction, or form a special shape, for example, form a corrugated peripheral surface and move it upward To increase the friction caused by the freezing of the soil by increasing the friction against the movement of the soil, to prevent the freezing of the soil by forming a sliding layer or an insulating layer around the underground structure, or to bury it as a heat pipe pile. Methods have been proposed and implemented to increase the frictional force against the frost heave force by forming a frozen soil layer at the bottom of the pile with cold heat in winter or fixing it to a permafrost layer.

However, these methods cannot completely prevent frost heaving of underground structures, make it difficult to obtain soil and materials that are difficult to frost, are expensive, and can be used underground. There were problems such as restrictions on the types of structures and a decrease in the effect of preventing frost heave damage due to aging.

[0015]

SUMMARY OF THE INVENTION The present invention has been made in view of the above-mentioned problems of the conventional method for preventing frost heaving of underground structures, and can be easily and inexpensively applied to many types of underground structures. An object of the present invention is to provide a durable underground structure frost heave prevention structure and a construction method thereof.

[0016]

In order to achieve the above object, the present invention provides a structure for preventing frost heave of an underground structure, wherein a plate-like reaction member is provided below the underground structure so as to be substantially parallel to the freezing surface. (In the case of a normal homogeneous soil layer, substantially parallel to the ground surface).

As described above, the extremely simple structure in which the plate-like reaction member is provided substantially parallel to the freezing surface below the underground structure can effectively prevent damage due to frost heaving of the underground structure. it can. For this reason, the structure for preventing frost heaving of underground structures is versatile for many types of underground structures, and it is difficult to obtain soil that is difficult to freeze up. It can be said that the underground structure can be easily and inexpensively protected from frost heaving even if the frost heaving soil generated in the above is used, and that it has durability.

In this case, the reaction member can be provided at a position shallower or deeper than the maximum freezing depth, depending on the type of the underground structure. It can be located at the lower end of the middle structure or at an arbitrary position in the middle, and if necessary, a plurality of reaction members can be provided substantially parallel to the freezing surface.

The maximum freezing depth referred to herein is the maximum freezing depth that can occur within a certain period in a place where an underground structure is constructed, and is the maximum of a layer in which soil frost heaving and thawing and sinking are repeated. Refers to depth.

That is, when the underground structure is installed at a position shallower than the maximum freezing depth, and therefore, when the reaction member is disposed at a position shallower than the maximum freezing depth, the frozen surface is shallower than the reaction member. When the freezing surface reaches a position deeper than the reaction force member, the underground structure and the reaction force member are removed from the surrounding soil when the frozen surface reaches a position deeper than the reaction force member. In addition, lifting the underground structure from the ground surface due to frost heaving can be effectively prevented.

On the other hand, when the underground structure is installed to a position deeper than the maximum freezing depth, and therefore, when the reaction force member can be disposed at a position deeper than the maximum freezing depth, the freezing surface always has the reaction force. Effective prevention of frost heaving of the underground structure by making the shallower position than the position where the member is arranged and completely preventing the underground structure from lifting by the action of the reaction force member Can be.

Further, the structure for preventing frost heave damage of underground structures according to the present invention includes a law frame constructed in a cold region, a foundation of a ground structure such as a pile foundation of a pipeline or a pile foundation of a building, a water pipe, Many types of underground, such as vertically buried pipes such as gas pipes, drainage structures such as U-shaped grooves, underground structures such as manholes, underground storage, underground tanks, and building basements It can be applied to structures, and can effectively protect various underground structures from frost heaving, including the legal frameworks for which there has been no suitable method for preventing frost heaving.

In this case, for a pile such as a pile foundation of a pipeline or a pile foundation of a building, a pile hole larger than a plane shape of the reaction member is excavated to a position where the reaction member is to be buried. After the pile having the reaction member on the side surface is built therein, the pile can be constructed by backfilling the space above the reaction member.

Next, the principle of frost heave prevention by the frost heave prevention structure for underground structures according to the present invention will be described with reference to a legal frame 1 shown in FIG. 2 as an example.

As shown in FIG. 2A, the slab 1 is buried almost vertically in the ground (unfrozen soil layer 3).
The plate-shaped reaction force member 7 is fixed so as to be substantially parallel to the ground surface 2, that is, to be substantially parallel to a frozen surface 5 described later.

As the temperature decreases, the soil begins to freeze from the ground surface 2 toward the depth. Surface conditions, weather conditions,
Assuming that soil conditions, groundwater conditions, and the like are uniform, the freezing range of soil generally expands substantially parallel to the ground surface.

Here, the frozen portion is the frozen soil layer 4, the unfrozen portion is the unfrozen soil layer 3, the boundary between them is the frozen surface 5, and
The position of the ground surface before the soil freezes is defined as 2 '.

The frost heave occurs when the ice lens grows while absorbing water from the unfrozen soil layer 3 in a negative temperature region very near the freezing surface 5, and the force that restrains the expansion of the water accompanying the growth of the ice lens is increased. If it acts, a frost heaving force is generated on the ice lens growth surface near the freezing surface 5. In general, soil is repeatedly frozen and thawed within a certain period.

When the soil freezes and freezes, the freezing surface 5
2 is above the upper surface of the reaction force member 7 of the legal frame 1, FIG.
As shown in (b), the soil freezes on the side surface of the portion included in the frozen soil layer 4 of the lawn frame 1, so that the lawn frame 1 has a frost heave force F generated on a certain range of the frozen surface 5 around the lawn frame. (Upward force)
Through the frozen soil layer 4. The range of the frozen surface 5 on which the frost heave force acts on the sill frame 1 is affected by the deformability of the frozen soil layer 4. On the other hand, the reaction force member 7 causes the frost heave reaction force F ′ (the frost heave force F per unit area and the frost heave reaction force F ′ to be the same magnitude) from the frozen surface 5 through the unfrozen soil layer 3 around the legal frame 1. ) And the weight of the frozen soil layer 4 and the unfrozen soil layer 3 on the reaction member 7. The frost heave reaction force F ′ is transmitted to the legal frame 1 via the reaction force member 7.

As a result, the frost heave force F acting on the lawn frame 1 from the frozen soil layer 4 is equal to the frost heave reaction force F ′ acting on the lawn frame 1 from the unfrozen soil layer 3 via the reaction member 7 and the inside of the lawn frame 1. As a result, the legal frame 1 does not freeze up and does not move in the unfrozen soil layer 3, so that no cavity is formed below the reaction force member 7.

In the above description, the general case where the frozen soil layer 4 freezes on the legal frame 1 has been described. However, if the legal frame 1 and the frozen soil layer 4 are insulated or sufficiently smooth and the frost adhesion resistance can be ignored. ,
The magnitude of the frost heave force F becomes equal to the own weight of the frozen soil layer 4. In this case, the reaction force received by the reaction force member 7 is only the own weight of the frozen soil layer 4 thereon (the frost heave reaction force F ′) and the own weight of the unfrozen soil layer 3,
The unfrozen soil layer 3 below the reaction member 7 supports this.
The external force acting on the legal frame 1 is not different from the state before freezing started. At this time, although the soil around the legal frame 1 freezes up, the legal frame 1 does not rise due to frost heave, and the reaction member 7
No cavity is formed underneath.

Next, the case where the freezing surface 5 is located on the side of the reaction force member 7 will be considered.

If the reaction member 7 is formed of a member having a considerable thickness, it takes time for the freezing surface 5 traveling substantially parallel to the ground surface 2 to pass through the thickness of the reaction member 7. ,
In the meantime, according to the principle of freezing and freezing shown in FIG. 1, the legal frame 1 froze and a cavity is formed under the reaction force member 7, and as a result, the legal frame 1 rises from the ground surface.

However, if at least the thickness of the outer end portion of the reaction force member 7 is negligible, the time required for the frozen surface 5 to pass through the thickness of the reaction force member 7 is extremely short. In the meantime, no problematic cavity is formed below the reaction member 7 due to freezing and freezing.

When the temperature drops further and the soil freezes, and the freezing surface 5 reaches a position deeper than the position where the reaction member 7 is disposed, as shown in FIG. ,
The legal frame 1 and the reaction member 7 are integrated with the frozen soil layer 4, and the whole frozen soil layer 4 is lifted as the soil under the frozen soil layer 4 freezes. At this time, the law frame 1 does not form a cavity in the unfrozen soil layer 3.

By the way, when the temperature rises from the state of FIG. 2B or FIG. 2C and the soil melts and sinks, the ground surface 2 returns to the original position. As shown, the normal frame 1 also returns to the original position (the same position as in FIG. 2A). For this reason, even if repeatedly subjected to the action of frost heaving and thawing of the soil, no cavity is formed in the unfrozen soil layer 3,
The legal frame 1 does not float up and does not jump out of the ground surface 2 or break.

In this case, as is clear from the principle of preventing frost heave damage, the plate-like reaction member provided under the underground structure has a reaction force corresponding to the frost heave force applied to the underground structure. The area must be large enough to receive. Further, the strength of the underground structure and the reaction member and the fixing strength of the underground structure and the reaction member need to be strong enough to withstand the frost heave force received from the frozen soil layer.

Next, the principle of the prevention of frost heave by the structure for preventing frost heave of underground structures according to the present invention will be described with reference to a pile 10 shown in FIG. 5 as an example. The principle of freezing of soil is the same as in the above example.

As shown in FIG. 5, the pile 10 is buried almost vertically in the ground, and at an intermediate position, for example, a disk-shaped reaction force member 7 is substantially parallel to the ground surface 2, that is, ,
It is fixed so as to be substantially parallel to a freezing surface 5 described later.

As the temperature drops, the soil begins to freeze from the ground surface 2 toward the depth.

When the temperature drops, the soil freezes, and frost heaves, the pile 10 buried in the ground can be used as the frozen soil layer 4 of the pile 10.
Soil freezes on the side of the part included in
0 is the frost heave force F generated at a certain freezing surface 5 around the pile
(Upward force) is received via the frozen soil layer 4.
The range of the freezing surface 5 that exerts the frost heaving force (the force for lifting the pile 10) on the pile 10 is affected by the deformation ability of the frozen soil layer 4.

On the other hand, as a force against the frost heave force for lifting the pile 10, the pile 10 (own weight) and the weight W of the ground structure (not shown) supported by the pile 10 are provided.
And the frictional force with the frozen soil layer 3 around the pile 10 acts,
Further, the reaction force member 7 is moved from the frozen surface 5 through the unfrozen soil layer 3 around the pile 10 to the frost heave reaction force F '(the frost heave force F per unit area and the frost heave reaction force F' are forces of the same magnitude). And reaction force member 7
Since the upper frozen soil layer 4 and the unfrozen soil layer 3 receive their own weight, the frost heave reaction force F ′ acts on the pile 10 as a force against the frost heave force that attempts to lift the pile 10 via the reaction force member 7. Will do.

As a result, the frost heave force F acting on the pile 10 from the frozen soil layer 4 is transferred from the unfrozen soil layer 3 to the pile 1
The balance between the frost heave reaction force F ′ acting on zero and the inside of the stake 10 prevents the stake 10 from frost heaving. That is, the reaction force member 7
Is disposed at a position deeper than the maximum freezing depth, the lifting of the pile 10 can be completely prevented by the above principle.

The size of the reaction force member 7 fixed at an intermediate position of the pile 10 is preferably within the range of the freezing surface 5 (this area) where a frost heave force (a force for lifting the pile 10) acts on the pile. The range varies depending on the deformation capacity of the frozen soil layer 4.)
Set the size to cover.

[0045]

BEST MODE FOR CARRYING OUT THE INVENTION Hereinafter, an embodiment of the invention of a structure for preventing frost heaving of an underground structure according to the present invention will be described by taking a law frame as an example.

FIGS. 2 and 3 show an example in which the structure for preventing frost heave of an underground structure according to the present invention is applied to a legal framework.

This legal frame 1 has a square legal frame body 1a.
(Thickness: 30 mm, width in the depth direction: 150 mm, length of one side: 1 m), a plate-like reaction force member 7 (thickness: 3 m)
m, width 130 mm). In this case, the through hole 1b is formed in the sloping frame main body 1a so that the roots of plants such as bamboo grass vegetated on the slope on which the siding frame 1 is laid are easily stretched. In addition, a reinforcing mesh 1c is provided between the opposing reaction members 7 in order to easily receive the reaction force from the frozen soil layer acting on the unfrozen soil layer around the lawn frame 1 and the weight of the soil. Is desirable. The shape and dimensions of the legal frame are not limited to those described above, and shapes and dimensions according to the state of the slope on which the legal frame is laid can be adopted.

As the material of the method frame 1, any material used in the conventional method frame, such as metals such as iron, stainless steel, and aluminum, concrete, synthetic resin, and wood, can be used.

In this case, the constituent materials of the legal frame main body 1a and the reaction force member 7 are different from each other, for example, the legal frame main body 1a.
Can be made of wood, and the reaction force member 7 can be made of a metal such as an iron plate.

The fixing means between the legal frame main body 1a and the reaction force member 7 can be formed by integral molding, welding, bonding, fixing with bolts, nuts or screws, etc., depending on the material of the legal frame 1. .

Further, a reinforcing rib for reinforcing the reaction force member 7 is provided.
It can also be formed from the reaction force member 7 to the legal frame main body 1a.

When the slope 1 is difficult to shape the slope, for example, when the slope 1 is laid on the soft rock surface 8 and there is a gap between the soft rock surface 8 and the reaction force member 7, a porous foam is formed in the gap. After filling the elastic backing material 9 made of resin or the like, the appropriate soil 3 such as locally generated soil can be filled in the space defined by the legal frame main body 1a.

In this case, the soil 3 is filled above the reaction force member 7 with a uniform thickness.

When the freezing surface is located at a position shallower than the position where the reaction force member 7 is disposed, as described in the principle of prevention of frost heave damage, the law frame 1 is actuated by the reaction force member 7. Lifting of the legal frame 1 can be prevented, and when the frozen surface is at a position deeper than the position where the reaction force member 7 is provided, the legal frame 1 and the reaction force member 7 are lifted together with the surrounding soil 3. Thus, even if the soil 3 is repeatedly subjected to the effects of frost heaving and thawing, the legal frame 1 does not rise, and the legal frame 1 does not jump out of the ground surface 2 and is not damaged.

FIGS. 5 and 6 show examples in which the structure for preventing frost damage of an underground structure according to the present invention is applied to a pile foundation such as a pipeline pile foundation or a building pile foundation.

The pile 10 is not particularly limited, but a reaction force member 7 made of a disk-shaped iron plate or the like is formed on the circumference of the existing steel pipe pile 10 by a screw member via welding or a connecting member. The concrete pile is formed by fixing the reaction force member 7 formed of a disk-shaped iron plate or the like to the reinforcing steel bar by welding or fixing with a screw member via a connecting member.

When the pile 10 is to be buried in the ground, first, a pile hole 12 having a diameter larger than that of the disk-shaped reaction force member 7 formed in the pile 10 is placed at the position where the pile 10 is to be buried. (Fig. 6 (a)).

In this case, if the hole wall of the pile hole 12 is easily broken, a soil retaining member 11 such as a casing or a stand pipe having a predetermined length can be used.

For excavation of the pile hole 12, any excavation method such as a Venoto method, an earth drill method, a reverse circulation drill method, an earth auger method, or the like can be used.

Further, in order to bury the pile 10, if necessary, the above-mentioned excavation method is used to make a pile hole having a depth substantially equal to the diameter of the pile 10, deeper than the position where the reaction force member 7 is to be buried. You can also drill.

The pile 10 in which the disk-shaped reaction member 7 is formed on the circumference in the pile hole 12 is erected using a known pile driving machine or the like, and the reaction member 7 is grounded at the planned burial position ( FIG.
(B)).

The space above the reaction member 7 is backfilled with the backfill material 13 (FIG. 6C). In this case, excavated soil can be reused as the backfill material 13, but in order to reduce the load on the reaction force member 7, it is desirable to use soil that is difficult to freeze up.

Then, the casing or the stand pipe 1
1 is removed to complete the construction (FIG. 6D).

As described in the principle of frost heave damage prevention, the pile 10 can prevent the pile 10 from being lifted by the action of the reaction force member 7, and can be lifted in accordance with the frost heave of the soil 3. It is possible to effectively prevent a large damage to an object.

FIG. 7 shows an example in which the structure for preventing frost heave of an underground structure according to the present invention is applied to a water pipe buried in a vertical direction.

The water pipe 20 is formed by integrally forming a plate-like reaction member 7 below a maximum freezing depth 5 'of the area (normally 30 to 100 cm in Hokkaido).

Since the water pipe 20 has the reaction force member 7 integrally formed below the maximum freezing depth 5 ', as described in the principle of preventing frost heaviness, the water pipe 20 is transferred from the frozen soil layer 4 to the water pipe 20. The acting frost heave force F is balanced by the frost heave reaction force F ′ acting on the water pipe 20 from the unfrozen soil layer 3 via the reaction member 7, and even if the surrounding soil is frost-heavy soil, the water pipe 20 does not have the frost heave force.
Of the main pipe 21 and the water pipe 20 can be effectively prevented from being damaged.

In the above, examples in which the structure for preventing frost heave of underground structures according to the present invention is applied to law frames, foundations of ground structures such as pile foundations of pipelines and pile foundations of buildings, and water pipes have been described. In addition, the structure for preventing frost heave of underground structures of the present invention includes drainage structures such as U-shaped grooves, vertically buried pipes such as gas pipes, manholes, underground storages, and underground buried tanks. It can be widely applied to many types of underground structures constructed in cold regions such as underground structures such as basements of buildings, such as permafrost zones or seasonally frozen zones. Can be prevented from being damaged by frost heave and thawing.

[0069]

According to the present invention, an extremely simple structure in which a plate-like reaction member is provided substantially in parallel with a freezing surface below the underground structure to effectively prevent damage caused by frost heaving of the underground structure. Can be prevented. For this reason, the structure for preventing frost heaving of underground structures is versatile for many types of underground structures, and it is difficult to obtain soil that is difficult to freeze up. It can be said that the underground structure can be easily and inexpensively protected from frost heaving even if the frost heaving soil generated in the above is used, and that it has durability.

The structure for preventing frost heave damage of underground structures according to the present invention can be applied to a law frame constructed in a cold region, a foundation of a ground structure such as a pile foundation of a pipeline or a pile foundation of a building, a water pipe, Many types of underground, such as vertically buried pipes such as gas pipes, drainage structures such as U-shaped grooves, underground structures such as manholes, underground storage, underground tanks, and building basements It can be applied to structures, and can effectively protect various underground structures from frost heaving, including the legal frameworks for which there has been no suitable method for preventing frost heaving.

[Brief description of the drawings]

FIG. 1 is an explanatory diagram of the principle of frost heaving of an underground structure due to thawing and thawing.

FIG. 2 is a diagram illustrating the principle of preventing frost heave damage by the structure for preventing frost heave damage of underground structures according to the present invention.

FIG. 3 is an explanatory view showing an example in which the structure for preventing frost heave of an underground structure according to the present invention is applied to a legal framework.

FIG. 4 is an explanatory diagram of the principle of frost heaving of an underground structure due to frost heaving and thawing of soil.

FIG. 5 is an explanatory diagram of the principle of preventing frost heave by the structure for preventing frost heave of an underground structure according to the present invention.

FIG. 6 is an explanatory view showing an example in which the structure for preventing frost heave of an underground structure according to the present invention is applied to a pile foundation.

FIG. 7 is an explanatory diagram showing an example in which the structure for preventing frost heave of an underground structure according to the present invention is applied to a water pipe.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Law frame (underground structure) 10 Pile foundation 20 Water pipe (underground structure) 2 Ground surface 3 Unfrozen soil layer 4 Frozen soil layer 5 Frozen surface 5 'Maximum freezing depth 6 Cavity 7 Reaction member F Freezing force F '' Frost heave reaction

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[Procedure amendment]

[Submission date] July 6, 1998

[Procedure amendment 1]

[Document name to be amended] Statement

[Correction target item name] Full text

[Correction method] Change

[Correction contents]

[Document Name] Statement

Patent application title: Structure for preventing frost heave of underground structures and construction method

[Claims]

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a foundation for a ground structure such as a pile foundation for a pipeline constructed in a cold region or a pile foundation for a building, and a pipe buried in a vertical direction such as a water pipe or a gas pipe. And underground structures such as manholes, underground storage, underground storage tanks, basements of buildings, and other underground structures (hereinafter simply referred to as "underground structures"). The present invention relates to a structure for preventing frost heaving of an underground structure, which protects the underground structure from melting and subsidence.

[0002]

2. Description of the Related Art Underground structures constructed in cold regions are repeatedly subjected to the effects of frost heaving and melting and subsidence of the soil, so that they are lifted up from the ground surface, come out of the ground, and are damaged by frost heaving such as being damaged. Was often received.

[0003] The principle of frost heaving of an underground structure due to frost heaving and thawing of the soil will be described first with reference to a law frame member 1 (hereinafter simply referred to as a "law frame") shown in FIG.

As shown in FIG. 1 (a), when the temperature of the slab 1 buried underground (unfrozen soil layer 3) decreases, the soil freezes and frost heaves occur. As shown in
As the soil freezes on the side surface of the portion included in the frozen soil layer 4, the soil rises with the frost heave of the soil, and the slab 1 moves through the unfrozen soil layer 3. It is formed.

In FIG. 1 (b), 2 'indicates the position of the ground surface before the soil freezes, 4 indicates the frozen soil layer, and 5 indicates the frozen surface (the boundary between the unfrozen soil layer 3 and the frozen soil layer 4). , Respectively.

By the way, the soil around which the cavity 6 is formed is not frozen at least at this point in time, but the cavity 6 is affected by freezing and thawing, earth pressure and the like with the passage of time.
Changes shape and becomes smaller.

Then, as shown in FIG. 1C, the shape of the cavity 6 changes even if the ground surface 2 returns to its original position due to the rise in temperature and the melting and subsidence of the soil. ,
The legal frame 1 cannot return to its original position, and is left behind in a state of being lifted off the ground surface 2.

Further, the slab 1 is repeatedly subjected to the effects of frost heaving and thawing of the soil, whereby the uplift is accumulated, and as a result, as shown in FIG. Further, since the amount of frost heave differs for each place, the legal frame 1 is deformed and the legal frame 1 is damaged. As a result, the legal framework 1 does not perform its own function,
Overlapping causes such as rainfall may cause the slope to collapse.

By the way, not only the underground structure buried at a relatively shallow position in the ground like the above-mentioned frame 1 but also an underground structure buried to a relatively deep position in the ground, for example, It is known that damage to frost heave also occurs in foundations of above-ground structures such as pipeline pile foundations and building pile foundations, and the principle is described by a pile foundation 10 shown in FIG. ).) Will be described as an example.

As shown in FIG. 4, a pile 1 buried underground
0 means when the temperature drops, the soil freezes, and
As the soil freezes on the side surface of the portion included in the frozen soil layer 4 of the pile 10, the pile 10 causes the frost heave force F (upward force) generated at a certain frozen surface 5 around the pile to pass through the frozen soil layer 4. To receive. The range of the freezing surface 5 that exerts the frost heaving force (the force for lifting the pile 10) on the pile 10 is affected by the deformation ability of the frozen soil layer 4.

On the other hand, as a force against the frost heaving force for lifting the pile 10, the weight W of the pile 10 (own weight) and the ground structure (not shown) supported by the pile 10 is applied to the pile 10.
In addition, a frictional force acts on the non-frozen soil layer 3 around the pile 10.

Then, the balance between the frost heave force for lifting the pile 10 and the force against the frost heave force is lost, and the pile 10
When the frost heave force that tries to lift
The pile 10 is lifted with the frost heaving of the soil, which causes great damage to the above-ground structure.

Conventionally, in order to protect the underground structure from frost heaving and thawing subsidence of the soil, the soil around the underground structure is replaced with soil or material that is difficult to freeze, or the weight of the underground structure is reduced. Enlarge to reduce the lifting due to freezing of the soil, increase the burial depth of the underground structure to increase the peripheral friction, or form a special shape, for example, form a corrugated peripheral surface and move it upward To increase the friction caused by the freezing of the soil by increasing the friction against the movement of the soil, to prevent the freezing of the soil by forming a sliding layer or an insulating layer around the underground structure, or to bury it as a heat pipe pile. Methods have been proposed and implemented to increase the frictional force against the frost heave force by forming a frozen soil layer at the bottom of the pile with cold heat in winter or fixing it to a permafrost layer.

However, these methods cannot completely prevent frost heaving of underground structures, make it difficult to obtain soil and materials that are difficult to frost, are expensive, and can be used underground. There were problems such as restrictions on the types of structures and a decrease in the effect of preventing frost heave damage due to aging.

[0015]

SUMMARY OF THE INVENTION The present invention has been made in view of the above-mentioned problems of the conventional method for preventing frost heaving of underground structures, and can be easily and inexpensively applied to many types of underground structures. An object of the present invention is to provide a durable underground structure frost heave prevention structure and a construction method thereof.

[0016]

In order to achieve the above object, the present invention provides a structure for preventing frost heave of an underground structure, wherein a plate-like reaction member is provided below the underground structure so as to be substantially parallel to the freezing surface. (In the case of a normal homogeneous soil layer, substantially parallel to the ground surface).

As described above, the extremely simple structure in which the plate-like reaction member is provided substantially parallel to the freezing surface below the underground structure can effectively prevent damage due to frost heaving of the underground structure. it can. For this reason, the structure for preventing frost heaving of underground structures is versatile for many types of underground structures, and it is difficult to obtain soil that is difficult to freeze up. It can be said that the underground structure can be easily and inexpensively protected from frost heaving even if the frost heaving soil generated in the above is used, and that it has durability.

In this case, the reaction member can be provided at a position shallower than the maximum freezing depth (reference example) or at a deeper position depending on the type of the underground structure. The installation position can be at the lower end of the underground structure or at an arbitrary position in the middle, and if necessary, a plurality of reaction force members can be provided substantially parallel to the freezing surface.

The maximum freezing depth referred to herein is the maximum freezing depth that can occur within a certain period in a place where an underground structure is constructed, and is the maximum of a layer in which soil frost heaving and thawing and sinking are repeated. Refers to depth.

That is, when the underground structure is installed at a position shallower than the maximum freezing depth, and therefore, when the reaction member is disposed at a position shallower than the maximum freezing depth, the frozen surface is shallower than the reaction member. When the freezing surface reaches a position deeper than the reaction force member, the underground structure and the reaction force member are removed from the surrounding soil when the frozen surface reaches a position deeper than the reaction force member. In addition, lifting the underground structure from the ground surface due to frost heaving can be effectively prevented.

On the other hand, when the underground structure is installed to a position deeper than the maximum freezing depth, and therefore, when the reaction force member can be disposed at a position deeper than the maximum freezing depth, the freezing surface always has the reaction force. Effective prevention of frost heaving of the underground structure by making the shallower position than the position where the member is arranged and completely preventing the underground structure from lifting by the action of the reaction force member Can be.

Further, the structure for preventing frost heave damage of underground structures according to the present invention includes foundations for ground structures such as pile foundations for pipelines and pile foundations for buildings constructed in cold regions, water pipes, gas pipes and the like. It can be applied to many types of underground structures, such as vertically buried pipes, manholes, underground storage, underground tanks, underground structures such as building basements, etc. Various underground structures can be effectively protected from frost heaving, including the legal framework without a method for preventing frost heaving.

In this case, for a pile such as a pile foundation of a pipeline or a pile foundation of a building, a pile hole larger than a plane shape of the reaction member is excavated to a position where the reaction member is to be buried. After the pile having the reaction member on the side surface is built therein, the pile can be constructed by backfilling the space above the reaction member.

Next, the principle of prevention of frost heave damage by the structure for preventing frost heave damage of underground structures will be described with reference to a legal frame 1 shown in FIG. 2 (reference example).
Will be described.

As shown in FIG. 2A, the slab 1 is buried almost vertically in the ground (unfrozen soil layer 3).
The plate-shaped reaction force member 7 is fixed so as to be substantially parallel to the ground surface 2, that is, to be substantially parallel to a frozen surface 5 described later.

As the temperature decreases, the soil begins to freeze from the ground surface 2 toward the depth. Surface conditions, weather conditions,
Assuming that soil conditions, groundwater conditions, and the like are uniform, the freezing range of soil generally expands substantially parallel to the ground surface.

Here, the frozen portion is the frozen soil layer 4, the unfrozen portion is the unfrozen soil layer 3, the boundary between them is the frozen surface 5, and
The position of the ground surface before the soil freezes is defined as 2 '.

The frost heave occurs when the ice lens grows while absorbing water from the unfrozen soil layer 3 in a negative temperature region very near the freezing surface 5, and the force that restrains the expansion of the water accompanying the growth of the ice lens is increased. If it acts, a frost heaving force is generated on the ice lens growth surface near the freezing surface 5. In general, soil is repeatedly frozen and thawed within a certain period.

When the soil freezes and freezes, the freezing surface 5
2 is above the upper surface of the reaction force member 7 of the legal frame 1, FIG.
As shown in (b), the soil freezes on the side surface of the portion included in the frozen soil layer 4 of the lawn frame 1, so that the lawn frame 1 has a frost heave force F generated on a certain range of the frozen surface 5 around the lawn frame. (Upward force)
Through the frozen soil layer 4. The range of the frozen surface 5 on which the frost heave force acts on the sill frame 1 is affected by the deformability of the frozen soil layer 4. On the other hand, the reaction force member 7 causes the frost heave reaction force F ′ (the frost heave force F per unit area and the frost heave reaction force F ′ to be the same magnitude) from the frozen surface 5 through the unfrozen soil layer 3 around the legal frame 1. ) And the weight of the frozen soil layer 4 and the unfrozen soil layer 3 on the reaction member 7. The frost heave reaction force F ′ is transmitted to the legal frame 1 via the reaction force member 7.

As a result, the frost heave force F acting on the lawn frame 1 from the frozen soil layer 4 is equal to the frost heave reaction force F ′ acting on the lawn frame 1 from the unfrozen soil layer 3 via the reaction member 7 and the inside of the lawn frame 1. As a result, the legal frame 1 does not freeze up and does not move in the unfrozen soil layer 3, so that no cavity is formed below the reaction force member 7.

In the above description, the general case where the frozen soil layer 4 freezes on the legal frame 1 has been described. However, if the legal frame 1 and the frozen soil layer 4 are insulated or sufficiently smooth and the frost adhesion resistance can be ignored. ,
The magnitude of the frost heave force F becomes equal to the own weight of the frozen soil layer 4. In this case, the reaction force received by the reaction force member 7 is only the own weight of the frozen soil layer 4 thereon (the frost heave reaction force F ′) and the own weight of the unfrozen soil layer 3,
The unfrozen soil layer 3 below the reaction member 7 supports this.
The external force acting on the legal frame 1 is not different from the state before freezing started. At this time, although the soil around the legal frame 1 freezes up, the legal frame 1 does not rise due to frost heave, and the reaction member 7
No cavity is formed underneath.

Next, the case where the freezing surface 5 is located on the side of the reaction force member 7 will be considered.

If the reaction member 7 is formed of a member having a considerable thickness, it takes time for the freezing surface 5 traveling substantially parallel to the ground surface 2 to pass through the thickness of the reaction member 7. ,
In the meantime, according to the principle of freezing and freezing shown in FIG. 1, the legal frame 1 froze and a cavity is formed under the reaction force member 7, and as a result, the legal frame 1 rises from the ground surface.

However, if at least the thickness of the outer end portion of the reaction force member 7 is negligible, the time required for the frozen surface 5 to pass through the thickness of the reaction force member 7 is extremely short. In the meantime, no problematic cavity is formed below the reaction member 7 due to freezing and freezing.

When the temperature drops further and the soil freezes, and the freezing surface 5 reaches a position deeper than the position where the reaction member 7 is disposed, as shown in FIG. ,
The legal frame 1 and the reaction member 7 are integrated with the frozen soil layer 4, and the whole frozen soil layer 4 is lifted as the soil under the frozen soil layer 4 freezes. At this time, the law frame 1 does not form a cavity in the unfrozen soil layer 3.

By the way, when the temperature rises from the state of FIG. 2B or FIG. 2C and the soil melts and sinks, the ground surface 2 returns to the original position. As shown, the normal frame 1 also returns to the original position (the same position as in FIG. 2A). For this reason, even if repeatedly subjected to the action of frost heaving and thawing of the soil, no cavity is formed in the unfrozen soil layer 3,
The legal frame 1 does not float up and does not jump out of the ground surface 2 or break.

In this case, as is clear from the principle of preventing frost heave damage, the plate-like reaction member provided under the underground structure has a reaction force corresponding to the frost heave force applied to the underground structure. The area must be large enough to receive. Further, the strength of the underground structure and the reaction member and the fixing strength of the underground structure and the reaction member need to be strong enough to withstand the frost heave force received from the frozen soil layer.

Next, the principle of the prevention of frost heave by the structure for preventing frost heave of underground structures according to the present invention will be described with reference to a pile 10 shown in FIG. 5 as an example. The principle of freezing of soil is the same as in the above example.

As shown in FIG. 5, the pile 10 is buried almost vertically in the ground, and at an intermediate position, for example, a disk-shaped reaction force member 7 is substantially parallel to the ground surface 2, that is, ,
It is fixed so as to be substantially parallel to a freezing surface 5 described later.

As the temperature drops, the soil begins to freeze from the ground surface 2 toward the depth.

When the temperature drops, the soil freezes, and frost heaves, the pile 10 buried in the ground can be used as the frozen soil layer 4 of the pile 10.
Soil freezes on the side of the part included in
0 is the frost heave force F generated at a certain freezing surface 5 around the pile
(Upward force) is received via the frozen soil layer 4.
The range of the freezing surface 5 that exerts the frost heaving force (the force for lifting the pile 10) on the pile 10 is affected by the deformation ability of the frozen soil layer 4.

On the other hand, as a force against the frost heave force for lifting the pile 10, the pile 10 (own weight) and the weight W of the ground structure (not shown) supported by the pile 10 are provided.
And the frictional force with the frozen soil layer 3 around the pile 10 acts,
Further, the reaction force member 7 is moved from the frozen surface 5 through the unfrozen soil layer 3 around the pile 10 to the frost heave reaction force F '(the frost heave force F per unit area and the frost heave reaction force F' are forces of the same magnitude). And reaction force member 7
Since the upper frozen soil layer 4 and the unfrozen soil layer 3 receive their own weight, the frost heave reaction force F ′ acts on the pile 10 as a force against the frost heave force that attempts to lift the pile 10 via the reaction force member 7. Will do.

As a result, the frost heave force F acting on the pile 10 from the frozen soil layer 4 is transferred from the unfrozen soil layer 3 to the pile 1
The balance between the frost heave reaction force F ′ acting on zero and the inside of the stake 10 prevents the stake 10 from frost heaving. That is, the reaction force member 7
Is disposed at a position deeper than the maximum freezing depth, the lifting of the pile 10 can be completely prevented by the above principle.

The size of the reaction force member 7 fixed at an intermediate position of the pile 10 is preferably within the range of the freezing surface 5 (this area) where a frost heave force (a force for lifting the pile 10) acts on the pile. The range varies depending on the deformation capacity of the frozen soil layer 4.)
Set the size to cover.

[0045]

BEST MODE FOR CARRYING OUT THE INVENTION Hereinafter, an embodiment of the invention of a structure for preventing frost heaving of underground structures according to the present invention will be described based on examples.

FIGS. 2 and 3 show a reference example in which the structure for preventing frost heave of underground structures is applied to a legal framework.

This legal frame 1 has a square legal frame body 1a.
(Thickness: 30 mm, width in the depth direction: 150 mm, length of one side: 1 m), a plate-like reaction force member 7 (thickness: 3 m)
m, width 130 mm). In this case, the through hole 1b is formed in the slope frame main body 1a so that the roots of plants such as bamboo grass vegetated on the slope on which the slope 1 is laid are easily stretched. In addition, a reinforcing mesh 1c is provided between the opposing reaction members 7 in order to easily receive the reaction force from the frozen soil layer acting on the unfrozen soil layer around the lawn frame 1 and the weight of the soil. Is desirable. The shape and dimensions of the legal frame are not limited to those described above, and shapes and dimensions according to the state of the slope on which the legal frame is laid can be adopted.

As the material of the method frame 1, any material used in the conventional method frame, such as metals such as iron, stainless steel, and aluminum, concrete, synthetic resin, and wood, can be used.

In this case, the constituent materials of the legal frame main body 1a and the reaction force member 7 are different from each other, for example, the legal frame main body 1a.
Can be made of wood, and the reaction force member 7 can be made of a metal such as an iron plate.

The fixing means between the legal frame main body 1a and the reaction force member 7 can be formed by integral molding, welding, bonding, fixing with bolts, nuts or screws, etc., depending on the material of the legal frame 1. .

Further, a reinforcing rib for reinforcing the reaction force member 7 is provided.
It can also be formed from the reaction force member 7 to the legal frame main body 1a.

When the slope 1 is difficult to shape the slope, for example, when the slope 1 is laid on the soft rock surface 8 and there is a gap between the soft rock surface 8 and the reaction force member 7, a porous foam is formed in the gap. After filling the elastic backing material 9 made of resin or the like, the appropriate soil 3 such as locally generated soil can be filled in the space defined by the legal frame main body 1a.

In this case, the soil 3 is filled above the reaction force member 7 with a uniform thickness.

When the freezing surface is located at a position shallower than the position where the reaction force member 7 is disposed, as described in the principle of prevention of frost heave damage, the law frame 1 is actuated by the reaction force member 7. Lifting of the legal frame 1 can be prevented, and when the frozen surface is at a position deeper than the position where the reaction force member 7 is provided, the legal frame 1 and the reaction force member 7 are lifted together with the surrounding soil 3. Thus, even if the soil 3 is repeatedly subjected to the effects of frost heaving and thawing, the legal frame 1 does not rise, and the legal frame 1 does not jump out of the ground surface 2 and is not damaged.

FIGS. 5 and 6 show examples in which the structure for preventing frost damage of an underground structure according to the present invention is applied to a pile foundation such as a pipeline pile foundation or a building pile foundation.

The pile 10 is not particularly limited, but a reaction force member 7 made of a disk-shaped iron plate or the like is formed on the circumference of the existing steel pipe pile 10 by a screw member via welding or a connecting member. The concrete pile is formed by fixing the reaction force member 7 formed of a disk-shaped iron plate or the like to the reinforcing steel bar by welding or fixing with a screw member via a connecting member.

When the pile 10 is to be buried in the ground, first, a pile hole 12 having a diameter larger than that of the disk-shaped reaction force member 7 formed in the pile 10 is placed at the position where the pile 10 is to be buried. (Fig. 6 (a)).

In this case, if the hole wall of the pile hole 12 is easily broken, a soil retaining member 11 such as a casing or a stand pipe having a predetermined length can be used.

For excavation of the pile hole 12, any excavation method such as a Venoto method, an earth drill method, a reverse circulation drill method, an earth auger method, or the like can be used.

Further, in order to bury the pile 10, if necessary, the above-mentioned excavation method is used to make a pile hole having a depth substantially equal to the diameter of the pile 10, deeper than the position where the reaction force member 7 is to be buried. You can also drill.

The pile 10 in which the disk-shaped reaction member 7 is formed on the circumference in the pile hole 12 is erected using a known pile driving machine or the like, and the reaction member 7 is grounded at the planned burial position ( FIG.
(B)).

The space above the reaction member 7 is backfilled with the backfill material 13 (FIG. 6C). In this case, excavated soil can be reused as the backfill material 13, but in order to reduce the load on the reaction force member 7, it is desirable to use soil that is difficult to freeze up.

Then, the casing or the stand pipe 1
1 is removed to complete the construction (FIG. 6D).

As described in the principle of frost heave damage prevention, the pile 10 can prevent the pile 10 from being lifted by the action of the reaction force member 7, and can be lifted in accordance with the frost heave of the soil 3. It is possible to effectively prevent a large damage to an object.

FIG. 7 shows an example in which the structure for preventing frost heave of an underground structure according to the present invention is applied to a water pipe buried in a vertical direction.

The water pipe 20 is formed by integrally forming a plate-like reaction member 7 below a maximum freezing depth 5 'of the area (normally 30 to 100 cm in Hokkaido).

Since the water pipe 20 has the reaction force member 7 integrally formed below the maximum freezing depth 5 ', as described in the principle of preventing frost heaviness, the water pipe 20 is transferred from the frozen soil layer 4 to the water pipe 20. The acting frost heave force F is balanced by the frost heave reaction force F ′ acting on the water pipe 20 from the unfrozen soil layer 3 via the reaction member 7, and even if the surrounding soil is frost-heavy soil, the water pipe 20 does not have the frost heave force.
Of the main pipe 21 and the water pipe 20 can be effectively prevented from being damaged.

As described above, the examples in which the structure for preventing frost heave of underground structures according to the present invention is applied to foundations of ground structures such as pile foundations of pipelines and pile foundations of buildings and water pipes have been described. In addition, underground structures such as gas pipes, vertically buried pipes, manholes, underground storage, underground storage tanks, underground structures such as basements of buildings, etc. Can be widely applied to underground structures constructed in cold regions such as permafrost regions or seasonally frozen regions.
Damage due to melting and subsidence can be prevented beforehand.

[0069]

According to the present invention, an extremely simple structure in which a plate-like reaction member is provided substantially in parallel with a freezing surface below the underground structure to effectively prevent damage caused by frost heaving of the underground structure. Can be prevented. For this reason, the structure for preventing frost heaving of underground structures is versatile for many types of underground structures, and it is difficult to obtain soil that is difficult to freeze up. It can be said that the underground structure can be easily and inexpensively protected from frost heaving even if the frost heaving soil generated in the above is used, and that it has durability.

The structure for preventing frost heaviness of underground structures according to the present invention includes foundations for ground structures such as pile foundations for pipelines and pile foundations for buildings constructed in cold regions, water pipes,
Applicable to many types of underground structures, such as vertically buried pipes such as gas pipes, manholes, underground storage, underground tanks, underground structures such as building basements, Various underground structures can be effectively protected from frost heaving, including the legal frameworks for which there has been no suitable method for preventing frost heaving.

[Brief description of the drawings]

FIG. 1 is an explanatory diagram of the principle of frost heaving of an underground structure due to thawing and thawing.

FIG. 2 is an explanatory diagram of the principle of preventing frost heave damage by the structure for preventing frost heave damage of underground structures.

FIG. 3 is an explanatory view showing a reference example in which a structure for preventing frost heaving of an underground structure is applied to a legal framework.

FIG. 4 is an explanatory diagram of the principle of frost heaving of an underground structure due to frost heaving and thawing of soil.

FIG. 5 is an explanatory diagram of the principle of frost heave prevention by the frost heave prevention structure for underground structures.

FIG. 6 is an explanatory view showing an embodiment in which the structure for preventing frost heave of an underground structure according to the present invention is applied to a pile foundation.

FIG. 7 is an explanatory view showing an embodiment in which the structure for preventing frost heave of an underground structure according to the present invention is applied to a water pipe.

[Description of Signs] 1 Legal framework (underground structure) 10 Pile foundation 20 Water pipe (underground structure) 2 Ground surface 3 Unfrozen soil layer 4 Frozen soil layer 5 Freezing surface 5 'Maximum freezing depth 6 Cavity 7 Reaction force Material F Frost heave force F 'Frost heave reaction force

 ────────────────────────────────────────────────── ─── Continuing on the front page (72) Inventor Akira Otobe 4-3-55 Denboku Konohana-ku, Osaka-shi, Osaka Konoike-gumi Co., Ltd.

Claims (11)

[Claims] 1. A structure for preventing frost heaving of an underground structure, wherein a plate-like reaction member is provided below the underground structure substantially parallel to a freezing surface. 2. The structure according to claim 1, wherein the reaction member is provided at a position shallower than a maximum freezing depth. 3. The structure according to claim 1, wherein the reaction member is provided at a position deeper than a maximum freezing depth. 4. The frost heave prevention structure for an underground structure according to claim 1, wherein the underground structure is a legal framework. 5. The structure according to claim 1, 2 or 3, wherein the underground structure is a foundation for supporting an underground structure. 6. The structure according to claim 5, wherein the foundation comprises a steel pipe pile having a reaction member on a side surface. 7. The structure according to claim 5, wherein the foundation comprises a concrete pile having a reaction member on a side surface. 8. The structure for preventing frost heave of an underground structure according to claim 1, wherein the underground structure is a pipe buried in a vertical direction. 9. The structure for preventing frost heave of an underground structure according to claim 1, wherein the underground structure is a drainage channel structure. 10. The structure for preventing frost heave of an underground structure according to claim 1, wherein the underground structure is an underground structure. 11. A pile hole larger than the plane shape of the reaction member is excavated to a position where the reaction member is to be buried, and a pile having a reaction member on its side is erected in the pile hole. 8. The construction method according to claim 6, wherein the space above the force member is backfilled.