JP2007032003A - Wall structure and method of constructing the same - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a wall structure which has a seismically strengthening function of decreasing an earthquake force by exerting a resistance to the earthquake force, without increasing construction costs, and is available when the wall structure is newly constructed but also when an existing wall structure is renovated by executing construction work, and to provide a method of constructing the wall structure. <P>SOLUTION: The wall structure is formed of: a gravity-type wall body 52; solidified earth 58 successively deposited in a construction area E located on a rear side of the wall body from a bottom of the construction area upward in multiple layers each having a predetermined height; and a plurality of planar reinforcing members 32 which are almost horizontally arranged on each layer of the solidified earth like a plane at the predetermined height interval. Herein an end of each of the planar reinforcing members is connected to the rear side 35 of the wall body. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a wall structure such as a quay structure, for example, and a method for forming the same, in which a gravitational wall is used.

  As a conventional wall structure, for example, there is a quay structure provided along a coastline so that a ship can be moored. As such a quay wall structure, a wall body is provided along the coastline. As this wall body, for example, a caisson 50 shown in FIG. 10 or an L having a height equivalent to the caisson 50 is not shown. There are wall bodies such as mold blocks or block products formed by stacking a plurality of rectangular parallelepiped blocks.

  Walls such as the caisson 50 used in the quay structure, when a large earthquake occurs and an external force is applied, cause a slippage (horizontal movement), a fall, etc., and the horizontal force applied when these occur. Non-Patent Document 1, for example, describes the wall body specifications and structural members against seismic force (inertial force, dead weight of the wall body x design seismic intensity), and the wall body supporting force of the ground that supports the wall body under the wall body. The design method has been proposed.

  For example, the quay structure has a seismic force A that acts horizontally on the back side of the wall of the caisson 50 or the like (land side opposite to the sea) toward the sea S side through earth and sand during earthquakes. In particular, the design problem is to prevent the caisson 50 from slipping out and to secure the wall body supporting force of the ground that supports the wall body under the wall body.

  As a measure for preventing the sliding of the wall body, the frictional resistance B (see FIG. 10) between the bottom surface of the wall body and the foundation member of the ground supporting the wall body is increased, or the horizontal action acting on the back side of the wall body. The measures such as reducing the power are taken.

  In order to increase the frictional resistance B, as shown in FIG. 10, the width W of the caisson 50 is increased to increase the ground contact area with the ground rubble 54 that supports the caisson 50 (described later). a.) Instead of increasing the width W of the caisson 50 in this way, as shown in FIG. 11, a frictional resistance is generated between the bottom surface of the caisson 52 having a width W smaller than the caisson 50 and the ground rubble 54. A method of attaching a mat 56 for increasing B (described later) is proposed (see Patent Document 1).

  Moreover, in order to reduce the horizontal force which acts on the back side of a wall, as shown in FIG. 12, it is light and strong that a light mixing process soil solidifies on the back side (right side in the figure) of the caisson 52. There is a method of reducing the earth pressure acting on the back side of the caisson 52 by embedding the solidified soil 58 or the like (c. Described later) (see Non-Patent Document 2).

  Moreover, the following methods are taken as countermeasures for securing the wall body supporting force of the ground supporting the wall body under the wall body.

  As shown in FIG. 14, forces such as the vertical load F1 and the horizontal load F2 act on the caisson 52, and the resultant force F3 of these forces is an eccentric inclined load that is normally eccentric and inclined. . In the event of an earthquake, the horizontal seismic force is added to the horizontal load F2, thereby increasing the resultant force F3 that is the eccentric inclination load.

  For this reason, as shown in FIG. 13, in order to prevent the caisson 52 from tilting or falling when the wall supporting force of the ground supporting the wall is not secured under the bottom surface of the caisson 52, Under the foundation rubble 54, a ground reinforcing material 60 or the like by a sand compaction pile (SCP) method or the like is embedded to reinforce the ground wall supporting force (d. Described later), or as shown in FIG. In addition, by embedding light and strong solidified soil 58 or the like on the back side of the caisson 52, the earth pressure acting on the back side of the caisson 52 can be reduced, and a wall supporting force can be secured (described later). c.) etc. are taken.

"Technical Standards and Explanations for Harbor Facilities" Japan Port Association, issued in 1999 "Lightweight Mixed Earth Processing Method Technical Manual" Coastal Development Technology Research Center, April 1999 "Asphalt mat construction method" in Japanese Patent No. 3086947

However, the conventional wall structure has the following problems.
a. In order to increase the frictional resistance B between the bottom surface of the wall body and the foundation member of the ground that supports the wall body as a countermeasure for preventing the sliding of the wall body such as caisson used in the wall structure, FIG. Thus, if the method of widening the width W of the caisson 50 is taken, the horizontal cross section of the caisson 50 becomes large, so that the construction cost such as the production cost and installation cost increases.

  Moreover, if the method of widening the width W of the caisson 50 is taken, the laying range of the ground foundation rubble 54 and the laying range when the ground reinforcing material 60 and the like are buried below it increase, and the construction cost is further increased. There was a problem of increasing.

  Also, when renovating an existing wall body so as to increase its width W, the horizontal section must be enlarged so that the front side of the wall body (opposite to the back side, left side in the figure) protrudes. In the case of a quay structure, there is a problem that the coastline moves so as to protrude offshore.

  b. In order to increase the frictional resistance between the bottom surface of the wall body and the foundation member of the ground that supports the wall body as a measure for preventing the wall body from sliding out, as shown in FIG. If a mat 56 that increases the frictional resistance is attached between the base and the rubble 54, such a mat 56 can be attached only when a caisson 52 is newly manufactured. There was a problem that the mat 56 could not be attached to the rubble 54.

  c. Further, as a measure for preventing the wall body from slipping out, as a method of reducing the horizontal force acting on the wall body, as shown in FIG. If the method of reducing the earth pressure acting on the back side of 52 is used, it will lead to the reduction of the total horizontal force, but the effect of active seismic reinforcement that reduces the earthquake force by resisting the seismic force is obtained. Therefore, when the seismic force is large, there is a problem that the effect of suppressing the sliding of the wall cannot be expected.

  d. Further, as a measure for securing the wall body supporting force of the ground that supports the wall body under the wall body, as shown in FIG. When the method for strengthening the body supporting force is adopted, the ground improvement structure 60 can be formed only when the caisson 52 is newly manufactured. Therefore, the ground reinforcement under the existing caisson 52 cannot be applied by this method. There was a problem.

  Therefore, in view of the above problems, the present invention has a seismic reinforcement function capable of reducing the seismic force by demonstrating the resistance to seismic force without increasing the construction cost, and a new wall structure. It is an object of the present invention to provide a wall structure and a method for forming the wall structure that can be implemented not only in the case of construction but also in the case of renovating an existing wall structure by adding construction.

In order to solve the above problems, the wall structure according to the present invention is:
A gravitational wall,
Solidified soil sequentially deposited at a predetermined height from below to the construction area constructed on the back side of the wall,
A plurality of planar reinforcing materials arranged in a plane in a substantially horizontal direction at intervals of the predetermined height in the solidified soil,
Each end portion of the plurality of planar reinforcing members is connected to the back side of the wall body.

The wall structure according to the present invention is
The wall body is used in a quay structure provided along a coastline.

The wall structure according to the present invention is
The solidified soil is mixed with dredged soil or excavated soil and solidified material such as cement, lime, magnesium oxide, or gypsum and has a property of having viscosity before solidifying and solidifying over time. It is characterized by having.

The wall structure according to the present invention is
The planar reinforcing material is flexible and formed into a planar shape having a mesh or a sheet shape having no mesh.

The wall structure according to the present invention is
The planar reinforcing material is made of a polymer resin material having good corrosion resistance against an alkali component contained in the solidified soil.

The wall structure according to the present invention is
The depth of the seabed can be increased by excavating the seabed on the shore side of the wall body.

Moreover, in order to solve the said subject, the formation method of the wall structure by this invention is the following.
Providing a gravitational wall,
Excavating a construction area to be constructed on the back side of the wall, and
A step of sequentially depositing the solidified soil in a predetermined height from the bottom to the top in the construction area;
By alternately repeating the step of sequentially depositing the solidified soil by a predetermined height, a planar reinforcing material is sequentially disposed on the sequentially deposited solidified soil, and each end of the planar reinforcing material is And sequentially connecting to the back side of the wall.

The method for forming a wall structure according to the present invention includes:
The wall body is used in a quay structure provided along a coastline.

Moreover, in order to solve the said subject, the formation method of the wall structure by this invention is the following.
Excavating a construction area to be constructed on the back side of an existing gravitational wall; and
A step of sequentially depositing the solidified soil in a predetermined height from the bottom to the top in the construction area;
By alternately repeating the step of sequentially depositing the solidified soil by a predetermined height, a planar reinforcing material is sequentially disposed on the sequentially deposited solidified soil, and each end of the planar reinforcing material is And sequentially connecting to the back side of the wall.

The method for forming a wall structure according to the present invention includes:
The wall body is used in a quay structure provided along a coastline.

  According to such a wall structure and a method for forming the same according to the present invention, it has a seismic reinforcement function capable of reducing the seismic force by exerting a resistance force against the seismic force without increasing the construction cost, and is novel. This can be implemented not only when building a wall structure, but also when renovating an existing wall structure by adding construction.

Hereinafter, the best mode for carrying out a wall structure and a method for forming the same according to the present invention will be specifically described with reference to the drawings.
1 to 9 are views referred to for explaining an embodiment of a wall structure and a method for forming the wall structure according to the present invention. The same parts as in the prior art will be described with the same reference numerals as in the prior art.

FIG. 1 is a cross-sectional view showing a state where a renovation work is applied to an existing quay structure (corresponding to a wall structure) to form a quay structure according to an embodiment of the present invention.
As shown in the figure, the quay wall structure according to the present embodiment has a construction area E having a depth on the land side (back side, right side in the figure) of an existing gravity caisson (wall body) 52. In this construction area E, the solidified soil 58 is placed, and the solidified soil 58 is sequentially deposited from the lower side to the upper side by a predetermined height.

  Further, in the solidified soil 58, a plurality of planar reinforcing members 32 arranged in a plane in a substantially horizontal direction are sandwiched at intervals of the predetermined height when they are sequentially deposited. Yes. And each edge part of the sea side of this some planar reinforcement 32 is connected with the anchor member 35 integrally provided in the back side of the caisson 52. As shown in FIG. The anchor member 35 can be integrally provided on the back side of the caisson 52, for example, by using a connecting member such as an anchor bolt and a nut whose one end is driven and fixed in the concrete.

  The caisson 52 is placed on the foundation rubble 54. A ground improvement structure 60 by the SCP method or the like is embedded under the foundation rubble 54. A backside stone 37 is buried below the front half (left side in the figure) half of the solidified soil 58. A back buried soil 40 is embedded below the solidified soil 58 (on the right side in the figure) and below the rear side (right side in the figure) half. Inside the caisson 52, the filling sand 42 is filled. On the caisson 52 and the solidified soil 58, earth and sand that has been dug out from the construction area E and backfilled with the original earth and sand that has been accumulated is disposed.

The solidified soil 58 of the quay structure in FIG. 1 is made of dredged or excavated soft dredged soil or excavated sediment whose water content exceeds the liquid limit, and cement, lime, magnesium oxide, or gypsum. The mixed treated soil produced by mixing solidifying materials such as those solidified over time. The produced mixed treated soil can be solidified even in the sea, and by solidifying, the strength can be improved to about 100 to 400 kN / m ² in terms of uniaxial compressive strength.

  In order to facilitate the work of depositing the mixed treated soil 58a, which will be described later, admixtures and additives such as a fluidizing agent, a flocculant, and a separation inhibitor such as a polymer are mixed as necessary. Thus, the mixed treated soil before solidifying into the solidified treated soil 58 may be fluidized so as to have fluidity.

  As dredged soil or excavated soil used for such mixed treated soil, before or at the same time as forming the quayside structure according to the present embodiment, dredging the seabed in the harbor or the construction area E The dredged soil or excavated sediment generated during excavation can be used.

  The planar reinforcing material 32 is made of a polymer resin material having good corrosion resistance against alkali components such as cement contained in the mixed treated soil and having flexibility (softness). Since it is formed in a planar shape having a mesh as shown, the mixed treated soil is connected to each other through the mesh when embedded in the mixed treated soil. Are integrally connected to the solidified soil 58 that has solidified.

  As shown in FIG. 2, the end portion 32 a in the length direction of the planar reinforcing member 32 is connected to the anchor member 35 via a bar member 34 and a connecting member 36. That is, the end portion 32 a of the planar reinforcing member 32 is wound around the bar member 34 extending in the direction perpendicular to the length direction of the planar reinforcing member 32 and is locked to the connecting member 36.

  The length of the bar member 34 is longer than the width of the planar reinforcing material 32 by the length of the both end portions 34 a and 34 b, and the end 32 a of the planar reinforcing material 32 is the length of the bar member 34. It is wound around the central portion 34c and fixed.

  The connecting member 36 has a shape obtained by bending a square bar member having a square cross section into a substantially “U” shape, and the length corresponding to the horizontal line of the “U” shape is the length of the bar member 34. The length of the portion slightly larger than the diameter and corresponding to the vertical line of the “U” is, for example, about twice the diameter of the bar member 34 and sufficiently longer than the portion corresponding to the horizontal line.

  The connecting member 36 has both the upper and lower sides of the “U” so that the portion corresponding to the vertical line of the “U” of the shape is parallel to the length direction of the anchor member 35. The tip of the horizontal line is fixed to the surface of the anchor member 35 facing the land side (the back side of the caisson 52) by welding or the like. The connecting member 36 is not necessarily limited to a square bar member having a square cross section, and a bar member having various cross sections such as a round bar or a polygon may be bent into a “U” shape.

  Both end portions 34a and 34b of the bar member 34 in which the end portion 32a of the planar reinforcing member 32 is fixed to the central portion 34c of the length are formed between the anchor member 35 and the "U" -shaped connecting member 36. It is engaged so that it can move in the up-down direction (length direction of the rectangle) in the rectangular space between them.

  After the mixed treated soil accumulated in the construction area E on the land side of the caisson 52 is solidified to become the solidified treated soil 58, the bar member 34 is a rectangular space between the anchor member 35 and the connecting member 36. It does not move up and down. Further, since the distance between the anchor member 35 and the portion corresponding to the vertical line of the “U” shape of the connecting member 36 is only slightly larger than the diameter of the bar member 34, the anchor member The tensile force in the length direction of the planar reinforcing material 32 is effectively transmitted between the surface reinforcing material 32 and the planar reinforcing material 32.

  Accordingly, even when a seismic force is applied to the caisson 52 of the quay structure from the back side in the horizontal direction, a plurality of integrated and sandwiched between the solidified soils 58 of each layer sequentially deposited by a predetermined height. Since the horizontal tensile force of the planar reinforcing material 32 acts on the anchor member 35, the anchor member 35 and the solidified soil 58 can be integrated via the planar reinforcing material 32, and the anchor member 35 is solidified. A strong resistance can be exerted against the force to be removed from the soil 58. For this reason, even when an earthquake force acts on the back side of the caisson 52, the caisson 52 can be prevented from detaching from the solidified soil 58 and starting to slide.

A method for forming a quay structure according to the present embodiment will be described below.
First, as shown in FIG. 3, a construction area E surrounded by a rectangular shape is set on the ground L on the back side (opposite the sea S) of the caisson 52 of the existing quay structure as viewed from above. Three sides of the construction area E are formed by the ground L, and the other side is formed by the back surface of the caisson 52. Such a construction area E is configured such that the plurality of construction areas E are individually divided and set in a line along a row of a plurality of caissons 52 provided side by side along the coastline.

  Next, as shown in FIG. 4 and FIG. 5, a steel sheet pile 23 or the like is used on each side of the three sides other than the caisson 52 of the rectangular peripheral portion of the construction area E set as described above. An anti-earth pressure structure 24 is provided. Then, an excavation machine 27 is used to excavate the construction region E surrounded by the three sides of the anti-earthquake structure 24 and the one side caisson 52 as shown in FIG. Since it is near the sea S, seawater accumulates in the excavated construction area E.

  Next, as shown in FIG. 6, the anchor member 35 provided with the connecting member 36 in advance is placed in the construction area E by the crane 33 or the like, and the diver M works underwater, so that the caisson 52 The anchor member 35 is fixed to the back surface.

  Here, the predetermined interval in the vertical direction of the connecting members 36 adjacent to each other in the height direction of the anchor member 35 shown in FIG. 2 is the same as the predetermined height of each layer of the mixed processing soil deposited later. Is set. And the connection member 36 connected with the planar reinforcing material 32 arrange | positioned on the upper surface of the back lining stone 37 of the lowest position in the construction area E is the upper surface of the lining stone 37 when the anchor member 35 is fixed. The anchor member 35 is provided at substantially the lowest position so as to substantially coincide with the position.

  Next, as shown in FIG. 7, the planar reinforcing member 32, whose end portion 32 a is wound around and fixed to the rod member 34 in advance, is lowered by a crane 33 or the like while being wound in a reel shape. Then, while moving the crane car, the surface reinforcing material 32 wound up in the reel shape is unwound from the reel, so that the surface is placed on the upper surface of the bottom stone 37 in the construction area E. The reinforcing material 32 is laid down. Then, the both end portions 34 a and 34 b of the rod member 34 are engaged with the corresponding connecting members 36 provided at the lowermost end portion of the anchor member 35.

  Then, as shown in FIG. 7, the mixed soil 58 a is applied to the construction area up to a predetermined height corresponding to one layer of the planar reinforcing material 32 to be disposed next by the ground soil supply device 29 suspended by the crane 33 or the like. Deposit in E. The planar reinforcing material 32 that is initially laid down below this mixed processing soil 58a can be buried.

  As shown in FIG. 7, the mixed treated soil 58 a is deposited through the supply pipe 47 connected to the treated soil supply device 29, and the mixed treated soil 58 a is applied from the treated soil supply ship 45 by a pump or air. It can be performed by an injection method such as pressure feeding to the region E or a method of throwing the mixed treated soil 58a into the construction region E using a belt conveyor or a bucket (not shown).

  After depositing the mixed treated soil 58a to a predetermined height for one layer, the planar reinforcing member 32 having its end portion 28a fixed to the bar member 34 is provided in the same manner as when the planar reinforcing member 32 is initially arranged. While laying on the present lightweight mixed processing soil 58a, both ends 34a, 34b of the bar member 34 are engaged with corresponding connecting members 36 provided on the anchor member 35, respectively.

  At this time, since the planar reinforcing member 32 has flexibility (flexibility), even if there is some undulation on the upper surface of the mixed soil 58a, it is deformed along the undulation by its own weight. The planar reinforcing material 32 can be disposed in close contact with the mixed treated soil 58a.

  Further, both end portions 34a and 34b of the rod member 34 to which the end portion 32a of the planar reinforcing member 32 is fixed are formed between the anchor member 35 and the "U" shape of the connecting member 36. Since the rectangular space is engaged so that it can move in the vertical direction, even if the deposition height of the mixed treated soil 58a slightly changes from the predetermined value, this causes the planar reinforcing material 32 to be anchor member. When connecting to 35, there will be no hindrance.

  As shown in FIG. 8, such an operation is repeated until the planar reinforcing material 32 is embedded in a plurality of layers and the uppermost surface of the mixed processing soil 58 a is almost the same height as the uppermost surface of the caisson 52. .

  Then, after the mixed treated soil 58a is solidified and cured until it becomes a solidified treated soil 58 that exhibits its strength sufficiently, finally, as shown in FIGS. The quay according to the present embodiment is obtained by refilling and solidifying the original earth and sand excavated from the construction area E on 58 and pulling out the steel sheet pile 23 and the like constituting the anti-earth pressure structure 24 by the crane 33 and the like. Construction to form the structure is completed.

  Further, the dredger 48 shown in FIG. 8 excavates the bottom rubble 54, etc. near the offshore side of the caisson 52, and as shown in FIG. It can also function as a mooring facility. At this time, a fender 43 can be provided on the sea S side of the caisson 52 so that a large ship can be moored at a deep water depth.

  According to the quay structure and the method for forming the same according to the embodiment of the present invention, the anchor member 35 and the solidified soil 58 are integrated via the planar reinforcing material 32, and the anchor member 35 and the solidified soil It is possible to exhibit a strong and stable tensile strength against a horizontal force that attempts to separate 58.

  For this reason, even if the action of trying to separate the anchor member 35 and the solidified soil 58 works due to the seismic force applied to the back side of the caisson 52 during an earthquake, the seismic force exhibits resistance to such seismic force. In addition, the quay wall structure can be provided with an anti-seismic reinforcing function that can prevent the caisson 52 from slipping out.

  Further, since the quay structure according to this embodiment does not increase the construction cost due to the enlargement of the caisson, unlike the conventional quay structure shown in FIG. 10, the conventional quay structure shown in FIG. The quay structure can be formed at a lower cost than the quay structure.

  Moreover, since the earth and sand generated by excavating the construction area E can be reused as the solidified soil 58 and the like, the amount of earth and sand that cannot be effectively used and must be disposed of at a cost is reduced. Therefore, the construction cost can be reduced accordingly.

Further, the merits of the quay structure in which the caisson 52 is reinforced by the solidified soil 58 via the planar reinforcing material 32 as in the present embodiment include the following.
(A) Since the resistance of the caisson 52 to the sliding start is increased and the caisson 52 can be prevented from sliding during an earthquake, the horizontal section of the caisson 52 can be reduced. By the way, in the quay structure according to the present embodiment, the sliding amount of the caisson 52 at the time of an earthquake can be reduced to 0 (zero) or to one third of the conventional quay structure. Experimental results have been obtained.
(B) Since the eccentric inclined load acting on the bottom surface of the caisson 52 is reduced and the wall body supporting force of the foundation rubble 54 that supports the caisson 52 is small, it is difficult for the caisson 52 to fall over.

(C) As a result, the construction cost can be reduced by reducing the horizontal cross section of the caisson 52 and reducing the wall body supporting force of the foundation rubble 54.
(D) Since the soil on the back side of the existing gravity caisson 52 is excavated and constructed, the quay structure can be constructed without changing the front shape of the quay front and changing the water depth of the front sea area of the quay. The body can have a seismic reinforcement function.

(E) Since the resistance of the caisson 52 to slipping out can be increased, if the berthing position is adjusted by stroking the sea floor in front of the quay, the depth of water below the quay is increased and the mooring facility for large vessels is attached to the quay structure. It is also possible to provide a function as
(F) Originally, construction in the front sea area of the quay is not necessary, and therefore, by dividing the back side of the caisson 52 for each construction area E, the present embodiment also applies to the quay currently in use. It is possible to implement a quay structure with an anti-seismic reinforcement function and there is no concern about marine pollution associated with construction.

(G) By using dredged soil or excavated soil as the solidified soil, recycling becomes possible and deterioration of the environment can be prevented.
(H) Since the solidified soil has a shear strength as high as 50 to 200 kN / m ² , and does not liquefy like sand, no countermeasures against liquefaction behind the quay caisson 52 are required.

(I) Since the solidified soil has low strength, excavation with a backhoe or the like is easy even after the solidification, and it is possible to easily embed a structure or place a pile. In addition, recovery can be easily performed when the solidified soil is deformed due to an earthquake or the like.
(J) Since the solidified soil is lightweight, its inertial force generated at the time of an earthquake is also reduced. Therefore, an earthquake-resistant function capable of reducing the earthquake force acting on the caisson 52 can be imparted to the quay structure.

  In the above-described embodiment, the case where the solidified soil is embedded on the land side of the existing quay structure to form the wall structure according to the present invention has been described. However, there is no existing quay structure. The present invention can also be applied to a case where a quay structure is newly formed at a coastal place.

  Moreover, in the said one Embodiment, although the case where this invention was applied to the quay structure of a shore was demonstrated, this invention can also be applied to the earth retaining etc. of the slope part of a land mountain.

  In the above-described embodiment, the planar reinforcing material 32 is made of a polymer resin material formed into a planar shape having a mesh. However, like the metal or other synthetic resin material, the tensile strength and the allowable strength can be increased. You may make it use what was formed in the planar form which has a mesh, or the sheet form which does not have a mesh by the raw material provided with both flexibility. For example, a wire mesh may be used as the planar reinforcing material 32.

  Further, if the surface reinforcing material 32 is made of a thermoplastic resin such as polyamide, polyester, polyacrylonitrile, polyvinyl alcohol, polyvinyl chloride, polyvinylidene chloride, polypropylene, or polystyrene, the surface reinforcing material 32 has good corrosion resistance. Become.

  As the planar reinforcing material 32 in which such a synthetic resin material is formed in a planar shape having a mesh, although not shown, a stretched filament or tape or the like is fused, bound or knitted, or a mesh In this case, the crossing portion of the crossing portion is integrally stretched with the mesh portion, and the crossing portion itself is oriented in the stretching direction. The size of the mesh is not particularly limited, but is preferably such that the upper and lower solidified soil layers sandwiching the planar reinforcing material 32 can be brought into contact with each other and integrated.

In the embodiment, the rod member 34 and the U-shaped connecting member 36 are used to connect the end 32a of the planar reinforcing member 32 and the anchor member 35. The method need not be limited to this, and any other method may be used.
For example, although not shown in the drawing, a planar reinforcing material is used by using a loop joint belt, a connecting jig, a connecting cloth for the U-shaped connecting member 36 attached to the anchor member 35, a rope, a hook ringer, a bolt or the like. You may make it connect the 32 edge part 28a.
Needless to say, the connection method described above may not necessarily use the U-shaped connection member 36.

  Moreover, in the said embodiment, although the case where the steel sheet pile was used for the peripheral part of the construction area | region E was demonstrated, you may make it use a steel pipe sheet pile as other embodiment, or a sheet pile made of concrete, etc. Other sheet piles may be used, or a structure other than the sheet piles may be installed.

It is side surface sectional drawing which shows the quayside structure which concerns on one embodiment of this invention. FIG. 2 is an enlarged perspective view showing a rod member and a connecting member used for connecting a planar reinforcing member 32 to the anchor member shown in FIG. It is a top view which shows the construction area | region E set to the back side of the caisson 52 of the quay structure shown in FIG. It is side surface sectional drawing for demonstrating the formation method of the quay wall structure shown in FIG. It is side surface sectional drawing for demonstrating the formation method of the quay wall structure shown in FIG. It is side surface sectional drawing for demonstrating the formation method of the quay wall structure shown in FIG. It is side surface sectional drawing for demonstrating the formation method of the quay wall structure shown in FIG. It is side surface sectional drawing for demonstrating the formation method of the quay wall structure shown in FIG. It is side surface sectional drawing for demonstrating the formation method of the quay wall structure shown in FIG. It is side surface sectional drawing which shows the conventional quay structure. It is side surface sectional drawing which shows the other conventional quay wall structure. It is side surface sectional drawing which shows the other conventional quay wall structure. It is side surface sectional drawing which shows the other conventional quay wall structure. It is side surface sectional drawing of the caisson 52 which shows the state which an eccentric inclination load acts.

Explanation of symbols

DESCRIPTION OF SYMBOLS 23 Steel sheet pile 24 Anti earth pressure structure 27 Excavation machine 29 Treated soil supply apparatus 32 Plane reinforcement 32a End 33 Crane 34 Bar member 34a, 34b Both ends 34c Center part 35 Anchor member 36 Connecting member 37 Backing stone 40 Back Filled soil 42 Filled sand 45 Treated soil supply ship 47 Pipe for supply 48 Dredger 50, 52 Caisson 54 Foundation rubble 56 Mat 58 Solidified treated soil 58a Light mixed treated soil 60 Ground improvement structure E Construction area F1 Vertical load F2 Horizontal load F3 Combined force L Ground M Diver S Sea

Claims (10)

A gravitational wall,
Solidified soil sequentially deposited at a predetermined height from below to the construction area constructed on the back side of the wall,
A plurality of planar reinforcing materials arranged in a plane in a substantially horizontal direction at intervals of the predetermined height in the solidified soil,
A wall structure characterized in that each end of the plurality of planar reinforcing members is connected to the back side of the wall.   The wall structure according to claim 1, wherein the wall body is used in a quay structure provided along a coastline.   The solidified soil is mixed with dredged soil or excavated soil and solidified material such as cement, lime, magnesium oxide, or gypsum and has a property of having viscosity before solidifying and solidifying over time. The wall structure according to claim 1, wherein the wall structure is provided.   The wall structure according to any one of claims 1 to 3, wherein the planar reinforcing material is formed into a flat shape having flexibility and a mesh or a sheet having no mesh.   The wall according to any one of claims 1 to 4, wherein the planar reinforcing material is made of a polymer resin material having good corrosion resistance against an alkali component contained in the solidified soil. Structure.   The wall structure according to any one of claims 2 to 5, wherein the depth of the seabed can be increased by excavating the seabed on the coast side of the wall. Providing a gravitational wall,
Excavating a construction area to be constructed on the back side of the wall, and
A step of sequentially depositing the solidified soil in a predetermined height from the bottom to the top in the construction area;
By alternately repeating the step of sequentially depositing the solidified soil by a predetermined height, a planar reinforcing material is sequentially disposed on the sequentially deposited solidified soil, and each end of the planar reinforcing material is And a step of sequentially connecting to the back side of the wall body.   8. The method for forming a wall structure according to claim 7, wherein the wall body is used for a quay structure provided along a coastline. Excavating a construction area to be constructed on the back side of an existing gravitational wall; and
A step of sequentially depositing the solidified soil in a predetermined height from the bottom to the top in the construction area;
By alternately repeating the step of sequentially depositing the solidified soil by a predetermined height, a planar reinforcing material is sequentially disposed on the sequentially deposited solidified soil, and each end of the planar reinforcing material is And a step of sequentially connecting to the back side of the wall body. The method for forming a wall structure according to claim 9, wherein the wall body is used for a quay structure provided along a coastline.

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