JP6507014B2 - Ground reinforcement structure and construction method of ground reinforcement structure - Google Patents

Description

  The present invention relates to, for example, a ground reinforcement structure and the like applicable to narrow sites, for example, in revetments and embankments.

  In soft ground such as near the revetment and near the embankment, the ground becomes liquid like when the revetment and the embankment are constructed or when an earthquake occurs, and it tends to flow laterally. For example, events such as lateral flow accompanied by liquefaction of soft ground at the time of an earthquake may be mentioned. Therefore, various ground reinforcement methods have been proposed.

  As a method of improving such ground, for example, an injection device is inserted into a drilled borehole, a jet containing an improvement material is injected from an injection device rotating in the same direction, and the improvement material and the original position There is a method of mixing and stirring the soil. (Patent Document 1).

JP 2012-97550 A

  When using a high pressure jet agitation method as in Patent Document 1, for example, a columnar ground improvement body can be formed. For this reason, the ground improvement area of required strength can be constructed by connecting the ground improvement bodies in, for example, a grid shape and forming the ground improvement body in a predetermined range. In addition, the mechanical stirring method, such as a CDM (Cement Deep Mixing) method and a Power Blender (registered trademark) method, can be mentioned as a method of creating another ground improvement body.

  On the other hand, for example, when performing ground reinforcement in revetment, it is necessary to construct a ground improvement body in a predetermined range from the wharf. Since the range in which the ground improvement body is constructed depends on the assumed lateral flow pressure, the strength of the ground improvement body, etc., in order to secure the necessary strength, a site having a size corresponding to that is required. However, there are cases where such a site can not be secured freely.

  In addition, if it is intended to increase the strength of the ground improvement body, if the addition amount of the solidifying material is increased, or the construction pitch of the columnar ground improvement body is shortened, the construction period and the construction cost will increase. For this reason, an efficient ground reinforcement structure applicable to a narrow site is desired.

  This invention is made in view of the problem mentioned above, and it aims at providing a highly efficient ground reinforcement structure etc. which can be applied also to a narrow site.

In order to achieve the above object, a first invention is a ground reinforcement structure capable of resisting side pressure, comprising a wall formed in a direction substantially orthogonal to the side pressure direction, the wall The body comprises a ground improvement body, and a core material joined to the ground improvement body and supporting the ground improvement body, and in plan view, the core material is larger than the center of the thickness of the wall. The core is disposed eccentrically on the side opposite to the side receiving the side pressure, the core is formed deeper than the ground improvement body and reaches the support layer of the ground, and the core is the side pressure received from the ground improvement body It is a ground reinforcement structure characterized by supporting a force in the direction and the vertical direction.

  A plurality of the walls are disposed substantially in parallel, and further, a partition wall in a direction substantially orthogonal to the walls is disposed between the walls, and the partition wall is formed of a ground improvement body The plurality of wall bodies and the partition wall may be integrated.

  The core may not be provided on the partition wall.

  The core material preferably includes H steel, and the H steel is preferably disposed such that the strong axis direction of the H steel is substantially orthogonal to the wall.

  At least a part of the core materials may be connected to each other on the ground.

  The core material may be H steel, and a protruding member may be joined to the outer periphery of the H steel.

  The planar shape of the ground improvement body may be a flat shape in which the width in the direction orthogonal to the side pressure direction is larger than the thickness in the side pressure direction.

  According to the first aspect of the present invention, the core body for supporting the wall body is provided while constructing the wall body made of the ground improvement body. Therefore, the core material can receive the force in the side pressure direction and the vertical direction applied to the ground improvement body. For this reason, even if the construction range of the ground improvement body is narrow, sufficient strength can be secured. As a result, it is applicable also to a narrow site.

  In addition, in plan view, the core material is eccentrically disposed in the opposite direction to the side receiving the side pressure than the thickness center of the wall, thereby making the ground improvement body a beam with the core material as a fulcrum Can secure the effective thickness of the beam received.

  Moreover, higher strength can be secured by arranging a plurality of walls in parallel and further connecting these by a partition wall.

  In this case, since the core material is not required for the partition wall, the structure can be simplified as compared with the wall body.

  In addition, in the case where the core material includes H steel, by arranging the strong axis direction of the H steel to be substantially orthogonal to the wall body, higher side pressure can be resisted.

  Further, by connecting the core materials on the ground, it is possible to disperse the stress in the plurality of core materials even with respect to local side pressure and the like.

  Moreover, by providing a protrusion on the outer periphery of the H steel, the H steel and the ground improvement body can be securely joined, and for example, the weight of the ground improvement body in the vertical direction can be reliably transmitted to the core material.

  In addition, by making the ground improvement body flat, it is possible to reduce the cost of construction as compared with the case of constructing a circular ground improvement body.

  A second invention is a method of constructing a ground reinforcing structure capable of resisting side pressure, wherein holes are formed in the ground at predetermined intervals, and an H steel is erected in the holes so as to reach a support layer of the ground. A ground improvement body is formed so as to be bonded with the H steel and the filling and solidification material, and the step of filling the hole with the filling and solidification material to be integrated with the H steel; And a step of constructing a wall body in the orthogonal direction.

  After the wall is constructed, the wall is further built apart from each other substantially in parallel with the wall, and a partition wall made of a ground improvement body is constructed in a direction approximately orthogonal to the wall The walls may be integrated with the partition wall.

  Alternatively, after constructing the wall, use an acceleration sensor, a velocity sensor, a displacement sensor or the like to measure the amount of displacement of the wall when vibration is applied to the wall, and for the force acting on the wall If the amount of displacement according to the predetermined value or more, the wall body is further separated from each other substantially parallel to the wall body, and the ground improvement body is made in a direction substantially orthogonal to the wall body The partition walls may be constructed to integrate the walls with each other.

  According to the second invention, the H steel is erected in the hole formed in the ground and then solidified with the filling solidified material to form the core material, so when the ground improvement body is constructed, the H steel Unmodified parts are not formed on the flanges and the shadow of the web.

  Further, by constructing the wall in multiple stages, it is possible to gradually obtain a reinforced structure having higher strength. Furthermore, after constructing a wall, in the structure concerned, the displacement with respect to a shake such as an earthquake is actually measured, and by strengthening the necessary wall by this, the necessary strength according to the construction site of the actual structure. Reinforcement structure can be obtained.

  ADVANTAGE OF THE INVENTION According to this invention, the highly efficient ground reinforcement structure etc. which can be applied also to a narrow site can be provided.

Sectional drawing of the vertical direction which shows the ground reinforcement structure 1. FIG. The top view which shows the ground reinforcement structure 1. FIG. (A), (b) is an enlarged view of ground improvement body 13 vicinity. (A), (b), (c) is a figure which shows the other shape of the ground improvement body 13. (A) is a figure which shows the wall 11a, (b) is a figure which shows the wall 11b. (A) is a figure which shows the wall body 11c, (b) is a figure which shows the wall body 11d. (A) is a figure which shows the wall body 11e, (b) is a figure which shows the wall body 11f. The figure which shows the state which constructed the wall 11. FIG. The figure which shows the ground reinforcement model 20. FIG. (A) is a figure which shows the wall body 11a, (b) is a figure which shows the state which constructed the partition wall 12a. Sectional drawing of the longitudinal direction which shows the ground reinforcement structure 1a.

  Hereinafter, embodiments of the present invention will be described in detail based on the drawings. FIG. 1 is a longitudinal sectional view of the ground reinforcing structure 1. The ground reinforcing structure 1 is formed in the vicinity of a revetment, and includes a wall 11 and a core 15 and the like. A steel sheet pile 3 is provided on the water area side of the ground reinforcing structure 1. The steel sheet pile 3 is fixed to the back ground by the tie rods 5. The steel sheet pile 3 has a function of earth retaining on the back ground.

  The steel sheet pile 3 is supported by the tie rods 5 on the ground. The surface layer improvement portion 9 is formed above the tie rods 5. The surface layer improvement unit 9 is constructed by cement improvement, chemical solution injection or the like. The surface layer improvement part 9 aims at securing etc. of the construction footing of ground improvement.

  In addition, when there is sufficient strength in the back ground, the surface layer improvement part 9 is not necessarily required. For example, when there is no risk of ejection of cement milk from the surface layer or sinking of the surface layer by the high-pressure jet agitation method described later, such as when the surface layer is paved, it can be omitted.

  FIG. 2 is a plan view of the ground reinforcing structure 1. A wall 11 is formed on the back side (land side) of the steel sheet pile 3. The wall body 11 is comprised of a plurality of ground improvement bodies 13. The ground improvement body 13 is formed in a substantially cylindrical shape. The ground improvement body 13 is formed by, for example, a high pressure injection stirring method or the like.

  In the high-pressure jet agitation method, first, an improved rod is inserted into a borehole, and high-pressure cement milk and compressed air are injected into the ground through the rod and mixed with the ground by rotating or rocking the rod. By doing this while pulling up the rod, it is possible to construct a columnar ground improvement body 13 in the ground.

  It is desirable that adjacent ground improvement bodies 13 be constructed so as to wrap each other. In this case, the thickness of the wall body 11 substantially coincides with the lap length of the lap portion of the ground improvement bodies 13. That is, the thickness of the wall body 11 becomes thinner than the diameter of the ground improvement body 13. If the wall body 11 is defined in this way, even if the ground improvement body 13 is circular, the wall body 11 does not include the recess of the connection portion between the ground improvement bodies 13. In addition, a recess may be included in the connection portion between the ground improvement bodies 13 of the wall body 11.

  A core 15 is provided on the wall 11 so as to be in contact with the inside of the ground improvement body 13 or the ground improvement body 13. The core material 15 and the ground improvement body 13 are joined to each other. The core material 15 is disposed at a predetermined pitch with respect to the ground improvement body 13. That is, it is not necessary to arrange the core material 15 for all the ground improvement bodies 13.

  As shown in FIG. 1, the core material 15 is disposed deeper than the wall body 11 (ground improvement body 13). Specifically, the ground improvement body 13 is formed, for example, to the depth of the water bottom 7, and the core material 15 is disposed to reach the support layer 17. The support layer 17 is a non-liquefied layer. The details of the core material 15 will be described later.

  The wall body 11 is formed substantially parallel to the steel sheet pile 3. Here, the direction of lateral flow occurring at the time of an earthquake, etc. is from the land side toward the water area side. Therefore, the ground reinforcing structure 1 receives lateral pressure from the land side toward the water area side. That is, the wall body 11 is formed in a direction substantially orthogonal to the side pressure direction.

  In the example shown in FIG. 2, in the ground reinforcing structure 1, the two rows of wall bodies 11 are disposed apart from each other and substantially in parallel. That is, in the present embodiment, the wall bodies 11 are arranged in a plurality of rows substantially in parallel. The walls 11 are joined by a plurality of partition walls 12 at a predetermined pitch. The wall body 11 and the partition wall 12 are integrally formed. The partition wall 12 is formed in a direction substantially orthogonal to the wall body 11, and is formed in a substantially lattice shape by the partition wall 12 and the wall body 11.

  The partition wall 12 has a configuration substantially similar to that of the wall body 11. That is, a plurality of ground improvement bodies 13 are continuously formed so as to wrap each other. In addition, the core material 15 does not need to be provided in the partition wall 12.

  Next, the details of the core material 15 will be described. The right view of FIG. 3A is an enlarged view of the vicinity of the core material 15. The core material 15 is made of, for example, H steel 15 a and a filling and solidifying material 15 b. The filler material is, for example, cement milk.

  The core material 15 is formed, for example, as follows. First, the ground is drilled to form a plurality of holes of a predetermined depth separated at a predetermined pitch. Next, the H steel 15a is erected in the hole, and the hole is backfilled with the filling solidified material 15b. Thus, the core 15 is formed. In addition, after the core material 15 is formed, the ground improvement body 13 is constructed.

  As described above, the ground improvement body 13 is formed after the H steel 15a is back filled with the solidified solid material 15b, whereby the flange portion of the H steel 15a or the ground improvement body 13 formed by the high pressure jet agitation method It is possible to prevent the unimproved part from remaining in the shadow of the web. In addition, unevenness is formed on the surface of the pre-boring hole. That is, asperities are formed on the surface of the filling and solidifying material 15b. By performing high-pressure jet stirring on the asperities, cement milk or the like that has been high-pressure injected enters the asperities, and the core material 15 and the ground improvement body 13 are reliably joined.

  The core 15 is not limited to the illustrated example. For example, the H steel 15a may be driven directly into the ground. In this case, after the ground improvement body 13 is constructed, since the H steel 15a is driven before the ground improvement body 13 solidifies, the shadow due to the shape of the H steel 15a described above does not occur. Since the H steel 15a and the ground improvement body 13 are in direct contact with each other, the H steel 15a and the ground improvement body 13 can be joined by forming a protrusion such as a dovetail on the outer peripheral surface of the H steel 15a. it can. As described above, although the form of the core material 15 is not limited, it is preferable that the H steel 15a be partially included. In addition, it may replace with H steel 15a, and may use another square pillar, a steel pipe, etc.

  Moreover, although illustration is abbreviate | omitted, core material 15 comrades may mutually be connected on the ground. For example, the core materials 15 adjacent to each other in the direction parallel to the wall body 11 may be connected, or the core materials 15 may be connected so as to straddle a plurality of wall bodies 11. In addition, steel materials, such as H steel, angle steel, slot steel, can be used for connection of core material 15 comrades, for example.

  Next, the arrangement of the core material 15 will be described. In the present invention, the core material 15 is disposed eccentrically to the side opposite to the side receiving the side pressure (that is, the downstream side in the side pressure direction (arrow B in the figure)) than the center of the thickness of the wall 11 in plan view. It is desirable to be done. In the illustrated example, the right side (land side) of the wall 11 is the side receiving the side pressure, and the core material 15 is eccentrically disposed on the left side (water area side) of the center of the wall 11.

  The left view of FIG. 3A is a view showing a model in which the wall body 11 is a beam with the core material 15 as a fulcrum. In this case, the installation pitch of the core material 15 is the distance between the supporting points, and the wall body 11 is a beam supported by the supporting points. Further, the side pressure received by the wall body 11 is a load generated on the beam.

  In this case, the portion functioning as a beam capable of receiving the load at the fulcrum is, for example, the thickness of the wall 11 on the side receiving the load than the core 15 (A1 in the figure), and the side pressure than the position of the core 15 The thickness of the wall 11 opposite to the receiving side does not receive a load as a beam. That is, in this model, the effective wall thickness for countering the side pressure of the wall 11 is A1.

  As described above, in order to increase the effective thickness of the wall body 11 with respect to the load acting on the flange surface of the H steel 15a, it is desirable that the core material 15 be eccentric to the side opposite to the side receiving the side pressure as much as possible. For example, as shown in FIG. 3 (b), a part of the core material 15 may be arranged to protrude from the wall body 11. In this case, the effective thickness of the wall 11 is A2, and the effective thickness of the wall 11 can be increased. Thus, if the core material 15 and the wall body 11 are joined, the core material 15 may be protruded from the wall body 11.

  In addition, it is desirable that the H steel 15 a used for the core material 15 be disposed so that the direction of the strong axis thereof is substantially orthogonal to the wall body 11. That is, it is desirable to arrange the wall body 11 and the web of the H steel 15a so as to be substantially orthogonal to each other. By doing this, the strength of the core material 15 with respect to the side pressure can be increased.

  In addition, the ground improvement body 13 is not restricted in the case of being circular. For example, the planar shape of the ground improvement body 13 may be a flat shape in which the width in the direction orthogonal to the side pressure direction is larger than the thickness in the side pressure direction.

  For example, as shown in FIG. 4A, the ground improvement body 13 may be semicircular. Also, the ground improvement body 13 as shown in FIG. 4 (b) may be fan-shaped. Further, as shown in FIG. 4 (c), the ground improvement body 13 may be in the form of a ribbon. Besides, the shape of the ground improvement body such as a rectangle or an ellipse does not matter. In order to form the ground improvement body 13 having such a shape, the above-described improved rod may be rotated or rocked to perform ground improvement of only a predetermined angle range.

  By making the ground improvement body 13 into such a shape, it becomes possible to arrange the ground improvement body 13 without waste according to the shape of the required improvement area. In addition, the amount of cement required for construction can be reduced, and the amount of slime produced by the construction can be reduced, which is economical.

  Moreover, in the above-mentioned embodiment, although the example which used the high-pressure-injection stirring construction method was shown, the method of constructing a ground improvement body is not restricted to this method. For example, the wall body made of the ground improvement body may be formed by a mechanical stirring method such as a CDM (Cement Deep Mixing) method or a Power Blender (registered trademark) method.

  FIG. 5 (a) is a view showing the wall 11a. In this case, after constructing the ground improvement body 13a by the mechanical agitation method, it is desirable to arrange the core material 15 in the ground improvement body 13a before the ground improvement body 13a is completely solidified.

  Moreover, FIG.5 (b) is a figure which shows the wall 11b. After constructing the ground improvement body 13a continuous by the mechanical stirring method, the wall body 11b is connected to the core material 15 disposed outside the ground improvement body 13a and the ground improvement body 13a by another ground improvement body 13b. It is a thing. That is, the core body 15 is not formed in the inside of the ground improvement body 13a, but the wall body 11b is spaced apart and arrange | positioned from the ground improvement body 13a in the downstream of the side flow. In this case, the ground improvement body 13b is performed by a high pressure jet agitation method or the like. In the following description, it is assumed that the ground improvement body 13b is formed by a high pressure jet agitation method.

  In the illustrated example, the core material 15 is disposed in contact with the ground improvement body 13b, but may be formed inside the ground improvement body 13b. In this case, after the H steel 15a is built to form the core material 15, the ground improvement body 13b may be formed, and after the ground improvement body 13b is formed, before the ground improvement body 13b is solidified, The H steel 15 a may be erected to be used as the core material 15.

  In the examples shown below, the core material 15 in which only the H steel is illustrated is shown unless otherwise specified. However, the filler-solidified material 15b may be used in combination. For example, after disposing the core material 15 first, when forming the ground improvement body 13b so as to include the core material, the filling solidified material 15b may be used.

  FIG. 6A shows the wall 11c. In the wall body 11c, the ground improvement body 13a is not completely continuous, and is formed with a gap. The core material 15 is disposed between the ground improvement bodies 13, and the ground improvement body 13a and the core material 15 are connected by the ground improvement body 13b. In addition, either of construction of the ground improvement body 13a and construction of the core material 15 may be earlier. Moreover, either of the construction of the core material 15 and the construction of the ground improvement body 13b may be earlier. Moreover, the core material 15 between ground improvement bodies 13a may be one or more.

  FIG. 6 (b) is a view showing the wall 11d. The wall body 11d is substantially the same as the wall body 11c, but a pair of core members 15 are juxtaposed in the lateral flow direction between the ground improvement bodies 13a, and the ground improvement bodies 13a and the core material 15 are , Connected by a plurality of (two in the figure) ground improvement bodies 13b. By arranging in this way, even when the core material 15 is built first, the ground improvement body 13b can be formed from both sides, so shadows of the ground improvement body 13b (high pressure jet) are unlikely to occur. The number of core members 15 between the ground improvement bodies 13b may be one or plural.

  FIG. 7 (a) is a view showing the wall 11e. The walls 11e are substantially the same as the walls 11d, but the ground improvement bodies 13a are connected to each other by the ground improvement bodies 13c in addition to the ground improvement bodies 13b. The ground improvement body 13c is formed by a mechanical agitation method, as the ground improvement body 13a. The ground improvement body 13c may be constructed before the ground improvement body 13a is completely solidified. The ground improvement body 13c is disposed offset with respect to the ground improvement body 13a. In the illustrated example, it is formed offset to the upstream side of the lateral flow. In addition, the core material 15 and the ground improvement body 13b are the same as that of the wall 11d.

  Also, as in the wall body 11f shown in FIG. 7 (b), a pair of ground improvement bodies 13c is formed not only on the upstream side of the lateral flow but also on the downstream side, and is surrounded by the ground improvement bodies 13a and 13c. The core material 15 may be disposed in the space. In this case, the ground improvement body 13b is formed in the space surrounded by the ground improvement bodies 13a and 13c so as to include the core material 15.

  Thus, the ground improvement body 13a can be formed with a gap, and the core 15 can be formed therebetween. In addition, although the ground improvement body 13b showed the example which is circular in the example shown to FIGS. 6-7, as shown in FIG. 4, flat shape may be sufficient. For example, in FIG. 6 (b), a pair of semicircular ground improvement bodies 13 b may be formed, and the core material 15 may be disposed in the wrap portions of the arc portions.

  Next, an example of the procedure for constructing the ground reinforcing structure 1 will be described. Although a plurality of walls 11 and partitions 12 may be constructed at the same time according to the strength calculation etc. which were calculated beforehand, the strength etc. of the actual wall 11 is measured, and necessary wall 11 The number of placements, etc. may be determined in stages.

  First, as shown in FIG. 8, a ground reinforcing structure consisting of a row of wall bodies 11 is constructed in a portion near the steel sheet pile 3.

  FIG. 9 is a view showing the ground reinforcement model 20 in this state. In the ground reinforcement structure, an acceleration sensor, a speed sensor, and a displacement sensor are installed at necessary sites. FIG. 9 is a model in which, for example, the speed sensor 26 and the acceleration sensor 27 are installed on the ground or in the ground other than the steel sheet pile 23, the wall 29, the wall 29 and the displacement sensor 28 is arranged on the steel sheet is there. The arrangement and the number of the sensors are not limited to the illustrated example. In addition, the core material 21 shall be arrange | positioned at the wall body 29. As shown in FIG.

  In this state, when a minor earthquake or the like actually occurs, the magnitude of the actual vibration input from the ground 25 and the actual displacement at that time are acquired. For example, for multiple earthquakes, the correlation between the magnitude of vibration and the magnitude of displacement is acquired. The vibration and displacement may be displacement in the horizontal direction (D in the drawing) or may be displacement in the vertical direction (C in the drawing).

  The obtained parameters are applied to the system 30, compared with predetermined values determined by a known method, and if it is judged that sufficient strength is obtained, the construction of the ground reinforcing structure with a row of wall bodies Complete.

  On the other hand, in the present model, if it is determined that the desired ground strength is not ensured by the obtained parameters, the necessary strength is recalculated, and the required number of wall columns and the like are calculated. Specifically, after constructing the wall, the acceleration sensor, the velocity sensor, and the displacement sensor are used to measure the amount of displacement of the wall when vibration is applied to the wall, and according to the force acting on the steel sheet pile 23 When the displacement amount is equal to or more than a predetermined value, the wall and the partition wall are further separated from each other substantially parallel to the wall.

  Thus, in the present invention, based on the relationship between actual vibration and displacement after construction, it is determined whether or not it is necessary to take measures against vibration of the system. In this way, based on the vibration response, it can be determined whether or not the vibration countermeasure for the system is necessary, and the earthquake countermeasure can be performed stepwise as needed. That is, with respect to the ground reinforcement structure set only by advance calculation, correction can be performed using data such as actual ground strength to obtain an optimum ground reinforcement structure.

  In addition, as above-mentioned, when using the ground improvement body 13a which used the mechanical stirring construction method, you may construct as follows, for example. First, as shown in FIG. 10A, a wall 11g is constructed. In the wall body 11g, the ground improvement body 13c formed by the mechanical agitation method is formed with a gap, and the ground improvement body 13d is provided in the gap by the mechanical agitation method in the direction orthogonal to the ground improvement body 13c. The ground improvement body 13d may be formed after the ground improvement body 13c is formed with a gap, or may be alternately formed with the ground improvement body 13c and the ground improvement body 13d.

  From this state, as shown in FIG. 10 (b), the partition wall 12a is constructed as needed. Partition wall 12a is formed on the extension of ground improvement body 13d. In addition, the ground improvement body 13e formed on the extension of the ground improvement body 13d is formed, for example by the mechanical stirring method.

  Here, if the time to build the ground improvement body 13e after building the ground improvement body 13d is short, the two may be formed to be in direct contact with each other. On the other hand, if it takes a long time to construct the ground improvement body 13e after constructing the ground improvement body 13d, the ground improvement body 13d and the ground improvement body 13e can not be joined (sufficient joint strength is obtained Not) fear. In this case, as shown in the drawing, the ground improvement body 13d and the ground improvement body 13e may be constructed with a gap, and then connected by the ground improvement body 13b formed by the high pressure jet agitation method.

  As described above, in the present embodiment, since the wall body 11 is constructed of the ground improvement body 13 and the core member 15, the ground improvement range is smaller than in the case where the wall body 11 is constructed only of the ground improvement body 13. can do. For example, even when the ground improvement bodies are arranged in a grid, desired strength can be obtained in a narrower range, and the grid pitch can be broadened.

  In addition, since the installation direction of the H steel 15a is set to be the direction of the strong axis with respect to the side pressure direction, high strength can be obtained.

  In addition, since the partition wall 12 is arrange | positioned substantially parallel to side pressure, it is not necessary to arrange | position the core material 15. As shown in FIG. For this reason, the installation man-hour etc. of the core material 15 can be reduced. On the other hand, in the case where the side pressure is applied also in the direction perpendicular to the partition wall 12, the core material 15 may be disposed also on the partition wall 12. In this case, the H axis of the H steel 15a is disposed so as to be substantially orthogonal to the partition wall 12. That is, the directions of the H steel 15 a provided on the wall body 11 and the H steel 15 a provided on the partition wall 12 differ by about 90 °.

  Moreover, since the core material 15 and the ground improvement body 13 are joined, it is possible not only to resist the force in the side pressure direction received from the ground improvement body 13 but also to support the force in the vertical direction. Further, since only the H steel 15a is built up to the support layer 17, it is not necessary to form all the ground improvement bodies 13 up to the support layer 17.

  Also, the core material 15 is composed of the H steel 15a and the filling solidified material 15b, and by performing the ground improvement after the formation of the core material 15, an unmodified part is formed in the shadow of the flange of the H steel 15a. Can be prevented.

  In addition, after formation of the ground improvement body 13, the ground improvement body 13 can prevent generation | occurrence | production of an unimproved part by erecting the core material 15 before solidification. In this case, the projections can be formed on the outer periphery of the H steel 15a, whereby the H steel 15a and the ground improvement body 13 can be more reliably joined.

  Moreover, since the core material 15 is eccentric from the center of the wall body 11 to the opposite side to the side receiving the side pressure, the effective thickness of the wall body 11 supported by the core material 15 can be increased. For this reason, the arrangement pitch of the core material 15 can be enlarged, and the ground improvement body 13 can be reduced in strength.

  In addition, when the upper portions of the core members 15 are connected to each other, they can be distributed and supported even with respect to local side pressure.

  In addition, by measuring the displacement or the like in the actual ground reinforcement structure with respect to an earthquake or the like and determining the necessary structure, it is possible to construct a ground reinforcement structure having necessary strength in stages.

  In addition, this invention is not restricted when formed in the backs, such as revetment. The present invention is also applicable to other sites as long as they support lateral pressure and vertical force. For example, FIG. 11 is a figure which shows the ground reinforcement structure 1a formed in the lower part of the embankment 31. As shown in FIG.

  The filling 31 is given a side pressure in the landslide direction (arrow E in the drawing) together with the force in the vertical direction by the weight of the filling 31. Therefore, the wall body 11 may be constructed on both sides below the filling 31 so as to oppose the lateral pressure from the center of the filling 31 to the outside.

  Although the embodiments of the present invention have been described above with reference to the attached drawings, the technical scope of the present invention is not influenced by the above-described embodiments. It is apparent that those skilled in the art can conceive of various changes or modifications within the scope of the technical idea described in the claims, and they are naturally also within the technical scope of the present invention. It is understood that it belongs.

  For example, in the above-described embodiment, the wall body 11 is constructed by wrapping the plurality of ground improvement bodies 13 with each other, but the wall body 11 may be constructed without wrapping the ground improvement bodies 13 with each other.

1, 1a ...... Ground reinforcement structure 3 ...... Steel sheet pile 5 ...... Tie rod 7 ...... Water bottom 9 ...... Surface layer improvement part 11, 11a, 11b, 11c, 11d ...... Wall body 12, 12a ... ...... Partition wall 13, 13a, 13b, 13c, 13d, 13e ...... Ground improvement 15 ...... Core material 15a ...... H steel 15b ...... Filled solidified material 17 ...... Support layer 20 ...... Ground reinforcement model 21 ...... Core material 23 ...... Steel sheet pile 25 ...... Ground 26 ...... Speed sensor 27 ...... Acceleration sensor 28 ...... Displacement sensor 29 ...... Wall body 30 ...... System 31 ......... Embankment

Claims (10)

Ground reinforcement structure that can resist lateral pressure,
Comprising a wall formed in a direction substantially orthogonal to the side pressure direction,
The wall body is a ground improvement body,
A core member joined to the ground improvement body to support the ground improvement body;
Equipped with
In plan view, the core material is eccentrically disposed on the opposite side to the side receiving the side pressure than the center of the thickness of the wall,
The core material is formed deeper than the ground improvement body and reaches the ground support layer,
The said core material supports the force of the side pressure direction received from the said ground improvement body, and a perpendicular direction, The ground reinforcement structure characterized by the above-mentioned. A plurality of the walls are disposed substantially in parallel, and further, a partition wall in a direction substantially orthogonal to the walls is disposed between the walls.
The partition wall is made of ground improvement material, ground reinforcement structure of claim 1 Symbol mounting said plurality of said wall partition wall, characterized in that the integrating. The ground reinforcing structure according to claim 2 , wherein the partition wall is not provided with a core material. The core material includes H steel,
The ground reinforcing structure according to any one of claims 1 to 3 , wherein the H steel is disposed such that a strong axial direction of the H steel is substantially orthogonal to the wall body. The ground reinforcing structure according to any one of claims 1 to 4 , wherein at least a part of the core members are connected to each other on the ground. The ground reinforcing structure according to any one of claims 1 to 5 , wherein the core material is H steel, and a protruding member is joined to an outer periphery of the H steel. The ground shape according to any one of claims 1 to 6 , wherein the ground improvement body has a flat shape in which the width in the direction perpendicular to the side pressure direction is larger than the thickness in the side pressure direction. Reinforcement structure. It is a construction method of the ground reinforcement structure which can resist to side pressure, and
Forming holes in the ground at predetermined intervals, and building H steel in the holes so as to reach a support layer of the ground;
Filling the holes with a filling solidifying material and integrating with the H steel;
Forming a ground improvement body so as to be bonded to the H steel and the filling solidified material, and constructing a wall in a direction substantially orthogonal to the side pressure direction;
A method of constructing a ground reinforcing structure comprising: After the wall is constructed, the wall is further built apart from each other substantially in parallel with the wall, and a partition wall made of a ground improvement body is constructed in the direction approximately orthogonal to the wall The method of constructing a ground reinforcing structure according to claim 8 , wherein the wall bodies and the partition wall are integrated. After constructing the wall, using an acceleration sensor, a velocity sensor, and a displacement sensor, measure the displacement amount of the wall when the vibration acts on the wall, and respond to the force acting on the wall. When the amount of displacement is equal to or greater than a predetermined value, a wall is further separated from one another substantially parallel to the wall, and the wall is further constructed, and a partition wall made of a ground improvement body in a direction substantially orthogonal to the wall The construction method of the ground reinforcing structure according to claim 8 , wherein the wall bodies and the partition wall are integrated.

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