JP2011163082A - Foundation structure using soil improvement element - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a foundation structure using a soil improvement element which can securely transmit a load in a horizontal direction imposed on a structure when an earthquake occurs to a soil improvement element and which can make the soil improvement element bear the load. <P>SOLUTION: The foundation structure 10 using the soil improvement element 14 is provided with the wall-shaped soil improvement element 14 which is formed by continuously providing soil improvement piles 16 in the ground 12, a connection means 18 embedded over a plurality of soil improvement piles 16, and a foundation part 24 constructed at the top of the soil improvement element 14 and connected integrally with the soil improvement element 14 by the connection means 18. <P>COPYRIGHT: (C)2011,JPO&INPIT

Description

  The present invention relates to a foundation structure using a ground improvement body.

  The foundations of structures in soft ground and ground where liquefaction is expected are either direct foundations designed to improve soft ground or prevent liquefaction by improving the ground with cement solidifying agents, or piles that support the structure with piles. The foundation is commonly used.

  In recent years, as a rational foundation type, the application of piled raft foundations using both direct foundations and pile foundations has been increasing. However, in the ground where there is a risk of liquefaction, It has also come to be seen when the improved body and piled raft foundation are used together.

  However, when there is a pile, the ground contact pressure between the foundation bottom of the structure and the ground improvement body becomes small, so the load in the horizontal direction acting on the structure during an earthquake (hereinafter sometimes referred to as “horizontal load”) On the other hand, the frictional resistance between the two cannot be expected, and the base bottom surface may slide with respect to the ground improvement body.

  In particular, when there is a groundwater level, the ground pressure at the bottom of the foundation of the structure is reduced by the amount of buoyancy. Therefore, when the buoyancy is large, the pile needs to bear the horizontal load. That is, for example, when the load on the structure is smaller than the buoyancy, the ground pressure on the bottom surface of the foundation is 0 (zero), so all horizontal loads are borne by the piles. Accordingly, the horizontal resistance force of the ground improvement body cannot be utilized, and the cross-sectional area of the pile is determined by the horizontal load rather than the vertical load, which is uneconomical.

  In order to solve this problem, a joining method for joining the bottom of the foundation and the ground improvement body has been proposed (see, for example, Patent Document 1 and Patent Document 2). In the joining method described in Patent Document 1, the protrusion provided on the bottom surface of the structure is inserted into the recess on the upper surface of the ground improvement body, and the horizontal load acting on the structure at the time of an earthquake is the joint between the protrusion and the recess. It is transmitted to the ground improvement body via. And a pile is not joined with the foundation bottom face of a structure.

  As a result, the pile bears only the load in the vertical direction of the structure (hereinafter referred to as “vertical load”), and the horizontal load acting on the structure during an earthquake is entirely borne by the ground improvement body. However, in the joining method described in Patent Document 1, since a hole is made in the upper surface of the ground improvement body and the protrusion is inserted, a cross-sectional defect is likely to occur in the ground improvement body, and the ground improvement body may be damaged. For this reason, the ground improvement body may not be able to properly bear the horizontal load acting on the structure during an earthquake.

  Moreover, in the joining method of patent document 2, the base bottom face of a structure and the upper surface of a ground improvement body are joined by the joining member. That is, the ground improvement body and the foundation are joined to each other by a car reinforcement or H steel with a stud, which is a joining member. And the pile is joined with the foundation bottom face of the structure by the pile head joint reinforcement.

  However, in the joining method described in Patent Document 2, since one of the plurality of ground improvement piles constituting the ground improvement body is provided with one H-steel with a cage bar or stud, the structure during an earthquake There is a risk that the horizontal load that acts on the ground will be concentrated on one ground improvement pile through the cage bars or the H steel with studs. For this reason, the ground improvement body may not be able to properly bear the horizontal load acting on the structure during an earthquake.

JP 2005-307594 A JP-A-11-200381

  Therefore, in view of the above circumstances, the present invention is capable of reliably transmitting a horizontal load acting on a structure during an earthquake to a ground improvement body, and using the ground improvement body that allows the ground improvement body to bear the load. The purpose is to obtain.

  In order to achieve the above object, the foundation structure using the ground improvement body according to claim 1 according to the present invention is a wall-like ground improvement body formed by continuously providing ground improvement piles in the ground. And a joining means rooted over a plurality of the ground improvement piles, and a foundation part built on the ground improvement body and integrally joined to the ground improvement body by the joining means. It is characterized by that.

  According to invention of Claim 1, a base part and a ground improvement body are integrally joined by the joining means rooted over the several ground improvement pile. Therefore, the horizontal load acting on the structure during the earthquake can be reliably transmitted from the foundation to the ground improvement body, and the horizontal load can be appropriately borne by the ground improvement body.

  Moreover, the foundation structure using the ground improvement body of Claim 2 is a foundation structure using the ground improvement body of Claim 1, The said joining means is comprised by the steel sheet pile, It is characterized by the above-mentioned. Yes.

  According to invention of Claim 2, it can be made to penetrate over several ground improvement piles only by connecting a steel sheet pile.

  The foundation structure using the ground improvement body according to claim 3 is the foundation structure using the ground improvement body according to claim 1, wherein the joining means includes a leg plate with studs embedded in the ground improvement body. The top plate with the stud is made of T-shaped steel arranged so as to be substantially flush with the upper surface of the ground improvement body.

  According to invention of Claim 3, a base part and a ground improvement body can be firmly joined by a stud.

  As described above, according to the present invention, the horizontal structure acting on the structure during an earthquake can be reliably transmitted to the ground improvement body, and the foundation structure using the ground improvement body that allows the ground improvement body to bear the load. Can be provided.

Explanatory drawing which shows the foundation structure using the ground improvement object which concerns on this embodiment Explanatory drawing which shows the basic structure using the ground improvement body which concerns on 1st Embodiment. The schematic perspective view which shows the ground improvement body which concerns on 1st Embodiment. Schematic plan view showing the foundation structure using the ground improvement body according to the first embodiment Explanatory drawing which shows the foundation structure using the ground improvement body which concerns on 2nd Embodiment. The schematic perspective view which shows the ground improvement body which concerns on 2nd Embodiment. Schematic plan view showing the foundation structure using the ground improvement body according to the second embodiment

  DESCRIPTION OF EMBODIMENTS Hereinafter, embodiments according to the present invention will be described in detail based on examples shown in the drawings. In each figure, the vertical upward direction is indicated by an arrow UP. In addition, the direction orthogonal to the arrow UP may be the horizontal direction, and may be indicated by the arrows HRx and HRy. First, the first embodiment will be described.

  As shown in FIGS. 1 and 2, the foundation structure 10 according to the present embodiment is a foundation structure constructed on a soft ground 12, and the ground (underground) 12 is reinforced with vertical support force. And the ground improvement body 14 for a liquefaction countermeasure is constructed | assembled. That is, the ground 12 on which the ground improvement body 14 is constructed is a liquefied layer L in which liquefaction is expected to occur during an earthquake, and the depth of the ground improvement body 14 is set to the bottom surface of the liquefied layer L. ing.

  As shown in FIG. 3, the ground improvement body 14 stirs and solidifies the stabilizer by the cement-type solidification material made into the slurry form, and the soil in the local ground 12 with the stirring apparatus which is not shown in figure. The cylindrical ground improvement piles 16 are formed in a wall shape that is continuously arranged. That is, the ground improvement body 14 has a side wall 14A in which a part of the peripheral wall 16A of the adjacent ground improvement pile 16 is shared and continuously integrated, and is generally lattice-like in a plan view. Has been built.

  And the uneven | corrugated | grooved part 15 is formed in the side wall 14A as a wall part of the ground improvement body 14 by integrating the surrounding wall 16A of the ground improvement pile 16 continuously. That is, the side wall 14A of the ground improvement body 14 is formed with a convex portion 15A having a circular arc shape in plan view, and a concave portion 15B is formed between the convex portions 15A.

  Further, as shown in FIGS. 3 and 4, a steel sheet pile 20 as a joining means 18 is straddled across the plurality of (for example, four) ground improvement piles 16 on the head of the ground improvement body 14. Is rooted. That is, the steel sheet piles 20 are connected and rooted at predetermined intervals for each of the plurality of ground improvement piles 16 over the entire ground improvement body 14. The upper part 20A is rooted so as to protrude a predetermined height from the upper end surface 14B of the ground improvement body 14, and the length of the lower part 20B rooted in the ground improvement body 14 is the length of the upper part 20A protruding from the upper end face 14B. It has been longer than that.

  As shown in FIGS. 1 and 2, concrete is cast on the upper portion of the ground improvement body 14 (the ground 12), and the foundation portion 24 of the building 26 is constructed. At this time, the upper part 20 </ b> A of each steel sheet pile 20 protruding from the upper end surface 14 </ b> B of the ground improvement body 14 is swallowed into the foundation part 24. Thereby, the foundation part 24 of the building 26 is structured to be integrally joined to the ground improvement body 14 via each steel sheet pile 20.

  Therefore, it is natural that the vertical load by the building 26 as a structure is directly transmitted from the foundation portion 24 of the building 26 to the ground improvement body 14, and the horizontal load acting on the building 26 during the earthquake is the building. It becomes possible to transmit to the ground improvement body 14 via each steel sheet pile 20 from 26 foundation parts 24.

  That is, since each steel sheet pile 20 is formed in a wave shape in a plan view, it has resistance to a horizontal load directed in the in-plane direction of the side wall 14A of the ground improvement body 14 (the direction in which the ground improvement piles 16 are arranged). . In addition, since each steel sheet pile 20 is embedded across a plurality of ground improvement piles 16, the load is not concentrated on one ground improvement pile 16. Therefore, the horizontal load acting on the building 26 during the earthquake can be appropriately borne by the ground improvement body 14.

  In addition, the ground improvement pile 16 is constructed in a wall shape by constructing a plurality (for example, four) of soil at a time and continuing the construction. And the steel sheet pile 20 is inserted every time construction of the ground improvement pile 16 is carried out. Therefore, the number of ground improvement piles 16 into which the steel sheet pile 20 is embedded is determined by the number of ground improvement piles 16 that can be constructed at a time.

  Further, as described above, in the steel sheet pile 20, the length of the lower portion 20 </ b> B that is embedded in the ground improvement body 14 is longer than the length of the upper portion 20 </ b> A that is swallowed into the foundation portion 24. This is because the strength of the ground improvement body 14 is lower than the strength of the base portion 24. That is, the steel sheet pile 20 has a structure that also serves as reinforcement of the ground improvement body 14 by being deeply embedded in the ground improvement body 14 having a lower strength than the foundation portion 24.

  Next, the operation of the basic structure 10 as described above will be described. First, a plurality of (for example, four) ground improvement piles 16 are successively constructed on the ground (underground) 12, and the wall-shaped ground improvement body 14 is constructed in a lattice shape. And whenever the ground improvement pile 16 is constructed several by one, the steel sheet pile 20 as the joining means 18 is incorporated. As a result, a plurality of steel sheet piles 20 rooted across the plurality of ground improvement piles 16 are provided at a predetermined interval on the head of the ground improvement body 14.

  In addition, the upper part 20A of each steel sheet pile 20 is made to protrude from the upper end surface 14B of the ground improvement body 14 at this time. And the lower part 20B of each steel sheet pile 20 is made to root longer than the length of 20 A of upper parts made to protrude from the upper end surface 14B. Thereby, since the ground improvement body 14 is reinforced with the several steel sheet pile 20, it becomes a structure which can resist more with respect to the inertial force (earthquake force) of the building 26. FIG.

  Thus, when the ground improvement body 14 in which the plurality of steel sheet piles 20 are rooted in the head is constructed, the base portion 24 is constructed on the top of the ground improvement body 14. That is, the concrete is placed on the upper part of the ground 12 so as to swallow the upper part 20A of each steel sheet pile 20 protruding from the upper end surface 14B of the ground improvement body 14. Then, the upper portion 20 </ b> A of each steel sheet pile 20 is swallowed into the foundation portion 24, and the foundation portion 24 and the ground improvement body 14 are integrally joined via each steel sheet pile 20.

  Accordingly, the horizontal load acting on the building 26 during the earthquake is transmitted from the foundation 24 of the building 26 to the ground improvement body 14 through the steel sheet piles 20. Here, each steel sheet pile 20 has resistance against a horizontal load directed in the in-plane direction of the side wall 14A of the ground improvement body 14, and is rooted over a plurality of ground improvement piles 16, and is one ground. The load is not concentrated on the improved pile 16.

  Therefore, the horizontal load acting on the building 26 during the earthquake is efficiently and reliably transmitted from the base portion 24 to the in-plane direction of the side wall 14A of the ground improvement body 14 (the arrow HRx direction or the arrow HRy direction shown in FIG. 4). Therefore, the horizontal load can be appropriately borne by the ground improvement body 14, and the building 26 can be seismic resistant.

  Further, in the case of such a foundation structure 10, as shown in FIG. 1, when the piled raft foundation structure is used in combination, that is, when the ground improvement body 14 and the pile 28 are used together, The sliding of the base part 24 can be suppressed or prevented.

  That is, the columnar pile 28 may be provided in at least some of the plurality of sections of the ground improvement body 14 in a lattice shape. The upper end surface 28A (see FIG. 4) of the pile 28 is configured to abut against the bottom surface 24A of the base portion 24, and the vertical load from the building 26 is almost received by the pile 28.

  Therefore, conventionally, the contact pressure between the foundation portion 24 and the ground improvement body 14 is reduced, and in some cases, the frictional resistance of the foundation portion 24 against the ground improvement body 14 cannot be expected during an earthquake. That is, the horizontal load acting on the building 26 at the time of the earthquake is not easily transmitted from the foundation portion 24 to the ground improvement body 14, and the ground improvement body 14 may not be able to properly bear the horizontal load.

  However, in the foundation structure 10 according to the present embodiment, the foundation portion 24 and the ground improvement body 14 are integrated (integrated jointly via the steel sheet pile 20), and thus act on the building 26 during an earthquake. The horizontal load can be reliably transmitted from the foundation portion 24 of the building 26 to the in-plane direction of the side wall 14A of the ground improvement body 14. Therefore, even if it is a structure provided with the pile 28, the above-mentioned horizontal load can be appropriately borne by the ground improvement body 14, and the earthquake resistance of the building 26 can be aimed at.

  In addition, when the ground improvement body 14 and the pile 28 are used in combination as described above, the horizontal load acting on the building 26 at the time of the earthquake is transmitted to the pile 28 as well. Since most of the structure is transmitted to the ground improvement body 14, the horizontal load transmitted to the pile 28 can be kept small. Therefore, the pile cross section of the pile 28 can be made small.

  Next, a second embodiment will be described. In addition, the same code | symbol is attached | subjected to the site | part equivalent to 1st Embodiment, and detailed description (an effect | action is also included) is abbreviate | omitted. As shown in FIG. 5 to FIG. 7, in the second embodiment, a joint that is rooted over a plurality of (for example, four) ground improvement piles 16 in the head of the ground improvement body 14. The means 18 is a T-shaped steel 22 having a predetermined length.

  As shown in FIG. 6, the T-shaped steel 22 includes a top plate 22 </ b> A having an upper surface (horizontal plane) and a leg plate 22 </ b> B having a side surface (vertical surface), and has a substantially “T” shape in sectional view. ing. A plurality of studs 23 are linearly arranged along the longitudinal direction on the top surface of the top plate 22A, and a plurality of studs 23 are linearly arranged along the longitudinal direction on both side surfaces of the leg plate 22B. It is installed side by side.

  As in the first embodiment, the T-shaped steel 22 is inserted while constructing a plurality of (for example, four) ground improvement piles 16, and as shown in FIG. A plurality of ground improvement piles 16 are embedded at a predetermined interval over the entire improved body 14. That is, each T-shaped steel 22 has a leg plate 22 </ b> B rooted in the ground improvement body 14 together with a plurality of studs 23 provided on both side surfaces thereof, and a top plate 22 </ b> A on the upper end surface 14 </ b> B of the ground improvement body 14. It is the structure arrange | positioned so that it may become substantially flush.

  Further, the number of studs 23 provided on the leg plate 22B is larger than the number of studs 23 provided on the top plate 22A. This is because the plurality of studs 23 provided on both side surfaces of the leg plate 22 </ b> B provide resistance to a horizontal load applied to the T-section steel 22 toward the in-plane direction of the ground improvement body 14. The T-shaped steel 22 is also embedded across the plurality of ground improvement piles 16 so that the load is not concentrated on one ground improvement pile 16.

  The plurality of studs 23 provided on the upper surface of the top plate 22A protrude upward. Therefore, as shown in FIG. 5, when concrete is cast on the upper portion of the ground improvement body 14 and the foundation portion 24 is constructed in the same manner as in the first embodiment, the top plate 22 </ b> A and the stud 23 are formed on the foundation portion 24. The foundation 24 and the ground improvement body 14 are firmly and integrally joined via the T-shaped steel 22 provided with the stud 23.

  Therefore, it is natural that the vertical load by the building 26 as a structure is directly transmitted from the foundation portion 24 of the building 26 to the ground improvement body 14, and the horizontal load acting on the building 26 during the earthquake is the building. It becomes possible to transmit from the foundation part 24 of 26 to the ground improvement body 14 via each T-shaped steel 22.

  That is, the horizontal load acting on the building 26 at the time of the earthquake is efficiently and reliably transmitted from the base portion 24 to the in-plane direction of the side wall 14A of the ground improvement body 14 (the arrow HRx direction or the arrow HRy direction shown in FIG. 7). Therefore, the horizontal load can be appropriately borne by the ground improvement body 14, and the earthquake resistance of the building 26 can be achieved as in the first embodiment.

  The basic structure 10 according to the present embodiment has been described based on the examples shown in the drawings. However, the basic structure 10 according to the present embodiment is not limited to the illustrated examples. For example, the joining means 18 is not limited to the illustrated steel sheet pile 20 or T-section steel 22. However, since the steel sheet pile 20 is less expensive than the T-section steel 22 or the like, there is an advantage that the cost can be reduced.

10 Foundation structure 12 Ground (underground)
DESCRIPTION OF SYMBOLS 14 Ground improvement body 16 Ground improvement pile 18 Joining means 20 Steel sheet pile 22 T-shape steel 23 Stud 24 Foundation part 26 Building (structure)
28 piles

Claims (3)

A wall-shaped ground improvement body formed by continuously providing ground improvement piles in the ground,
A joining means rooted over the plurality of ground improvement piles;
A base portion constructed on the ground improvement body and integrally joined to the ground improvement body by the joining means;
The foundation structure using the ground improvement body equipped with.   The said joining means is the foundation structure using the ground improvement body of Claim 1 comprised by the steel sheet pile.   The said joining means is comprised with the T-shaped steel arrange | positioned so that the leg plate with a stud may be rooted in the said ground improvement body, and the top plate with a stud may become substantially flush | planar with the upper surface of the said ground improvement body. Basic structure using the ground improvement body described in 1.

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