JP2010209547A - Wall pile and method for creating the same - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To effectively utilize a high load bearing capacity of the ground which is possessed by a bearing stratum. <P>SOLUTION: A tip (portion for supporting a lower end 250 of H-shaped steel 200) which is embedded (anchored) in the bearing stratum 15 of the wall pile 100 is formed as a concrete portion (150) which is formed of concrete (cement milk) with strength higher than the load bearing capacity of the ground possessed by the bearing stratum 15. This enables the effective utilization of the high load bearing capacity of the ground possessed by the bearing stratum 15. Consequently, a high end bearing capacity of the pile is obtained. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

  The present invention relates to a wall pile and a method for constructing the wall pile.

  Conventionally, when constructing an underground structure of a building, a method of constructing a retaining wall on the outer periphery of the underground structure and excavating the interior surrounded by the retaining wall has been widely implemented. The retaining wall is not removed after the building is built, but is left buried in the ground around the building. Further, as a retaining wall, a soil cement wall is known which is formed by continuously providing a soil cement column made of soil cent in a wall shape and incorporating an H-section steel (core material) therein. .

  For example, in Patent Document 1, a tip portion of each soil cement column is a root-solidified portion made of a rich blended soil cement or substantial cement milk or cement mortar, and a protrusion is formed on a core portion located in the root-solidified portion. A soil cement column base has been proposed in which a (stud) is formed and a core material is fixed (rooted) to a rooted portion via a protrusion-forming portion (see Patent Document 1).

  In addition, for example, in Patent Document 2, in a structure in which a reinforced concrete wall is integrally provided on the upper front side of a mountain retaining wall to form a permanent composite wall, and the foundation is rigidly joined to the legs of the reinforced concrete wall in the composite wall, A shear key to form a root-solidified portion with a well-mixed soil cement at the tip of the mountain retaining wall (soil cement wall) and to fix (root) the root-solidified portion at the bottom of the core material. A structure of a synthetic wall provided with a (stud) has been proposed (see Patent Document 2).

Japanese Patent Laid-Open No. 5-140929 JP 2000-129668 A

  However, the tip support force Rp due to the ground failure mode at the tip of the wall pile rooted (fixed) in the hard support layer is “ground support force of the support layer (Rp1 = 100 N · Ap)” and “tip portion of the wall pile. Strength (Rp2 = Fc · Ap) ”, whichever is smaller (tip support force Rp = min (Rp1, Pp2)). Therefore, when Rp2 <Rp1, the large ground support force of the hard support layer is not effectively used. Therefore, a large tip support force cannot be obtained (tip support force is not ensured).

For example, when a hard support layer with an N value of 60 or more is embedded (fixed) into the support layer at the tip of a soil cement wall (soil cement column) made of soil cement cement, the soil cement has low strength. Since (Fc = 1N / mm ² or so), the large ground support force of the support layer is not effectively used. Therefore, a large tip support force cannot be obtained (tip support force is not ensured).

  In the above, Rp is the tip supporting force, N is the N value, Ap is the cross-sectional area of the tip portion of the wall pile, and Fc is the strength.

  In view of the above, an object of the present invention is to provide a wall pile that can obtain a large tip support force by effectively utilizing a large ground support force of a support layer and a method for building the wall pile. .

  The invention according to claim 1 is a wall pile in which a core material whose lower end portion is located in the support layer is embedded, and a tip portion thereof is embedded in the support layer, and the tip portion that is embedded in the support layer is And a concrete part having a strength higher than the ground supporting force of the support layer and a soil cement part constituting an upper part than the concrete part.

  In invention of Claim 1, by making the front-end | tip part (part which supports the lower end part of a core material) rooted in the support layer in a wall pile into a concrete part whose strength is higher than the ground support force of a support layer, The large ground support force of the support layer is effectively used, and as a result, a large tip support force can be obtained.

  In other words, the ground support force of the support layer (Rp1 = 100 N · Ap) <the strength (Rp2 = Fc · Ap) of the concrete part (the tip of the wall pile) (Rp = min (Rp1) , Pp2) = Rp1).

  According to a second aspect of the present invention, the core material has a plurality of studs that protrude outward in the horizontal direction, and the stud is disposed at a portion corresponding to the soil cement portion, and the soil cement portion and the core material. Adhesive force + stud bearing strength> Set to be the frictional force of the peripheral surface between the soil cement part and the ground, the stud corresponding to the concrete part, the stud shear force> the support force of the support layer It is set to be.

  In the invention of claim 2, the stud at the portion corresponding to the soil cement portion is such that “the adhesion force between the soil cement portion and the core material + the stud bearing strength> the circumferential frictional force between the soil cement portion and the ground”. By being arranged in, the load transmitted from the structure to the core material is transmitted from the soil cement portion to the peripheral ground.

  Furthermore, the load is transmitted from the concrete portion to the support layer by disposing the stud so that “stud shear force> support force of the support layer” at the portion corresponding to the concrete portion.

  Therefore, the large ground support force which the support layer has is used more reliably and effectively, and as a result, a large tip support force can be obtained more reliably.

  According to a third aspect of the present invention, the arrangement density of the studs of the core material is larger in the concrete part than in the soil cement part.

  In the invention of claim 3, the load is more reliably transmitted from the concrete portion to the support layer by increasing the arrangement density of the studs in the concrete portion than in the soil cement portion. Therefore, the large ground supporting force which the support layer has is more effectively used, and as a result, a large tip supporting force can be obtained more reliably.

  Also, at the site corresponding to the soil cement part, the adhesion force between the soil cement and the core material + the stud bearing strength> the peripheral frictional force between the soil cement part and the ground, and at the part corresponding to the concrete part, the stud shear force> It can be easily set so as to be the supporting force of the support layer.

  According to a fourth aspect of the present invention, the soil cement portion constitutes a retaining wall.

  In invention of Claim 4, the soil cement part of a wall pile is functioned as a retaining wall at the time of excavation in a wall. That is, since the soil cement portion also serves as a mountain retaining wall, it is not necessary to provide a mountain retaining wall separately.

  According to a fifth aspect of the present invention, the upper part of the core member is coupled to the underground portion of the structural frame.

  In the invention of claim 5, the lower end portion of the core material is constrained by the concrete portion embedded in the support layer, and the upper portion of the core material is constrained by the underground portion of the structural frame. Accordingly, both the upper end portion and the lower end portion of the core material are constrained. And by setting it as the structure by which the upper end part and lower end part of a core material are restrained in this way, big bending rigidity is obtained with respect to the horizontal force (especially in-plane direction) at the time of an earthquake.

  The invention of claim 7 includes a drilling step of excavating a vertical hole reaching the support layer, a core material building step of building a core material in the vertical hole so that a lower end portion is located in the support layer, A treme pipe is inserted into the vertical hole in which the core material is built, and concrete having a strength higher than the ground supporting force of the support layer is discharged from the tremy pipe to form a concrete portion at the tip of the vertical hole. A concrete placing step, and a soil cement placing step of discharging the soil cement from the tremy tube to form a soil cement portion on the concrete portion.

  In the invention of claim 6, before the soil cement is discharged from the tremy pipe and the soil cement is placed, the concrete is discharged from the tremy pipe and the concrete is placed, so that the tip portion is easily made into the concrete portion. Wall piles are created.

  And the concrete part (part supporting the lower end part of the core material) that is embedded in the support layer in the wall pile is made of concrete having higher strength than the ground support force of the support layer, so that the support layer has a large The ground support force is effectively used, and as a result, a large tip support force can be obtained.

  The invention of claim 7 is a excavation step of excavating a vertical hole reaching the support layer, and a tremy pipe is inserted into the excavated vertical hole, and the strength is higher than the ground support force of the support layer from the tremy pipe. A concrete placing process for discharging a high concrete to form a concrete portion at a tip portion of the vertical hole, and a soil cement casting for discharging a soil cement from the tremy pipe to form a soil cement portion on the concrete portion. An installation step, and a core material installation step in which a core material is built until a lower end portion is embedded in the concrete portion in the vertical hole in which the concrete portion and the soil cement portion are formed.

  In the invention of claim 6, before the soil cement is discharged from the tremy pipe and the soil cement is placed, the concrete is discharged from the tremy pipe and the concrete is placed, so that the tip portion is easily made into the concrete portion. Wall piles are created.

  And the concrete part (part supporting the lower end part of the core material) embedded in the support layer in the wall pile is made of concrete having a higher strength than the ground support force of the support layer, so that the support layer has a large The ground support force is effectively used, and as a result, a large tip support force can be obtained.

  According to the first aspect of the present invention, a large tip support force can be obtained by effectively utilizing the large ground support force of the support layer.

  According to invention of Claim 2, the load transmitted to a core material from a structure can be transmitted to a surrounding ground from a soil cement part, and can be transmitted to a support layer from a concrete part. it can.

  According to invention of Claim 3, the load transmitted to a core material from a structure can be more reliably transmitted from a concrete part to a support layer.

  According to invention of Claim 4, it is not necessary to provide a mountain retaining wall separately.

  According to the fifth aspect of the present invention, a large bending rigidity is obtained with respect to a horizontal force (particularly in an in-plane direction) at the time of an earthquake by adopting a configuration in which the upper end portion and the lower end portion of the core material are restrained. be able to.

  According to the invention described in claim 6, it is possible to easily form a wall pile whose tip portion is a concrete portion, and to effectively utilize the large ground supporting force of the support layer, thereby providing a large tip support. You can gain power.

  According to the seventh aspect of the present invention, it is possible to easily form a wall pile whose tip portion is a concrete portion, and to effectively use the large ground supporting force of the support layer, thereby providing a large tip support. You can gain power.

(A) is the vertical sectional view which mainly shows the underground part (basement part) of the structure built using the wall pile of this embodiment and this wall pile, (B) is (A) It is a horizontal sectional view along the BB line of (), (C) is a horizontal sectional view along the CC line of (A). It is the expanded sectional view which expanded the front-end | tip part (concrete part) of the wall pile shown to FIG. 1 (A). (A) is the side view which looked at the core material (H shape steel) in the arrow F direction shown to FIG. 1 (A), (B) shows the core material (H shape steel) (the direction orthogonal to the arrow F) It is a front view. (A) is explanatory drawing (perspective view) for demonstrating the surrounding surface friction with a wall pile and the ground around this wall pile, and the ground supporting force in which a ground supports the front-end | tip of a wall pile, (B) These are explanatory drawings (perspective view) for demonstrating the adhesive force of a H-section steel and a concrete part or a H-section steel and a soil cement part. (A) is explanatory drawing explaining the operation | work on the ground in the construction method of the wall pile of this embodiment which applied the core material tip erection method of the excavated soil reuse continuous wall method, (B)-(F ) Is a process diagram showing in sequence the process of building a wall pile in the ground. (A) is explanatory drawing explaining the operation | work on the ground in the construction method of the wall pile of this embodiment which applied the core post-installation method of excavation soil reuse continuous wall construction method, (B)-(F ) Is a process diagram showing in sequence the process of building a wall pile in the ground.

  The wall pile (mounting wall) according to the embodiment of the present invention will be described with reference to FIGS. FIG. 1A is a vertical cross-sectional view mainly showing an underground part (an underground floor part) of a wall pile according to an embodiment of the present invention and a structure constructed using the wall pile. FIG. 1B is a horizontal sectional view taken along line BB in FIG. 1A, and FIG. 1C is a horizontal sectional view taken along line CC in FIG. FIG. 2 is an enlarged cross-sectional view of an enlarged front end portion (concrete portion) of the wall pile shown in FIG. 3A is a side view of the core material (H-shaped steel) as seen in the direction of arrow F shown in FIG. 1A, and FIG. 3B shows the core material (H-shaped steel) (arrow F). It is the front view (saw in the direction orthogonal to the direction).

  FIG. 4A is an explanatory diagram (perspective view) for explaining the peripheral friction between the wall pile and the ground around the wall pile, and the ground supporting force by which the ground supports the tip of the wall pile. . FIG. 4B is an explanatory view (perspective view) for explaining the adhesion force between the H-shaped steel and the concrete portion or the H-shaped steel and the soil cement portion.

  In each figure, an arrow Z indicates a vertical direction (up and down direction in FIG. 1A (a direction perpendicular to the ground)), and an arrow X indicates a horizontal direction orthogonal to the Z direction (FIG. 1A). The arrow Y direction indicates the horizontal direction orthogonal to the arrows X and Z.

  As shown in FIG. 1A, a reinforced concrete foundation bottom 22 that supports a structure 20 is formed at a bottom 12A of a ground recess 12 formed by excavating the ground 10. The foundation bottom 22 is supported by a wall pile 100 provided so as to surround the periphery of the foundation bottom 22. A concrete portion 150 (details will be described later) constituting the tip end portion of the wall pile 100 is rooted (fixed) in a hard support layer 15 under the ground 10.

  The wall pile 100 is embedded with an H-shaped steel 200 as a core material. The lower end 250 of the H-section steel 200 is embedded so as to be located in the support layer 15. Moreover, as shown in FIG. 1 (B) and FIG. 1 (C), a plurality of H-section steels 200 are embedded at intervals in the horizontal direction (Y direction).

  As shown in FIG. 1 (A), the wall pile 100 is a concrete portion that is formed of concrete that forms a tip portion that is rooted (fixed) in the support layer 15 and that has higher strength than the ground support force of the support layer 15. 150 (see also FIG. 2), and a soil cement part 140 that is configured by soil cement and is formed above the concrete part 150.

  Moreover, the front end 150A of the concrete part 150 is disposed below the lower end 250A of the lower end part 250 of the H-section steel 200 (predetermined between the front end 150A of the concrete part 150 and the lower end 250A of the H-section steel 200). (Predetermined) intervals are provided). Moreover, the concrete part 150 is provided to the upper part rather than the support layer 15 (refer also FIG. 2).

  As shown in FIG. 1 (A) and FIG. 1 (B), the upper side 142 of the soil cement portion 140 of the wall pile 100 is driven on the outer surface of the flange 202 of the H-section steel 200 and the soil cement portion 140 ( The stud 210 protruding from the upper side 142) is structurally integrated with the reinforced concrete wall 24 as the underground wall of the structure 20. In other words, the upper side 142 of the soil cement portion 140 of the wall pile 100 and the reinforced concrete wall 24 of the structure 20 are structurally integrated by the stud 210 to constitute the composite wall 30. In the present embodiment, the base bottom 22 is rigidly joined to the lower end portion of the reinforced concrete wall 24.

  In other words, the upper side 142 above the foundation bottom 22 in the soil cement portion 140 of the wall pile 100 of the present embodiment is composed of the H-shaped steel 200 and the reinforced concrete wall 24 of the underground wall of the post-cast structure 20. Is used as an underground outer wall of a composite structure in which are connected by a stud 210.

  In addition, by effectively using the H-shaped steel 200 as a permanent wall in this way, it becomes possible to reduce the wall thickness of the reinforced concrete wall 24 to be placed later, and as a result, the underground site can be effectively used.

  As shown in FIG. 1 (A) and FIG. 1 (C), in the shaft part 144 constituting the lower side of the foundation bottom 22 in the soil cement part 140 of the wall pile 100 and the concrete part 150 constituting the tip part. Are provided on the web surface 204 of the H-section steel 200 with a plurality of studs 212 protruding outward in the horizontal direction. In the stud 212, the lower end portion 250 (the portion corresponding to the concrete portion 150) is more closely spaced (arranged) than the portion corresponding to the shaft portion 144 (FIG. 3A). See also).

  Further, as shown in FIG. 3B and FIG. 2, a stud 214 is also formed on the inner surface of the flange 202 at the lower end portion 250 (a portion corresponding to the concrete portion 150).

  As described above, the arrangement density of the studs 212 and 214 of the H-shaped steel 200 is set larger at the lower end portion 250 (the portion corresponding to the concrete portion 150) than at the portion corresponding to the shaft portion 144 (FIG. 3). (See (A) and (B)).

In addition, at the portion corresponding to the shaft portion 144, the stud 212 is
Adhesive force between shaft portion 144 (soil cement) and H-section steel 200 (see arrow F3 in FIG. 4B) + stud bearing bearing strength> Friction force on peripheral surface between shaft portion 144 and ground 10 (FIG. 4A) ) (See arrow F1)
Set to be

At the lower end portion 250 (the portion corresponding to the concrete portion 150), the studs 212 and 214 are
Stud shear force> Ground support force of support layer (tip support force, see arrow F2 in FIG. 4A)
It is set to become.

  In the present embodiment, the upper side 142 of the soil cement portion 140 of the wall pile 100 is used as a retaining wall (a soil cement wall used as a temporary retaining wall that has been buried in the past is used as an underground outer wall). And effectively used as piles). In other words, the temporary mountain retaining wall used when excavating the ground 10 to form the ground recess 12 is effectively used as an underground outer wall and a wall pile at the outer periphery of the building.

  Next, a construction method (building method) of the wall pile (mountain wall) 100 according to the present embodiment will be described with reference to FIGS. 5 and 6. In addition, this construction method applies the excavated soil reuse continuous wall method (Takenaka soil cement continuous underground wall method (TSW method)).

  Here, the excavated soil reuse continuous wall method is a mountain retaining method for deep underground work that combines the RC continuous wall excavation method and the soil column wall retaining components. The excavated soil reuse continuous wall construction method is a method of kneading excavated local soil with cement milk as the main raw material, and using it for mountain retaining walls and underground walls as highly watertight soil cement. Is possible.

  In addition, in the construction of the excavated soil reuse continuous wall construction method, there are a core material pre-installation method in which the core material is put first and a core material post-installation method in which the core material is put in later.

  And the construction of the wall pile 100 of the present embodiment (excavated soil reuse continuous wall construction method) and the core material pre-installation method (see FIG. 5) in which the H-shaped steel 200 as the core material is put first. There is a post-core material mounting method (see FIG. 6) in which the H-shaped steel 200 as the core material is inserted later.

  In addition, FIG. 5 is explanatory drawing explaining the construction method of the wall pile 100 which applied the core material tip erection method of the excavation soil reuse continuous wall method (Takenaka soil cement continuous underground wall method (TSW method)). FIG. 6 is an explanatory diagram for explaining a construction method of the wall pile 100 to which the core post-installation method is applied. Moreover, (A) of FIG.5 and FIG.6 is explanatory drawing explaining the operation | work on the ground at the time of constructing the wall pile 100, respectively, (B)-(F) of FIG.5 and FIG.6 is a wall. It is process drawing which shows the process of creating the pile 100 in the ground in order.

  First, the construction method of the wall pile 100 which applied the core material tip erection method of the excavation soil reuse continuous wall method (Takenaka soil cement continuous underground wall method (TSW method)) is demonstrated using FIG.

  As shown in FIG. 5B, the vertical hole 50 reaching the support layer 15 is excavated using an excavator 502 (excavation process).

  As shown in FIG. 5C, the erection jig 504 is installed in the opening portion of the vertical hole 50 (jig installation process).

  As shown in FIG. 5 (D), the H-section steel 200 is built into the vertical hole 50 by using a building jig 504. At that time, the lower end portion 250 of the H-shaped steel 200 is built so as to be positioned on the support layer 15. Further, the lower end 250A of the H-shaped steel 200 is built with a space from the bottom surface 50A of the vertical hole 50 (the lower end 250A is not in contact with the bottom surface 50A of the vertical hole 50).

  As shown in FIG. 5E, the tremy tube 506 is fixed to the opening of the vertical hole 50.

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  As shown in FIG. 5 (E), the concrete produced in another plant is discharged from the tremy pipe 506 and poured into the vertical hole 50. At this time, when the concrete is poured until it exceeds the support layer 15, the pouring is stopped and the concrete portion 150 is placed (concrete placing step).

  Next, as shown in FIG. 5A, the raw soil (generated soil) when excavated is carried to a special screen 604 by a shovel car 602, passed through the special screen 604, and then measured by a belt conveyor 606. Carry to. The transported soil is weighed in the weighing tank 608 and then sent to the forced biaxial mixer 630.

  On the other hand, water is sent from the fresh water tank 624 to the stirring tank 622 via the flow meter 626 and cement is sent from the cement silo 620 to the stirring tank 622. Cement and water are stirred in the stirring tank 622 to produce cement milk. The produced cement milk is sent to a forced biaxial mixer 630 by a pressure pump 628.

  In the forced biaxial mixer 630, the soil and cement milk are mixed with stirring to create a soil cement. The produced soil cement is stirred and mixed by the agitator 632 and stored.

  Then, the soil cement is sent from the agitator 632 to the truck mixer (mixer truck) 636 by the slurry pump 634, and the soil cement is injected from the truck mixer 636 into the tremy pipe 506.

  As shown in FIG. 5 (F), the soil cement is discharged from the treme tube 506 and poured onto the concrete portion 150 of the vertical hole 50, and the soil cement portion 140 is placed on the concrete portion 150 (soil cement placing step). ).

  Next, the construction method of the wall pile 100 using the core material post-installation method of the excavated soil reuse continuous wall method (Takenaka soil cement continuous underground wall method (TSW method)) will be described with reference to FIG.

  As shown in FIG. 6 (B), the vertical hole 50 reaching the support layer 15 is excavated using an excavator 502 (excavation process). As shown in FIG. 6C, the tremy tube 506 is fixed to the opening of the vertical hole 50.

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  As shown in FIG. 6C, the concrete produced in a different plant is discharged from the tremy pipe 506 and poured into the vertical hole 50. At this time, when the concrete is poured until it exceeds the support layer 15, the pouring is stopped and the concrete portion 150 is placed (concrete placing step).

  Next, as shown in FIG. 6A, the raw soil (generated soil) when excavated is carried to a special screen 604 by a shovel car 602, passed through the special screen 604, and then measured by a belt conveyor 606. Carry to. The transported soil is weighed in the weighing tank 608 and then sent to the forced biaxial mixer 630.

  Then, the cement milk produced by stirring the cement and water in the agitation tank 622 described above is sent to the forced biaxial mixer 630 by the pressure feed pump 628.

  In the forced biaxial mixer 630, the soil and cement milk are mixed with stirring to create a soil cement. The produced soil cement is stirred and mixed by the agitator 632 and stored.

  Similarly, the soil cement is sent from the agitator 632 to the truck mixer (mixer truck) 636 by the slurry pump 634, and the soil cement is injected from the truck mixer 636 into the tremy pipe 506.

  As shown in FIG. 6D, the soil cement is discharged from the tremy pipe 506 and poured onto the concrete portion 150 of the vertical hole 50, and the soil cement portion 140 is placed on the concrete portion 150 (soil cement placing step). ).

  As shown in FIG. 5 (E), the erection jig 504 is installed in the opening portion of the vertical hole 50 (jig installation process).

  As shown in FIG. 5 (F), the H-section steel 200 is built into the vertical hole 50 by using an erection jig 504. In that case, the lower end part 250 of the H-section steel 200 is built so that it may be located in the concrete part 150 (support layer 15). Further, the lower end 250A of the H-shaped steel 200 is built with a space from the bottom surface 50A of the vertical hole 50 (the lower end 250A is not in contact with the bottom surface 50A).

  Next, the operation and effect of this embodiment will be described.

  Tip support force Rp (see also arrow F in FIG. 4A) in the ground fracture mode at the tip portion of the wall pile 100 that is rooted (fixed) in the support layer 15 (the portion that supports the lower end portion 250 of the H-section steel 200). ) Is determined by the smaller one of “ground support force of the support layer (Rp1 = 100 N · Ap)” and “strength of the tip portion of the wall pile (Rp2 = Fc · Ap)” (tip support force Rp = min (Rp1, Pp2), where Rp is the tip support force, N is the N value, Ap is the cross-sectional area of the tip of the wall pile, and Fc is the strength.

  And in this embodiment, as shown in FIG. 2, the lower end part 250 of the H-section steel 200 transmitted to the H-section steel from the structure 20 into the support layer 15 in the wall pile 100 (fixed). ) Is a concrete portion 150 made of concrete (cement milk) having a higher strength than the ground support force of the hard support layer 15, so that the large ground support force of the hard support layer 15 is effectively obtained. As a result, a large tip support force (see also the arrow F in FIG. 4A) is obtained (a large tip support force is ensured).

  In other words, the ground support force Rp1 (= 100 N · Ap) of the support layer 15 <the strength Rp2 (= Fc · Ap) of the concrete part (the tip part of the wall pile 100) makes the large ground that the hard support layer 15 has. The support force Rp1 is effectively used, and as a result, a large tip support force Rp (= Rp1) is obtained (see also FIG. 4).

  Further, in the portion corresponding to the shaft portion 144 in the H-shaped steel 200, the stud 212 has the following expression: “Adhesive force between the shaft portion 144 and the H-shaped steel 200 + stud bearing bearing strength> Surface friction force between the shaft portion 144 and the ground 10. ”(See FIG. 4A).

  Therefore, the load transmitted from the structure 20 to the H-section steel 200 is transmitted from the shaft portion 144 to the peripheral ground (the ground 10).

  Further, the studs 212 and 214 are arranged so that “stud shear force> tip support force (tip support force of the support layer 15)” at the lower end portion 250 (the portion corresponding to the concrete portion 150) of the H-shaped steel 200. (See FIG. 4B).

  Therefore, the load of the structure 20 transmitted to the H-section steel 200 is transmitted from the concrete portion 150 to the support layer 15.

  That is, the large ground support force of the hard support layer 15 can be used more reliably and effectively, and as a result, a large tip support force can be obtained more reliably.

  In the present embodiment, depending on the arrangement density of the studs 212 and 214, “adhesive force between the shaft portion 144 and the H-shaped steel 200 + stud bearing bearing strength> peripheral friction force between the shaft portion 144 and the ground 10”. However, it is set so that “stud shear force> tip support force (tip support force of the support layer 15)”. For example, the length and thickness of the studs 212 and 214 may be changed.

  Moreover, the upper side 142 of the soil cement part 140 of the wall pile 100 is made to function as a retaining wall at the time of excavation in a wall. That is, since the upper side 142 of the soil cement part 140 also serves as a mountain retaining wall, it is not necessary to provide a mountain retaining wall separately.

  As shown in FIG. 1, the lower end portion 250 of the H-section steel 200 is constrained by a concrete portion 150 that is rooted (fixed) in the support layer 15, and the upper portion of the H-section steel 200 is an underground floor of the structure 20. The reinforced concrete wall 24 (the underground part of the structural frame) is restrained. Thus, both the upper end portion and the lower end portion of the H-section steel 200 are constrained by concrete. And by setting it as the structure which the upper end part and lower end part of H-section steel 200 are restrained in this way, the wall pile 100 is the horizontal force at the time of an earthquake (especially in-plane direction (X direction in FIG. 1 (A)). ) With high bending rigidity.

  In addition, as shown in FIGS. 5 and 6, in the conventional TSW method, before discharging the soil cement from the tremy pipe 506 and placing the soil cement, the concrete is driven by discharging the concrete from the tremy pipe. By doing so, it is possible to easily create the wall pile 100 whose tip portion is the concrete portion 150 (by applying the conventional TSW method, the wall pile 100 whose tip portion is the concrete portion 150 can be easily formed. Can be created).

  The present invention is not limited to the above embodiment. Needless to say, various embodiments can be implemented without departing from the scope of the present invention.

10 Ground 15 Support layer 20 Structure 24 Reinforced concrete wall (underground part of the structural frame)
50 Vertical hole 100 Wall pile 140 Soil cement part 150 Concrete part 200 H-section steel (core material)
212 Stud 214 Stud 250 Lower end 506 Tremy tube

Claims (7)

A wall pile in which a core whose lower end is located in the support layer is embedded, and a tip portion is embedded in the support layer,
Constituting a tip portion to be embedded in the support layer, a concrete portion having a higher strength than the ground support force of the support layer,
A soil cement part constituting the upper part of the concrete part;
Wall pile with. The core member has a plurality of studs protruding outward in the horizontal direction,
In the part corresponding to the soil cement part, the stud is
Set so that the adhesive force between the soil cement portion and the core material + stud bearing strength> the peripheral friction force between the soil cement portion and the ground,
In the part corresponding to the concrete part, the stud,
The wall pile according to claim 1, which is set to have a stud shear force> a support force of the support layer.   The wall pile according to claim 1 or 2, wherein the arrangement density of the studs of the core material is larger in a part corresponding to the concrete part than in a part corresponding to the soil cement part.   The wall pile according to any one of claims 1 to 3, wherein the soil cement portion constitutes a retaining wall.   The wall pile according to any one of claims 1 to 4, wherein an upper portion of the core member is coupled to an underground portion of the structural frame. Excavation process to excavate the vertical hole reaching the support layer;
In the vertical hole, a core material erection process in which a core material is erected so that a lower end portion is located in the support layer,
A treme pipe is inserted into the vertical hole in which the core material is built, and concrete having a strength higher than the ground supporting force of the support layer is discharged from the tremy pipe to form a concrete portion at the tip of the vertical hole. Concrete placing process,
Discharging the soil cement from the tremy tube and forming a soil cement portion on the concrete portion;
A wall pile construction method. Excavation process to excavate the vertical hole reaching the support layer;
Inserting a tremmy pipe into the drilled vertical hole and discharging concrete having a strength higher than the ground support force of the support layer from the tremy pipe to form a concrete portion at the tip of the vertical hole. Installation process,
Discharging a soil cement from the tremy tube, and forming a soil cement portion on the concrete portion;
In the vertical hole in which the concrete part and the soil cement part are formed, a core material erection step of constructing a core material until a lower end part is embedded in the concrete part,
A wall pile construction method.

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