JP2002212944A - Underground wall construction - Google Patents

Abstract

PROBLEM TO BE SOLVED: To effectively utilize temporary earth-retaining wall pile members, and easily and definitely reinforce the main body of a reinforced concrete wall body. SOLUTION: A steel pile member 2 installed as a temporary earth-retaining wall pile members and a reinforced concrete wall body 4 built adjacent to the steel pile member 2 provides an underground wall construction 1 connected in a lateral direction by a joined member 8 provided only in the intermediate region 6 at a predetermined height of story.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an underground wall structure in which a steel pile member such as an H-section steel or a steel sheet pile is used as a temporary pile retaining wall pile material and used for reinforcing a permanent underground outer wall. Things.

[0002]

2. Description of the Related Art Prior to constructing a reinforced concrete outer wall body, which is a permanent durable structure, in an excavated ground,
A retaining wall is constructed to keep the surrounding ground from collapsing. The pile retaining wall construction method includes a parent pile horizontal sheet pile wall construction method, a steel sheet pile wall construction method, and a soil cement column wall construction method.

[0003] These retaining walls are used as temporary structures during the underground construction period, and are generally left as they are in the ground after use. The temporary mountain retaining wall and the main reinforced concrete outer wall to be constructed thereafter are arranged underground as separate and independent walls. The outer wall must be designed such that the outer wall alone can support the total earth pressure and the total water pressure, assuming that there is no retaining wall.

[0004] On the other hand, there is a method in which a mountain retaining wall pile (core material) and a reinforced concrete outer wall are integrated as a composite wall, and the mountain retaining wall pile is used as a permanent outer wall. FIG.
FIG. 3 is a diagram showing an underground wall structure when a composite wall is used.
In FIG. 11, after welding a joining member 31 such as a headed stud over the entire area in the vertical direction (floor height direction) to a surface of a retaining wall pile member 30 exposed by excavation underground, an outer wall body 32 made of reinforced concrete is welded. It is constructed so as to be in close contact with the exposed surface of the retaining wall pile member 30. The underground wall structure 33 is configured as a composite wall in which the joining member 31 is embedded inside the outer wall body 32 and the retaining wall pile member 30 is integrated with the reinforced concrete outer wall body 32. In this case, a mechanical composite effect of improving the strength and rigidity of the underground wall structure 33 by the retaining wall pile member 30 is exhibited.

[0005]

However, the underground wall structure 33 is supported horizontally at the height of the floor slabs 34, 34 of each floor, and has a horizontal level such as earth pressure and water pressure acting on the underground wall structure 33. It functions as a planar bending material that generates bending moment and lateral shearing force (horizontal force) by external force. In order for the pile retaining material 30 and the reinforced concrete outer wall 32 to exhibit a mechanically synthesizing effect as a synthetic wall, a longitudinal shearing force (a force that causes a displacement in the longitudinal direction) generated at the contact surface between them. ), It is necessary to provide a sufficient number of joining members 31 such as studs as a shear connector (shear stopper member) over the entire floor height.

[0006] There are two types of composite walls, complete composite walls and incomplete composite walls. In the complete composite wall functioning as a cross section in which the retaining wall pile member 30 and the outer wall body 32 are completely integrated, an enormous number of joining members 31 are required, and a welding operation for welding the joining members 31 to the retaining wall pile member 30 is required. However, there is an inconvenience that an enormous number of work steps are required. Also, the joining member 3
If 1 is an incomplete composite wall that does not satisfy the required number as a complete composite wall, the joining member 3 is formed by a longitudinal shear force.
1 may yield-deform and the cross-section integrity may decrease.

Further, when constructing a composite wall, the share of the load due to the horizontal force acting on the pile retaining wall pile member 30 and the reinforced concrete outer wall 32 depends on the type and specification of the retaining wall, the degree of joining, the ground, and the like. There is also a problem that it cannot be easily set because it differs depending on conditions, elapsed time, and the like, and design is difficult.

The present invention has been made in view of the above-mentioned circumstances, and has a steel pile member and an underground outer wall laterally connected by a connecting member partially arranged in a vertical direction.
It is an object of the present invention to provide an underground wall structure in which a steel pile member is used as a temporary pile retaining wall pile material and used as a reinforcing material for a permanent underground outer wall.

[0009]

In order to achieve the above object, the present invention proposes the following means. [Invention according to claim 1] A steel pile member constituting a temporary retaining wall and a main reinforced concrete wall constructed adjacent to the steel pile member are placed in an intermediate area of a predetermined floor height. Is an underground wall structure which is connected in the lateral direction by a connecting member provided in the above.

[Invention according to claim 2] The reinforced concrete wall body is restrained from being horizontally deformed by horizontal members such as floor slabs, beams and the like, which are vertically spaced, and the horizontal members on the upper and lower floors are provided. The underground wall structure according to claim 1, wherein a flexible region that is horizontally deformed is formed within a range of the inner floor height formed therebetween.

[Invention according to claim 3] The steel pile member and the reinforced concrete wall are connected to each other by horizontal connection by the connection member against horizontal external force such as earth pressure and water pressure. The underground wall structure according to claim 1 or 2, wherein the horizontal deformation at the position (1) is made to be substantially the same.

[Invention according to claim 4] The intermediate area of the predetermined floor height is approximately 25% to 7% of the inner floor height from the upper surface of the horizontal member.
The underground wall structure according to any one of claims 1 to 3, which is in a range of 5%.

According to a fifth aspect of the present invention, the connecting member is a headed stud having one end fixed to a steel pile member and the other end fixed to a reinforced concrete wall.
The underground wall structure according to any one of claims 1 to 4.

[Invention according to claim 6] The connecting member is composed of a tensile structural member such as a reinforcing bar or a steel member fixed to a steel pile member, and has a predetermined anchoring length embedded in a reinforced concrete wall. The underground wall structure according to any one of claims 1 to 4, wherein the underground wall structure is provided.

The invention according to claim 7 is the underground wall structure according to claim 6, wherein a female screw portion is provided on the steel pile member, and a male screw portion fastened to the female screw portion is provided on the connecting member.

[0016]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS One embodiment of an underground wall structure according to the present invention will be described below with reference to FIGS.
As shown in FIGS. 1 and 2, the underground wall structure 1 according to the present embodiment includes a steel pile member 2 installed in the ground as a temporary pile retaining member, and a steel pile member 2 adjacent to the steel pile member 2. And an outer wall 4 made of reinforced concrete constructed as a part of an underground structure (post-pumped body) 3 in an intermediate area 6 of a predetermined floor height by a connecting member 8 in a lateral direction.

In the first embodiment, a case will be described in which an H-shaped steel is used as a pile retaining wall core material (core material) and the retaining wall is formed by a soil cement column wall method. The retaining wall is
It includes a soil cement column wall 9 and a steel pile member 2 embedded in the soil cement column wall 9. For example, an H-section steel is used as the steel pile member 2. The retaining wall as temporary construction is the same as the conventional technology. The steel pile member is used as a temporary pile retaining wall pile member and is also used as a main reinforcing structural member of the underground outer wall.

The underground structure (post-cast body) 3 is a structure that forms the underground portion of the main building. The term “main construction” is a term for temporary construction, and refers to a durable structure that is used for a predetermined service life after the completion of the building. The underground structure 3 shown in FIG. 1 shows the case of the second basement floor. The underground structure 3 includes a foundation 13, a foundation beam 12 and a foundation slab 11, an outer wall body 4 on each floor, floor slabs 14 and 15 formed for each floor position on each floor, and horizontal members such as beams 16, columns 19, and the like. It consists of. FIG. 1 shows a case of a pile foundation that supports the underground structure 3 with a pile 10, but may be a direct foundation. As shown in FIG. 1 and FIG. 2, an outer peripheral beam 17 (second basement) and an outer beam 18 (first floor, first basement) are arranged on a floor surface orthogonal to the foundation beams 12, the beams 16, and the like. It is integrated as a frame beam of the outer wall body 4.

The outer wall 4 is a reinforced concrete wall having a predetermined wall thickness. 1 to 5, the reinforcing bars (wall reinforcing bars) arranged in the vertical and horizontal directions inside the wall are not shown. The outer wall body 4 includes a floor slab 14 (second basement floor) and a floor slab 1
5 (1st floor, 1st basement), beams 16 (1st floor, 1st basement), etc., restrict horizontal deformation. The horizontal member is a member that restrains horizontal deformation of the outer wall body 4 to which a horizontal external force such as earth pressure or water pressure acts. For example, it is a floor slab, a beam, or the like that is erected laterally at a predetermined floor height. But,
The horizontal member may have a function of restraining the horizontal deformation of the outer wall 4, and may be, for example, a brace, a fired material, a buttress, or the like.

When the outer peripheral beam 18 (first floor, first basement floor) is formed to have a section having sufficient rigidity, it functions as a horizontal member integrated with the floor slab 15 and the upper end of the outer peripheral beam 18. The horizontal deformation of the outer wall body 4 can be restricted in the range from the lower end to the lower end. The outer wall body 4 forms a horizontally deformable flexible region within the range of the inner floor height (h01 in FIG. 2) formed between the horizontal members on the upper and lower floors. When the outer beam 18 (first floor, first basement) has a small cross section and does not have sufficient rigidity, or
When the outer beam 18 is not provided, the inner floor height is treated as the floor height (H1) of each floor minus the thickness of the floor slab.

The connecting member 8 is a tensile structural member that connects the steel pile member 2 and the reinforced concrete outer wall 4 in the middle area 6 at a predetermined floor height in the lateral direction. A tensile structural member is a member that receives a tensile force in the direction of its material axis. The force generated in the cross section that constitutes the structural member is the bending moment,
Although classified into shear force and axial force (tensile force, compressive force), a member in which tensile force is dominant is referred to as a tensile structural member. The tensile structural member is mainly a linear material, and the joining (supporting) condition of the material ends may be a pin joining at both ends, a fixed joining at both ends, a fixed joining at one end, and a pin joining at the other end. When both ends are pin-joined, strength and rigidity are not required for compressive force, bending moment and shear force.

The connecting member 8 allows the steel pile member 2 and the outer wall 4 to be connected to each other by horizontal external force such as earth pressure and water pressure.
Are cooperated so that the horizontal deformations at the positions are substantially the same. The steel pile member 2 and the outer wall 4 are connected to the connecting member 8.
Although there is a condition of substantially the same horizontal deformation at the position, the composite structure functions as a separate and independent structural member for horizontal external force. The sectional strength of the composite structure is calculated as the sum of the sectional strengths of the steel pile member 2 and the outer wall 4 separately. The connecting member 8 functions as a shear connector (shear preventing member) effective for a longitudinal shearing force (a force that causes a vertical displacement) generated on a contact surface between the steel pile member 2 and the outer wall 4. Is not required. However, if the connecting member 8 has a structure having strength and rigidity against shearing force, it may be configured as a member that resists a longitudinal shearing force generated between the steel pile member 2 and the outer wall body 4.

As the connecting member 8, a stud with a head, a bolt (rebar), a steel member, or the like having excellent pull-out resistance and tensile strength can be used. The connecting member 8 has one end fixed to the steel pile member 2 and the other end embedded with a predetermined fixing length (TL in FIGS. 4 and 5) in the concrete section of the outer wall 4. The connecting member 8 and the steel pile member 2 are joined by welding, mechanical joining, or the like, and the joint between the connecting member 8 and the steel pile member 2 may be any of pin joint, fixed joint, and semi-fixed joint. good. The predetermined fixing length of the connecting member 8 is set by a pull-out resistance force required in design. In order to increase the pull-out resistance of the connecting member 8, it is preferable to provide a projection at the other end of the connecting member 8 in the concrete.
For example, a head of a stud, a hook of a reinforcing bar, a fixing plate of a reinforcing bar, and the like. A tensile force is generated in the connecting member 8 that joins the steel pile member 2 and the outer wall body 4 due to horizontal external force such as earth pressure and water pressure, but between the connecting member 8 and the concrete of the outer wall body 4, The tensile force is transmitted by the adhesive strength of the steel.

As the connecting member 8, in the example shown in FIG. 4, a headed stud 8 having a predetermined fixing length (TL in FIG. 4) is used. Since the pull-out resistance and the tensile strength per head of the stud 8 are limited, the cross-sectional diameter and the number of the studs 8 are adjusted so as to have the pull-out resistance and the tensile strength enough to withstand the tensile force generated in the connecting member 8. Is selected. In FIG.
Four headed studs 8 are intensively fixed at predetermined intervals to an H-shaped steel flange 2a, which is a steel pile member 2.
That is, one connecting member 8 is constituted by the four headed studs 8.

The connecting member 8 shown in FIG. 5 uses a bolt (rebar) 8 with a head. At one end of the bolt 8, a male screw portion 8a is formed. A through hole 20 is provided in the flange 2a of the H-shaped steel, which is the steel pile member 2, and a cap nut 21 is attached and placed on the back side of the flange 2a corresponding to the through hole 20. Connect the male thread 8a of the bolt 8 to the cap nut 2
The bolt 8 is fixed to the H-shaped steel by fitting it into the female screw portion 21a of the first screw. The bolt 8 has a sectional diameter and the number selected in accordance with the tensile force generated in the connecting member 8. However, since the fixing length of the bolt 8 (TL in FIG. 5) can be freely selected, a large concrete wall thickness is required. A sufficient fixing length can be secured also on the outer wall 4. Instead of headed bolt 8, bolt 8
A fixing plate (anchor plate) made of a steel plate may be attached to the end of the bolt 8 to increase the pull-out resistance of the bolt 8. When inserting the steel pile member 2 into the soil cement column wall 9, the through hole 20 is closed with a closing member (not shown) such as tape so that the soil cement column wall 9 does not enter the cap nut 21. You should keep it.

The intermediate area 6 of the floor height refers to a range in the vertical direction (height direction) in which the connecting member 8 can be provided, and means a region near the center of the floor height (H1, H2) of each floor. I have.
As shown in FIG. 2, a description will be given by taking a basement first floor portion as an example. When the outer peripheral beam 18 (first floor, first basement floor) is formed in a section having sufficient rigidity, from the floor height H1,
This is a region in which h01 / 4 is equally distributed up and down from the center height of the inner floor height (h01) obtained by subtracting the sectional height GD of the outer peripheral beam 18 (first floor). In other words, floor slab 15
Is defined as a range of approximately 25% to 75% of the inner floor height h01 above the upper surface position.

In FIG. 1 and FIG. 2, the connecting member 8 is
One at each of the central part of the inner floor height (h01) of the first floor and the second basement floor. One connecting member 8 is composed of, for example, four headed studs 8.

In the underground structure 3, horizontal external forces such as earth pressure and water pressure are applied as horizontal forces of distributed load by using the outer wall 4 on the first and second basement floors and the outer foundation beam 17 on the second and lower basement floors as pressure receiving surfaces. Works.

FIG. 6 shows an underground structure 3 for one span on the first basement floor, which is visually clearly shown. The outer wall 4 functions as one planar bending material fixedly supported on four sides by the floor slab 15 at the upper and lower ends and the columns 19 at the left and right ends. The outer wall body 4 has an inner span method (SP1) and an inner floor height (h0
1) A rectangular front shape having a length is formed. A plurality of steel pile members 2 are provided at a predetermined pitch in the horizontal direction along the outer wall body 4. In FIG. 6, the pitch P1 of the steel pile member 2 is larger than that shown in FIG. 3 for clarity in drawing. The steel pile member 2 functions as one linear bending member arranged in the vertical direction. A bending material is a member that bears a bending moment. The forces generated in the cross section of the structural member are classified into bending moment, shear force, and axial force (axial force). A member in which the bending moment is dominant is called a bending material.

A horizontal external force such as earth pressure or water pressure acts on the surface of the outer wall 4 and the surface of the steel pile member 2 as a pressure receiving surface. The outer wall 4 is horizontally supported by upper and lower floor slabs 15,
Horizontal deformation occurs so as to be convex toward the indoor side in the flexible region (h01 in FIG. 6) between the upper and lower floor slabs 15. The steel pile member 2 and the outer wall 4 are configured to cooperate so that the horizontal deformation at the position of the connecting member 8 becomes substantially the same. Therefore,
The steel pile member 2 which is a linear bending member functions as a reinforcing member of the outer wall 4 which is one planar bending member.

The tensile force corresponding to the horizontal force borne by the steel pile member 2 is transmitted from the outer wall 4 to the steel pile member 2 via the connecting member 8. That is, the linear steel pile member 2 is fixed and supported by the upper and lower floor slabs 15 and functions as one linear bending material receiving a horizontal force as a concentrated load at the center thereof. A compressive force C is generated at the joint between the steel pile member 2 and the upper and lower floor slabs 15 as a fulcrum reaction force of the steel pile member 2.

A method of replacing the underground wall structure 1 with a structural mechanical model used for stress analysis will be described with reference to FIG. The stress analysis is a static analysis method in which a static horizontal force acts on a structural mechanical model (stress analysis model) as a nodal load and an intermediate load to obtain deformation and stress of a member.
The steel pile member 2 is replaced with one straight member that passes through the center of the cross section in the length direction (longitudinal direction) of the member. The outer wall body 4 is replaced by one vertical straight member having a width corresponding to the horizontal pitch of the steel pile member 2 (P1 in FIG. 3). FIG.
The four headed studs 8 shown in FIG. 3 are combined as one connecting member 8 and both ends are replaced with a single linear member of pins.

The steel pile member 2 and the outer wall body 4 are replaced by a straight material model supported by pin fulcrums (P, Q in FIG. 7) at the upper and lower floor slab positions, and are substantially in the center of the inner height. And 1
It is connected laterally by a connecting member 8 which is a straight member. By the connecting member 8, the steel pile member 2 and the outer wall 4
, The same horizontal deformation occurs. Since the connecting member 8 has straight pins at both ends arranged in the horizontal direction, the connecting member 8 does not bear a shearing force (longitudinal force) and has a vertical contact surface between the steel pile member 2 and the outer wall 4. Freely follow any direction deviation.

The underground wall structure 1 of the present embodiment has a condition that the steel pile member 2 and the outer wall body 4 have substantially the same horizontal deformation at the position of the connecting member 8, but are independent from each other with respect to the horizontal external force. It is configured as a composite structure that functions as a structural member. It is not configured as a composite wall in which the steel pile member 2 is integrated with the outer wall body 4. The steel pile member 2 and the outer wall 4 that are laterally connected by the connecting member 8 are connected to each other by the connecting member 8.
At the position according to. Here, the term “cooperative” means that different structures are connected to each other without being integrated so that the same behavior is caused by a certain external force.

In the conventional underground wall structure, a large number of headed studs are continuously arranged over the entire length in the vertical direction (floor height direction), so that a temporary steel pile member and a permanent reinforced concrete outer wall are in contact with each other. It functions as a shear connector (shear slip prevention member) effective for longitudinal shear force generated on the surface. The steel pile member and the outer wall are completely integrated
It is composed as one wall. Therefore, the underground wall structure 1 of the present embodiment is clearly different from the conventional underground wall structure forming the composite wall.

Next, as shown in FIG. 8, a description will be given of a stress analysis method in the case where a horizontal external force such as earth pressure or water pressure acts on the underground wall structure 1 having three stories underground. FIG. 8 is a conceptual diagram showing a structural mechanical model (stress calculation model) of the underground wall structure 1 according to the present embodiment shown in FIG. here,
The steel pile member 2 and the outer wall 4 are connected to the floor slabs 14,
15 (pin fulcrum indicated by P, Q, R on the first floor to the second basement floor),
Pins are supported at the position of the base slab 11 (pin fulcrum indicated by S), and each is replaced with one straight material. Assuming that the pressure receiving area of the steel pile member 2 is sufficiently small and the installation pitch P1 is sufficiently large, the horizontal external force F acts only on the outer wall 4 as a pressure receiving surface. Horizontal external force F
Is a distributed load proportional to the depth from the ground surface.

Since the connecting member 8 is a tensile structural member for transmitting the lateral tensile forces T1, T2 between the steel pile member 2 and the outer wall 4, a horizontal spring element having a certain rigidity k1, k2 is provided. Is replaced by The horizontal spring element that is the connecting member 8 includes:
A steel pile member 2 and an outer wall member 4 are respectively arranged at approximately one central portion of the inner floor height (between PQ and QR) in FIG.
Are connected in the horizontal direction. A tensile force is generated in the connecting member 8 so as to reduce the horizontal deformation generated in the outer wall body 4, and substantially the same deformation as the outer wall body 4 occurs in the connecting portion of the steel pile member 2.

Assuming such a structural mechanical model, the vertical distribution of the bending moment and the lateral shear force (horizontal direction) generated in the steel pile member 2 and the outer wall 4 is shown by a solid line in FIG. It is as follows. In the figure, (a) is the bending moment of the steel pile member 2, (b) is the bending moment of the outer wall 4, (c) is the shear force of the steel pile member 2,
(D) has shown the shearing force of the outer wall body 4, respectively.

The horizontal deformation of the outer wall 4 is restricted by the pin fulcrums P, Q, R, and S. However, in the flexible region (inner height),
The horizontal external force F causes horizontal deformation and an out-of-plane bending moment. Here, of the bending moments in the out-of-plane direction generated in the outer wall body 4, the bending moment that becomes convex on the opposite side to the horizontal external force F in the middle part of the flexible region is called “positive bending moment”, A bending moment that becomes convex on the same side as the horizontal external force F at both ends is referred to as a “negative bending moment”.

As shown in FIG. 9B, the bending moment generated on the outer wall 4 when the connecting member 6 indicated by the broken line is not provided has a positive maximum value at substantially the center of each floor height. . The connecting member 6 shown by a broken line in FIG.
The lateral shearing force generated in the outer wall 4 when no is provided is zero at substantially the center of each floor height of the outer wall 4. Near the center of the floor height, the direction of the upper and lower shear forces (lateral forces) is switched.

The steel pile member 2 and the outer wall 4 are not integrated by a large number of joining members, but are made to cooperate by a connecting member 8 provided at the center of the floor height, so that the shearing force of the connecting member 8 is increased. Without causing breakage problems
There is an effect that the number of connecting members 8 can be significantly reduced.

According to FIG. 9 (b), external forces T1 and T2 in the opposite direction to the horizontal external force F appear on the outer wall 4 at the position of the connecting member 8 provided in the intermediate area 6 at each floor height. Act,
As a result, the positive and negative bending moments generated on the outer wall 4 can be reduced as compared with the case where the connecting member 8 is not provided.

According to FIG. 9D, the distribution of the transverse shear force (horizontal force) generated in the outer wall body 4 in the longitudinal direction is changed by attaching the connecting member 8. The lateral shearing force (horizontal force) at the approximate center of the floor height was zero when the connecting member 8 was not attached, but when the connecting member 8 was provided, a value corresponding to the tensile force generated in the connecting member 8 was obtained. It has occurred. Pin fulcrum P, Q, R, S (floor slab 1
The maximum shear force generated near (4,15) is
It has been sufficiently reduced.

According to the underground wall structure 1 according to this embodiment,
By the connecting member 8 provided in the middle area 6 of the floor height, the outer wall 4
The bending moment and shear force generated in the outer wall 4
Are averaged in the vertical direction, so that the sectional design stress of the outer wall body 4 is reduced, and the wall thickness, wall streak, etc. are reduced.

The position of the connecting member 6 in the longitudinal direction is most preferably in the vicinity of the center of the inner floor height in terms of the effect of relaxing the positive bending moment of the outer wall 4. However, the lateral shearing force generated in the outer wall 4 shows a minimum value (zero) at a substantially central portion of the inner floor height, but is relatively small even in a certain range in the vicinity thereof (middle region 6 of the floor height). Indicates a small value. Connecting member 8
Since both ends are a single linear member of a pin, it easily follows the longitudinal displacement of the contact surface between the steel pile member 2 and the outer wall 4, and a shear force (longitudinal force) is applied to the connecting member 8. Does not occur. Therefore, even if the connecting member 8 is arranged at an arbitrary position within the range of the middle area 6 of the floor height, the effect of relaxing the positive and negative bending moments of the outer wall body 4 is exhibited. An arbitrary number of connecting members 8 may be provided at arbitrary positions in the intermediate region 6.

In the stress analysis models shown in FIGS. 7 and 8, both ends of the connecting member 8 are described as being pin-joined. However, both ends are fixedly joined, or one end is fixedly joined and the other end is pin-joined. Is also good. If both ends are fixedly joined, or one end is fixedly joined and the other end is pin-joined, a shearing force (longitudinal force) may be generated in the connecting member 8. The shearing force of the connecting member 8 generated when the connecting member 8 is provided near the center is smaller than the shearing force when the connecting member 8 is provided near both ends of the inner floor height. Therefore, when a shearing force is generated in the connecting member 8, the connecting member 8 may be configured to have a required strength against the shearing force in addition to the tensile strength.

The intermediate floor height 6 has been described as being in the range of approximately 25% to 75% of the inner floor height h01 above the upper surface of the floor slab 15, but this is the case where the connecting member 6 is not provided. It was fixed and supported by the upper and lower floor slabs 15 (underground 2 in FIG. 1).
The bending moment generated on the outer wall body 4 (corresponding to the floor) is a bending moment (“positive bending moment”) that becomes convex on the opposite side to the horizontal external force F in the middle of the flexible region (inner floor height).
Approximate range.

The underground wall structure 1 is constructed as follows. First, a retaining wall is constructed. The retaining wall can be constructed by a conventional soil-cemented column wall construction method in which a cemented milk and ground are drilled while stirring with a multiaxial auger, and a steel pile member 2 is inserted and hardened. As shown in FIG. 1, the steel pile member 2 is inserted to a depth sufficient to exceed the depth of the underground structure 3. As shown in FIG. 3, the steel pile members 2 are provided at a predetermined pitch (P1) in the horizontal direction.

Next, the ground inside the retaining wall is excavated to expose one surface of the steel pile member (H-shaped steel) 2. And
At a predetermined position on the exposed surface of the steel pile member 2 (a position corresponding to the intermediate area 6 of each floor height), the connecting member 8 as a stud 8 with a head is attached.

First, the pile 10 is constructed. Next, the underground structure 3 is constructed. Foundation 13, foundation slab 11, foundation beam 1
2. The underground structure 3 composed of the floor slabs 14 and 15, the outer wall 4 and the beam 16 is sequentially constructed.

The reinforced concrete outer wall 4 is constructed with a constant wall thickness (Wd) so as to be adjacent to the retaining wall exposed by excavation. By constructing the outer wall body 4 so as to be adjacent to the steel pile member 2, the connecting member 8 attached to the surface of the steel pile member 2 so as to protrude therefrom has a predetermined fixing length (TL) inside the outer wall body 4. Buried)

FIG. 10 shows a second embodiment. Embodiment 1
The difference is that the floor slab and the beam on the first basement floor of the basement wall structure 1 are not provided with an atrium structure. When calculating the intermediate area 6 of the floor height where the connecting member 8 can be installed, the floor slabs 14 (basement 2
Floor), height between floor slab 15 (first floor) (H1 + H2)
Is, for convenience, considered the floor height, and from this floor height
The value obtained by subtracting the section height (GD) of No. 8 is treated as the inner floor height (h12). In this case, the intermediate area of the floor height refers to a range of 25% to 75% of the inner floor height (h12) above the upper surface of the floor slab 14 on the second basement floor.

Although the embodiments of the present invention have been described above, the present invention is not limited to the above embodiments, and various modifications and additions can be made within the scope of the present invention.

As the retaining wall construction method, in addition to the soil cement column wall construction method, a parent pile horizontal sheet pile wall construction method, a steel sheet pile wall construction method and the like can be adopted. In each case, the steel pile member 2
It is an H-shaped steel or steel sheet pile that becomes a parent pile.

The main reinforced concrete wall has been described as an outer wall of an underground structure (post-cast body), but is not limited to this, and is widely applied to a wall subjected to horizontal external force such as earth pressure or water pressure. can do. For example, the present invention can be applied to retaining walls and walls of underground structures (culverts).

[0056]

According to the present invention, (1) According to the present invention, the steel pile member and the underground outer wall are laterally connected by the connecting member partially arranged in the vertical direction, While using steel pile members as temporary pile retaining wall pile materials,
An underground wall structure used as a reinforcing material for a main underground outer wall can be provided. (2) According to the present invention, the steel pile member and the reinforced concrete wall function as independent structural members against horizontal external force under the condition of substantially the same horizontal deformation at the position of the connecting member. It is configured as a composite structure. It is not configured as a composite wall with a steel pile member integrated with the outer wall. Therefore, the structure of the connecting member, which is a tensile structural member, is extremely simple, the number of installation members is reduced, and the installable range is widened. (3) The horizontal deformation of the retaining wall is restrained by the girder during the temporary construction work, but the vertical distribution of the horizontal deformation caused by the replacement of the girder fluctuates. By adjusting the anchoring length of the connecting member, it is possible to easily cope with a change in the horizontal distance between the steel pile member and the main wall during construction. (4) According to the present invention, the connecting member is disposed in an intermediate area of the floor height where the lateral shear force generated on the wall of the main building is small. Therefore, conventionally, when the number of joining members for joining the temporary steel pile member and the main reinforced concrete wall body to reduce the number of joining members to form a composite wall, without causing a problem of breakage of the joining members , The number can be greatly reduced. (5) The present invention reduces cross-sectional design stresses such as bending moments and lateral shear forces generated in the outer wall of the main body, and reduces wall thickness, wall streaks, and the like.

[Invention according to claim 2] Since the flexible region of horizontal deformation is formed in the range of the inner floor height formed between the horizontal members, the connection is arranged in the middle region of the inner floor height. Depending on the member,
Horizontal deformation of the flexible region at the position of the connecting member is restricted. Since the intermediate region corresponds to the region where the horizontal deformation of the flexible region is the largest, by restraining the horizontal deformation of the flexible region at this position, the stress state generated in the reinforced concrete wall can be improved. .

[Invention according to claim 3] The steel pile member and the reinforced concrete wall are made to cooperate with each other by the connecting member disposed in the middle area of the floor height, thereby reducing the rigidity of the reinforced concrete wall. In addition, the rigidity of the steel pile member can be used to counter horizontal external forces such as earth pressure and water pressure. As a result, a bending moment or the like generated in the reinforced concrete wall of the main building can be reduced.

[Invention of Claim 4] If the connecting member is installed within this range, the positive and negative bending moments and lateral shearing force of the main wall can be effectively reduced.
The connecting member has flexibility so that an arbitrary number of connecting members can be provided at arbitrary positions in the intermediate region.

[Invention of Claim 5] If the connecting member is a stud with a head, the present invention can be easily configured. That is, one end of a headed stud is fixed to a steel pile member, and embedded in a reinforced concrete wall over a predetermined anchoring length including the head at the other end, and the steel pile member and the reinforced concrete wall are combined. They can be reliably connected and cooperated.

[Invention according to claim 6] Even if the connecting member is any tensile structural member such as a reinforcing bar or a steel member, the same effect as the headed stud can be obtained. Also, the underground wall structure of the present invention can be constructed in various ways.

[Invention according to claim 7] If the attachment of the connecting member is not by welding but by fastening the screws, welding work on site is unnecessary, and attachment can be performed simply and reliably. If a female thread is provided on the steel pile member and the connecting member is fastened after the steel pile member is installed, a projection is formed on the surface of the steel pile member when the steel pile member is installed. Since it is not performed, the installation work can be performed smoothly.

[Brief description of the drawings]

FIG. 1 is a longitudinal sectional view schematically showing an underground wall structure according to a first embodiment of the present invention.

FIG. 2 is a longitudinal sectional view schematically showing an arbitrary one floor of the underground wall structure of FIG.

FIG. 3 is a cross-sectional view schematically showing the underground wall structure of FIG.

4 is a longitudinal sectional view illustrating a connecting member (a stud with a head) of the underground wall structure in FIG.

FIG. 5 is a longitudinal sectional view illustrating another connecting member (headed bolt) of the underground wall structure of FIG.

FIG. 6 is a perspective view schematically showing the underground wall structure of FIG. 2;

FIG. 7 is a view schematically showing a stress calculation model of the underground wall structure of FIG. 2;

8 is a diagram showing a stress calculation model of the underground wall structure of FIG.

9 is a diagram showing distributions of bending moment and shear force obtained by using the stress calculation model of FIG.

FIG. 10 is a longitudinal sectional view schematically showing an underground wall structure according to a second embodiment of the present invention.

FIG. 11 is a longitudinal sectional view schematically showing an underground wall structure as a conventional composite wall.

[Explanation of symbols]

 H1, H2 Floor height h01 Inner floor height 1 Basement wall structure 2 Steel pile member 3 Underground structure 4 Wall body 6 Intermediate area 8 Headed stud (connecting member) 8a Male screw part 9 Soil cement column row wall 11 Foundation slab Reference Signs List 12 foundation beam (horizontal member) 13 foundation 14, 15 floor slab (horizontal member) 16 beam (horizontal member) 17 outer peripheral foundation beam 18 outer peripheral beam 19 column 20 through hole 21 cap nut 21a female screw portion

 ──────────────────────────────────────────────────続 き Continued on the front page (71) Applicant 000195971 Nishimatsu Construction Co., Ltd. 1-20-10 Toranomon, Minato-ku, Tokyo (71) Applicant 000140982 Ma-gumi Co., Ltd. 2-5-2-8 Kitaaoyama, Minato-ku, Tokyo (71 Applicant 000112668 Fujita Co., Ltd. 4- 25-2 Sendagaya, Shibuya-ku, Tokyo (71) Applicant 000174943 Mitsui Construction Co., Ltd. 1-36-5 Nihonbashi Kakigashi-cho, Nihonbashi, Chuo-ku, Tokyo (12) Inventor Hitoshi Uchimura 47-3 Mita, Atsugi-shi, Kanagawa Prefecture Sato Industrial Co., Ltd.Central Technology Research Institute (72) Inventor Masami Nomori Tokyo 13-4 Araki-cho, Shinjuku-ku Sumitomo Construction Co., Ltd. (72) Inventor Akira Kasahara 1-20-10 Toranomon, Minato-ku, Tokyo Nishimatsu Construction Co., Ltd. (72) Inventor Yuetsu Chi 2-5-8 Kitaaoyama, Minato-ku, Tokyo Production Engineering Dept., Inter-Group Construction Business Headquarters Inventor Kenji Tano 518-1, Komagaki, Nagareyama-shi, Chiba F-term (Reference) 2D049 EA02 EA09 GB05 GC11 GD03 GE03

Claims (7)

[Claims] 1. A steel pile member constituting a temporary retaining wall, and a main reinforced concrete wall constructed adjacent to the steel pile member are provided in an intermediate area of a predetermined floor height. Underground wall structure that is connected laterally by connecting members. 2. The reinforced concrete wall body is restrained from being horizontally deformed by horizontal members such as floor slabs, beams and the like which are installed at intervals above and below, and is formed between the horizontal members on the upper and lower floors. 2. The underground wall structure according to claim 1, wherein a flexible region that is horizontally deformed is formed within the range of the inner floor height. 3. The steel pile member and the reinforced concrete wall are substantially horizontally deformed at the position of the connection member against horizontal external force such as earth pressure and water pressure by connecting the steel pile member and the reinforced concrete wall body by the horizontal connection by the connection member. The underground wall structure according to claim 1 or 2, wherein the underground wall structure is cooperated to be identical. 4. The underground according to claim 1, wherein the intermediate area of the predetermined floor height is approximately 25% to 75% of the inner floor height from the upper surface of the horizontal member. Wall structure. 5. The underground according to claim 1, wherein the connecting member is a stud with one end fixed to a steel pile member and the other end fixed to a reinforced concrete wall. Wall structure. 6. The connecting member comprises a reinforcing member fixed to a steel pile member, a tensile structural member such as a steel member, and the like.
The underground wall structure according to any one of claims 1 to 4, wherein a predetermined anchoring length is embedded in a reinforced concrete wall. 7. A female threaded portion is provided on the steel pile member,
The underground wall structure according to claim 6, wherein a male screw portion fastened to the female screw portion is provided on the connecting member.