JP7290505B2 - Structure and construction method - Google Patents

Description

One embodiment of the present invention relates to a structure or a method of constructing a structure.

Buildings constructed using reinforced concrete, such as condominiums, schools, and hospitals, have piles fixed in the ground, columns connected to the piles, and foundation beams as basic structures. there is When constructing such a structure, a pile cap, also called a footing, is provided at the upper end (pile head) of the pile, and the foundation beams and columns are connected to the pile cap. Pile caps have the role of transmitting the vertical load generated by the weight of the building itself to the piles, and the role of transmitting the stress generated in the structure due to seismic motion during an earthquake between the piles, foundation beams, and columns. ing.

In recent years, a structure that allows the pile cap to rise from the pile during an earthquake without fixing (tightening) the pile and the pile cap with reinforcing bars has been used. By adopting this structure, even if horizontal acceleration is applied to the building during an earthquake and rocking vibration occurs, the load applied to the piles can be suppressed, resulting in pile failure and the associated building damage. It is possible to prevent objects from collapsing. For example, Patent Literature 1 discloses a structure for controlling the lifting amount of a pile cap from a pile during an earthquake.

Japanese Patent Application Laid-Open No. 2003-232046

An object of one of the embodiments of the present invention is to provide a structure for providing a building with excellent earthquake resistance, a construction method thereof, and a building including the structure.

One embodiment of the invention is a structure. The structure includes a pile, a pile cap on the pile, a post on the pile cap, and a damper located within the pile cap and connecting the pile and the post. The lower and upper ends of the dampers are located within the piles and columns, respectively.

One embodiment of the invention is a building comprising a structure. The structure includes a pile, a pile cap on the pile, a post on the pile cap, and a damper located within the pile cap and connecting the pile and the post. The lower and upper ends of the dampers are located within the piles and columns, respectively.

One embodiment of the invention is a method of constructing a structure. The method comprises: fixing a pile into the ground; fixing a first end of a damper to the pile; forming a pile cap on the pile extending through the damper; forming a post on the pile cap that is secured to the pile cap.

One embodiment of the invention is a building that includes a structure. The structure includes a pile, a pile cap on the pile, a post on the pile cap, and a damper located within the pile cap and connecting the pile and the post. The lower and upper ends of the dampers are located within the piles and columns, respectively.

According to the embodiments of the present invention, it is possible to provide a structure for providing a building with excellent earthquake resistance, a construction method thereof, and a building comprising the structure.

1 is a schematic perspective view of a structure that is one embodiment of the present invention; FIG. Schematic side view and top view of a structure that is one of the embodiments of the present invention. 1 is a schematic cross-sectional view of a structure that is one embodiment of the present invention, and a schematic top view of a steel pipe; FIG. 1A and 1B are a schematic cross-sectional view and a top view of a structure that is one embodiment of the present invention. FIG. 1 is a schematic cross-sectional view of a structure that is one embodiment of the present invention; FIG. 1A and 1B are a schematic cross-sectional view of a structure that is one embodiment of the present invention, and a schematic perspective view and a cross-sectional view of a damper; FIG. 1 is a schematic cross-sectional view of a structure that is one embodiment of the present invention; FIG. 1 is a schematic cross-sectional view of a structure that is one embodiment of the present invention; FIG. 1 is a schematic cross-sectional view of a structure that is one embodiment of the present invention; FIG. Schematic side view and top view of a structure that is one of the embodiments of the present invention. 1A and 1B are a schematic cross-sectional view and a top view of a structure that is one embodiment of the present invention. FIG. BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a schematic cross-sectional view showing a construction method for a structure that is one embodiment of the present invention; 1A and 1B are schematic top views and cross-sectional views showing a construction method for a structure that is one embodiment of the present invention. FIG. BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a schematic cross-sectional view showing a construction method for a structure that is one embodiment of the present invention; BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a schematic cross-sectional view showing a construction method for a structure that is one embodiment of the present invention; BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a schematic cross-sectional view showing a construction method for a structure that is one embodiment of the present invention;

Hereinafter, each embodiment of the present invention will be described with reference to the drawings and the like. However, the present invention can be implemented in various aspects without departing from the gist thereof, and should not be construed as being limited to the description of the embodiments illustrated below.

In order to clarify the description, the drawings may schematically represent the width, thickness, shape, etc. of each part compared to the actual embodiment, but this is only an example and does not limit the interpretation of the present invention. not something to do. In this specification and each drawing, elements having the same functions as those described with respect to the previous drawings may be denoted by the same reference numerals, and redundant description may be omitted. When notating a part of a numbered element, the number is accompanied by a lowercase letter.

Hereinafter, the expression "a certain structure is exposed from another structure" means that a part of a certain structure is not covered by another structure. The non-existent portion also includes a mode covered by another structure.

In the present specification and claims, to integrate a plurality of elements means that the plurality of elements have different thicknesses, shapes, directions, etc., and have different functions, but are formed from a single member. do. The integrated elements therefore contain the same materials and have the same composition.

Hereinafter, the term "concrete" refers to a material that does not exhibit fluidity due to hardening of hydrates produced by reaction of cement, which is one of the raw materials, with water. On the other hand, a state in which a mixture containing cement and water is not completely hardened and has fluidity is referred to as ready-mixed concrete (also called ready-mixed concrete).

<First embodiment>
In this embodiment, the structure of the structure 100, which is one of the embodiments of the present invention, will be described. A part of the structure 100 is shown in FIGS. The parallel plane is defined as the xy plane, and the vertical direction perpendicular to the xy plane is defined as the z-axis.

1. Overall Structure A schematic perspective view of a structure 100 is shown in FIG. 1, and side and top views are shown in FIGS. 2(A) and 2(B), respectively. As shown in FIG. 1, the structure 100 basically comprises a pile 102 fixed in the ground, a pile cap 104 provided on the pile 102, and a pillar 106 on the pile cap 104. As shown in FIG. Structure 100 may further include one or more foundation beams 108 connected to pile cap 104 . In the example shown in FIG. 2A, the pile cap 104 and the foundation beam 108 are arranged so as to be located below the ground surface GL, but the pile cap 104 and the foundation beam 108 are entirely or partly located below the ground surface GL. Pile caps 104 and foundation beams 108 may be positioned such that they are positioned above surface GL. For example, the structure 100 can have a pair of foundation beams 108 that sandwich the pile cap 104 . In the following figures, the pile cap 104 is hatched differently from the pile 102 and the pillar 106, but this is only for ease of viewing.

The pile 102 serves as the foundation of the structure 100, and is partially or wholly embedded in the ground so that the central axis extends vertically. The piles 102 may be fixed to the supporting layer (bedrock) in the ground, or may be friction piles that do not reach the supporting layer. The pile 102 may be made of reinforced concrete, or may be made of a steel material (steel pipe) having a hollow pipe structure or an H-shaped steel material. Alternatively, it may be composed of both steel pipes and concrete, or both H-shaped steel and concrete. The cross section of the steel pipe may be circular or rectangular.

A pile cap 104 is provided on the pile 102 and is composed of reinforcing bars and concrete. The shape of the pile cap 104 is also not restricted, and may be a cube or rectangular parallelepiped shape as shown in FIGS. 2A and 2B, or a columnar shape (not shown). The pile cap 104 may be formed on the throwaway concrete surrounding the pile 102 .

The column 106 is provided on the pile cap 104 so that the center axis extends vertically, and is connected to the pile 102 so as to sandwich the pile cap 104 . The pillars 106 may be constructed of reinforced concrete or may be constructed of concrete without rebar. The central axis of the pillar 106 is preferably provided so as to match the central axis of the pile 102 and the pile cap 104 . The shape of the pillar 106 is also not restricted, and may be, for example, a cylinder or a square pillar.

Foundation beams 108 are connected to the sides of pile cap 104 . The foundation beam 108 may extend horizontally or may extend so as to be inclined from the horizontal direction. Foundation beams 108 can also be constructed of reinforced concrete, H-beams, or H-beams and concrete.

2. Internal structure 2-1. Damper FIG. 3(A) shows a schematic cross-sectional view in the yz plane along the chain line AA' in FIG. 2(B). Here, for ease of viewing, the piles 102, the columns 106, the reinforcing bars and steel pipes provided on the foundation beams 108, and the H-shaped steel materials are not illustrated. As shown in FIG. 3A, the structure 100 includes a damper 124 that is provided inside the pile cap 104 and connects the pile 102 and the pillar 106 . The damper 124 is arranged in a through hole provided in the pile cap 104 and passes through the pile cap 104 . The damper 124 contains iron and may also contain metals such as nickel, cobalt, chromium, and aluminum. The damper 124 may have a low yield point, such as a yield point of 50 N/ ^mm2 to 250 N/ ^mm2 , 100 N/ ^mm2 to 250 N/ ^mm2 , or 100 N/ ^mm2 to 200 N/ ^mm2 . . By connecting the pile 102 and the column 106 with the damper 124, it is possible to allow the pile cap 104 and the column 106 to rise from the pile 102 during an earthquake, as will be described later, and to control the amount of lifting.

The structure may further comprise a steel pipe (first steel pipe) 120 containing the lower end of the damper 124 and a steel pipe (second steel pipe) 122 containing the upper end. The first steel pipe 120 and the second steel pipe 122 may have a tubular structure without a bottom as shown in FIG. 3(A), or may have a structure with a bottom. For example, the first steel pipe 120 may have a bottom and the second steel pipe 122 may have a structure without a bottom. The first steel pipe 120 and the second steel pipe 122 are filled with concrete. The damper 124 is fixed to the first steel pipe 120 and the second steel pipe 122 by concrete such that its lower end and upper end are located in the first steel pipe 120 and the second steel pipe 122 respectively. A portion of the first steel pipe 120 is positioned within the pile 102 and another portion is positioned within the pile cap 104 . Similarly, the second steel pipe 122 is arranged so that part of it is also located within the column 106 and another part is located within the pile cap 104 .

Schematic top views of the first steel pipe 120 are shown in FIGS. 3(B) to 3(D). As shown in FIG. 3B, the first steel pipe 120 may have one or a plurality of protrusions (hereinafter referred to as anchors) 120a extending from its outer surface. The anchor 120a extends in a direction perpendicular to the central axis 120b of the first steel pipe 120 extending in the vertical direction (z direction). The tip of the anchor 120a may have a larger cross-section than the other portions. The number of anchors 120a is not limited, and may be four or three as shown in FIGS. 3(C) and 3(D). When a plurality of anchors 120a are provided, they are preferably arranged so that the angles formed by two straight lines extending from the central axis 120b to the adjacent anchors 120a in the xy plane are all substantially the same. The anchor 120a may be integrated with the first steel pipe 120, or may be a bolt or metal rod attached to the first steel pipe 120 by screwing or welding. The first steel pipe 120 is firmly fixed to the pile 102 by providing the anchor 120a.

Like the first steel pipe 120, the second steel pipe 122 can also have one or more anchors 122a (Fig. 3(E)). The second steel pipe 122 is firmly fixed to the column 106 by providing the anchor 122a. Anchor 122a can also have a similar arrangement and structure as anchor 120a.

2-2. FIG. 4A and FIG. 4B show an arrangement example of reinforcing bars when the reinforcing bar pile 102, the pile cap 104, the column 106, and the foundation beam 108 are composed of reinforcing bars and concrete. 4A is a schematic cross-sectional view of the yz plane corresponding to FIG. 3A, and FIG. 4B is a schematic top view of the structure 100 when observed from the column 106 side. As shown in FIG. 4A, the pile 102 is provided with a plurality of main pile reinforcements 142 extending parallel to its central axis. A spiral bar (not shown) is provided. These pile main reinforcements 142 and shear reinforcements are fixed to each other by binding wires or the like, and arranged so as to be embedded in concrete. The upper end of the main pile reinforcement 142 is located within the pile 102 and the main pile reinforcement 142 does not extend into the pile cap 104 . That is, the pile 102 and the pile cap 104 are semi-rigidly joined. Although not shown, if the pile 102 includes a steel pipe or H-section steel, the pile 102 is configured such that the steel pipe or H-section steel does not extend into the pile cap 104 and the upper end of the pile 102 is positioned within the pile 102 . As will be described later, a separator may be arranged between the pile 102 and the pile cap 104 to prevent them from coming into direct contact with each other.

The column 106 is provided with a plurality of column main reinforcements 144 extending parallel to its central axis, and is further provided with straps (not shown) that surround the column main reinforcements 144 while intersecting with the column main reinforcements 144 . These column main reinforcements 144 and ties are arranged so as to be embedded in concrete. Pile cap 104 and post 106 are also semi-rigidly joined. Therefore, the lower end of the column main reinforcement 144 is also located within the column 106 and the column main reinforcement 144 does not extend into the pile cap 104 . When the column main reinforcing bars 144 include steel pipes or H-section steel materials, the steel pipes or H-section steel materials do not extend into the pile cap 104, and the columns 106 are configured such that their lower ends are positioned within the columns 106.

As described in the second embodiment, the pile cap 104 includes reinforcing bar units 150 including base bars, lateral reinforcing bars, and crossbars. The shape of the reinforcing bar unit 150 is not restricted, and the arrangement of the base reinforcing bar, lateral reinforcing bar, and cross bar can be arbitrarily selected according to the shape and size of the pile cap 104 . As described above, the pile main reinforcement 142 and the column main reinforcement 144 do not extend to the pile cap 104 . Therefore, the pile main reinforcements 142 and the column main reinforcements 144 do not affect the arrangement of the base reinforcements, the lateral reinforcements, and the saddle reinforcements. .

The foundation beam 108 and the pile cap 104 may be rigidly or semi-rigidly connected. FIGS. 4A and 4B illustrate a structure 100 having a pair of foundation beams 108 sandwiching a pile cap 104 and rigidly joined to the pile cap 104 . In this example, a plurality of main beam reinforcements 140 extending from one foundation beam 108 to the other foundation beam 108 and penetrating the pile cap 104 are provided within the structure 100 . The beam main reinforcement 140 is embedded in concrete. A beam main reinforcement 140 is also arranged in a foundation beam 108 having no foundation beam on the opposite side of the pile cap 104 (a foundation beam 108 extending in the x direction in FIG. Structure 100 is configured to be located.

2-3. Seismic Resistance A building constructed by using the structure 100 having the structure described above can exhibit excellent earthquake resistance performance. A specific description is provided below.

When an earthquake causes horizontal acceleration, an overturning moment acts on the building, and the building repeats rotational motion around both ends. Vibration caused by this rotational motion is called rocking vibration, and an upward force (pulling force) acts on a part of the building due to the rocking vibration. The upward force lifts the column 106, the foundation beam 108, and the pile cap 104, but as described above, the pile 102 and the pile cap 104 are semi-rigidly joined in the structure 100, and the pile cap 104 and the column 106 are also semi-rigid. are spliced. Therefore, as shown in FIG. 5, the pile cap 104 rises in a vertical direction or in a direction close to it, and lifts off the upper end of the pile 102 . Similarly, the pillar 106 also rises in a vertical or near vertical direction and lifts off the pile cap 104 . Therefore, in the structure 100, the amount by which the building is lifted by an upward force can be distributed by the two semi-rigid joints. As a result, compared to a structure in which the pile cap 104 and the pile 102 or the pile cap 104 and the column 106 are rigidly joined and the floating amount is not distributed, the shear force acting on the pile cap 104 and the pile 102 at one place and the axial direction The force (axial force) is reduced, and breakage of the pile cap 104 and pile 102 can be effectively prevented. In other words, the strength required for the pile cap 104 and the pile 102 can be reduced, and the construction cost of the building can be reduced. In addition, by configuring the pillars 106 to be lifted from the pile cap 104, it is possible to reduce the seismic energy applied to the building, and as a result, the amount of reinforcing bars and concrete required for the pillars 106 and the beams provided on each floor. can be reduced. This contributes to the reduction of construction costs of buildings.

Here, a part of the first steel pipe 120 is arranged so as to be embedded in the pile 102, and the lower end of the damper 124 is housed inside the first steel pipe 120 and fixed. Similarly, a portion of the second steel pipe 122 is arranged to be embedded within the column 106, and the upper end of the damper 124 is housed within the second steel pipe 122 and fixed. Therefore, when the pile cap 104 and the column 106 are lifted by rocking vibration, tensile stress is generated in the damper 124 . Since the damper 124 is elastically deformed, it is possible to reduce the lifting acceleration of the pile cap 104 and the column 106, and as a result, it is possible to reduce the overturning moment.

When the pile cap 104 and the column 106 that have been lifted by rocking vibration continue to sink, compressive stress is generated in the damper 124, so that the damper 124 starts plastically deforming to its original shape. When the damper 124 finally recovers its original shape, the pile cap 104 collides with the post 106 and the pile cap 104 collides with the pile 102 as well. However, in the structure 100, the lifting amount due to rocking vibration is distributed in two places (between the pile 102 and the pile cap 104 and between the pile cap 104 and the column 106) as described above. For this reason, for example, when the pile 102 and the pile cap 104 are rigidly joined to prohibit lifting between them and allow lifting at one point between the pile cap 104 and the pillar 106, or when the pile cap 104 and the pillar 106 are connected to each other. Compared to the case of rigidly joining to prohibit lifting between them and allowing lifting at one point between the pile 102 and the pile cap 104, the impact force between the pile cap 104 and the column 106 and the pile cap 104 and the pile 102 can be relieved, and the destruction of the structure 100 can be prevented.

As described above, the structure 100 according to the present embodiment can impart excellent earthquake resistance performance to the building, and further contribute to the reduction of the construction cost of the building.

3. Modifications The structure of the structure 100 is not limited to the structure described above, and the structure 100 can have various structures. For example, depending on the size of the pile 102 and the column 106, a plurality of dampers 124 and a plurality of second steel pipes 122 and first steel pipes 120 that accommodate the upper and lower ends of the dampers 124 may be provided in one pile cap 104. (Fig. 6(A)). In the structure 100 of the present embodiment, the pile main reinforcement 142 and the column main reinforcement 144 are not arranged in the pile cap 104, so that the plurality of dampers 124 are arranged without significantly affecting the arrangement of the reinforcing bar units 150 that constitute the pile cap 104. can do. This makes it possible to more effectively control the floating amount of the pile cap 104 and the column 106 and reduce the acceleration of the floating.

The damper 124 may have a rod-like shape as shown in FIG. 3A. In this case, as shown in FIG. 3B, the cross section of one or both ends 124a may be configured to be larger than the cross section between the ends. By using such a structure, the damper 124 can be more firmly fixed inside the first steel pipe 120 or the second steel pipe 122 .

Alternatively, as shown in FIG. 6C and its cross-sectional view along the chain line BB' (FIG. 3D), the structure 100 further includes a tubular resin 125 surrounding at least a portion of the damper 124. may have. Examples of resins include vinyl polymers such as polypropylene and polyethylene, chlorine-containing polyolefins such as polyvinyl chloride, polymers and copolymers of fluorine-containing vinyl compounds such as copolymers of tetrafluoroethylene and perfluoroalkoxyethylene, polyimides, and polyamides. , silicone resin, polyetheretherketone, and other polymers having an ether bond or a carbonyl group in the main chain. By providing the resin 125 so as to surround the damper 124, the contact area between the concrete forming the pile cap 104 and the damper 124 is reduced, and the friction therebetween is reduced. As a result, it is possible to reduce the resistance when the pile cap 104 and the pillar 106 rise during rocking vibration.

Alternatively, as shown in FIG. 6(E), it may have a coiled shape between the upper end and the lower end. Giving the damper 124 a coil-like shape can more effectively reduce the acceleration of the pile cap 104 and the pillar 106 rising.

In structure 100, first steel pipe 120 and second steel pipe 122 may be in direct contact with pile cap 104 as shown in FIG. may be separated so as not to touch part or all of the In this case, the pile cap 104 is formed with a recess 104a, and the structure 100 is configured such that the first steel pipe 120 and the second steel pipe 122 are accommodated in the recess 104a. When the concave portion 104a is provided, a cushioning material 126 may be arranged between the pile cap 104 and the first steel pipe 120 and/or between the pile cap 104 and the second steel pipe 122 (Fig. 7(B)). As the cushioning material 126, for example, natural rubber, or rubber containing homopolymers or copolymers such as isoprene, butadiene, chloroprene, styrene, and acrylonitrile can be used. Alternatively, a laminate of a rubber plate containing these rubbers and a metal plate containing metal such as iron may be used as the cushioning material 126 . By providing the cushioning material 126, the impact force applied to the first steel pipe 120, the second steel pipe 122, and the pile cap during sinking can be reduced, and their breakage and deformation can be prevented more effectively.

Alternatively, as shown in FIG. 8A, a reinforcing steel pipe (first reinforcing steel pipe) 128 may be arranged surrounding the upper end (pile head) of the pile 102 . Similarly, a steel pipe (second reinforcing steel pipe) 130 surrounding the lower end of the column 106 may be provided. By providing the first reinforcing steel pipe 128 and the second reinforcing steel pipe 130, it is possible to prevent shear failure of the columns 106 and piles 102 caused by horizontal acceleration during an earthquake. First reinforced steel pipe 128 and second reinforced steel pipe 130 may comprise metal or fiber reinforced plastic. Metals typically include iron, but may also include other metals such as copper, nickel, and chromium. Fiber-reinforced plastics include, for example, glass-fiber-reinforced plastics, carbon-fiber-reinforced plastics, boron-fiber-reinforced plastics, aramid-fiber-reinforced plastics, and polyethylene-reinforced plastics. The first reinforcing steel pipe 128 and the second reinforcing steel pipe 130 may be in contact with or separated from the pile cap 104 . As shown in FIG. 8(A), the outer surface of the second reinforcing steel pipe 130 may be flush with the outer surface of the column 106 . On the other hand, the outer surface of the second reinforcing steel pipe 130 can be located outside the outer surface of the pile 102 . The thickness of the first reinforcing steel pipe 128 and the second reinforcing steel pipe 130 (that is, 1/2 of the difference between the outer diameter and the inner diameter) is not restricted, and is appropriately designed according to the size of the pile 102 or column 106 . For example, the thickness can be 0.1 mm or more and 50 mm or less, 0.1 mm or more and 20 mm or less, 5 mm or more and 50 mm or less, 10 mm or more and 50 mm or less, or 15 mm or more and 30 mm or less. Although not shown, anchors having the same shape as the anchors 120a and 122a may be provided inside the first reinforcing steel pipe 128 and the second reinforcing steel pipe 130 (on the side of the pile 102 and the column 106).

Furthermore, as shown in FIG. 8(B), a cushioning material 132 may be provided between the pile cap 104 and the column 106 . Similar to cushioning material 126, cushioning material 132 may be a laminate of a plurality of plates containing rubber and a plurality of metal plates as described above. In this case, a through hole is provided in the center of these rubber plate and metal plate, and the second steel pipe 122 is arranged so as to pass through this through hole. By providing the cushioning material 132, it is possible to reduce the impact force generated between the column 106 and the pile cap 104 when sinking, and prevent the column 106 and the pile cap 104 from breaking. When both the cushioning material 132 and the second reinforcing steel pipe 130 are provided, the cushioning material 132 may or may not contact the second reinforcing steel pipe 130 . When the cushioning material 132 and the second reinforcing steel pipe 130 do not contact each other, it is possible to secure a space between the cushioning material 132 and the second reinforcing steel pipe 130 for deformation of the cushioning material 132 when the column 106 and the pile cap 104 collide. can. Spacers 134 may also be provided between the cushioning material 132 and the second reinforcement gap 130, as described below. The spacer 134 can include polymers such as polyethylene, polystyrene, polyurethane, melamine resin, silicone resin, copolymer of acrylonitrile and styrene, copolymer of styrene and butadiene, polychloroprene, and polyisoprene. The spacer 134 may be porous, and typical examples include expanded polystyrene and expanded polyethylene.

As noted above, the pile cap 104 and foundation beam 108 may be connected by a semi-rigid joint. In this case, as shown in FIG. 9, the base beam 108 can be constructed so that the tip of the base beam 108 has a smaller cross-sectional area than the other parts, and furthermore, the tip has a taper. , the foundation beam 108 may be constructed (see the enlarged view of FIG. 9). By imparting a taper, the foundation beam 108 can rotate around the intersection of the central axis extending in the longitudinal direction of the foundation beam 108 and the pile cap 104 as a fulcrum due to vibrations during an earthquake. As a result, the shaking of the building can be dispersed, and the earthquake resistance performance can be improved.

10(A) and 10(B) show an example of arrangement of reinforcing bars when the base beam 108 and the pile cap 104 are semi-rigidly joined. As shown in these figures, the foundation beam 108 is provided with a plurality of main beam reinforcements 140 extending in the longitudinal direction of the foundation beam 108, and the beam main reinforcements 140 are fixed by a plurality of reinforcement reinforcements (or spiral reinforcements) 146. . The beam main reinforcement 140 and the reinforcing reinforcement 146 are embedded with concrete to form the foundation beam 108 . The beam main reinforcement 140 is arranged so as to be partially positioned within the pile cap 104 but does not penetrate the pile cap 104 . By adopting this structure, the degree of freedom in designing the reinforcing bar unit 150 that constitutes the pile cap 104 is ensured, and the foundation beam 108 is allowed to rotate, thereby reducing damage to the foundation beam.

In the above example, the foundation beam 108 has a so-called RC structure made of reinforced concrete, but the foundation beam 108 may have a hybrid structure in which reinforced concrete and a steel frame such as H-shaped steel are combined. An example of this configuration is shown in FIGS. 11A and 11B. FIGS. 11A and 11B are schematic cross-sectional views and top views corresponding to FIGS. 10A and 10B, respectively. As shown in these figures, the foundation beam 108 having a hybrid structure includes a reinforced concrete portion (hereinafter referred to as RC portion) 108a connected to the pile cap 104, and a steel frame portion connected to the pile cap 104 via the RC portion 108a. (hereinafter referred to as S section) 108b. The S portion 108b is composed of a steel frame 108c such as an H-shaped steel or a steel pipe having a hollow structure, and the tip of the steel frame 108c is connected to the pile cap 104 through the RC portion 108a. The steel frame 108c is fixed to the beam main reinforcement 140 arranged in the pile cap 104 by the reinforcement 146. As shown in FIG. When a pair of foundation beams 108 are arranged so as to sandwich the pile cap 104 , the beam main reinforcement 140 provided on these foundation beams 108 penetrates the pile cap 104 . On the other hand, the beam main reinforcement 140 is arranged so as not to penetrate the pile cap 104 in the foundation beam 108 that does not have another foundation beam 108 at a position facing the pile cap 104 .

The reinforcing bar 146 is integrated with a part of the steel frame 108c with concrete to form the RC portion 108a, and the steel frame 108c is fixed to the pile cap 104. As shown in FIG. Steel frame 108c exposed from RC portion 108a forms S portion 108b. The arrangement density of the reinforcing bars 146 does not need to be uniform in the RC portion 108a, and the reinforcing bars 146 may be arranged so that the arrangement density is higher at both ends of the RC portion 108a.

In the modified example described above, the pile 102 and the pile cap 104 are also semi-rigidly joined, and the pile cap 104 and the column 106 are also semi-rigidly joined. Pile 102 and column 106 are connected by damper 124 . For this reason, the lifting amount due to the rocking vibration of the entire building is dispersed in two places. As a result, the amount of uplift is suppressed, and the impact force between the pile cap 104 and the pillar 106 and the impact force between the pile cap 104 and the pile 102 that are generated when the structure 100 subsides can be mitigated. destruction can be prevented.

<Second embodiment>
In this embodiment, a construction method for the structure 100 described in the first embodiment will be described with reference to FIGS. 12(A) to 15(B). Here, the construction method will be described using the structure 100 shown in FIG. 8B as an example. Descriptions of configurations that are the same as or similar to those described in the first embodiment may be omitted.

First, the pile 102 is fixed to the ground (Fig. 12(A)). Fixing of the pile 102 may be performed using a known method. At this time, the concrete forming the pile 102 is placed so that the ends of the pile main reinforcement 142 are exposed. Next, a first reinforcing steel pipe 128 is installed so as to surround the pile head of the pile 102 . The first reinforcing steel pipe 128 is preferably placed in contact with the pile 102 . The first reinforcing steel pipe 128 may be provided on discarded concrete (not shown), or may be provided so as to be in direct contact with the ground surface GL. The first reinforcing steel pipe 128 may be provided so that its upper end is higher than the upper end of the pile main reinforcement 142 or lower than the upper end of the pile main reinforcement 142 .

Next, the first steel pipe 120 is placed on the concrete placed on the pile 102, and then the ready-mixed concrete is placed outside the first steel pipe 120 (in FIG. 12(B), the first steel pipe 120 and the first between the reinforcing steel pipes 128) and cured (Fig. 12(C)). As a result, a portion of the first steel pipe 120 is arranged within the pile 102 and fixed. Thereafter, as an optional configuration, a separator 110 may be placed on the pile 102 so as to surround the first steel pipe 120 . The separator 110 may contain a polymer such as polyester resin, urethane resin, vinyl chloride, or a copolymer of ethylene and vinyl acetate, and may have a sheet shape with a thickness of 0.1 mm or more and 10 mm or less. By arranging the separator 110, it is possible to prevent the concrete forming the pile 102 and the pile cap 104 from coming into contact with each other, and the effect of semi-rigid joint can be effectively obtained.

Subsequently, the damper 124 is arranged and fixed. That is, as shown in FIG. 12(D), one end is located in the first steel pipe 120, the damper 124 is arranged so that the central axis is vertical, and the ready-mixed damper 124 is placed in the first steel pipe 120. Pour the concrete and let it harden. Thereby, the damper 124 is fixed to the pile 102 via the first steel pipe 120 .

Alternatively, after installing the first reinforcing steel pipe 128 (FIG. 12(A)), the first steel pipe 120 may be provided by placing the precast member 170 to which the first steel pipe 120 is fixed on the pile 102. . A schematic top view of the precast member 170 is shown in FIG. 13(A), and a schematic cross-sectional view along chain line CC' in FIG. 13(A) is shown in FIG. 13(B). The precast member 170 has a concrete disk 172 having substantially the same cross-sectional shape as the pile 102 , and the first steel pipe 120 is fixed by the disk 172 . A through hole 174 is provided in the disk 172 at a position corresponding to the pile main reinforcement 142 . A precast member 170 is placed on the pile 102 so that the pile main reinforcement 142 is inserted into the through hole 174 (FIG. 13C), and then a grout material 176 is injected into the through hole 174 so that the precast member 170 and the pile 102 are assembled. is fixed (FIG. 13(D)). Concrete or mortar can be used as the grout material 176 . After that, as in FIG. 12(D), the damper 124 is placed, and the ready-mixed concrete is poured into the first steel pipe 120 and solidified. The shape of the disc 172 on the xy plane is not limited to a circle, and may be the same as the shape of the pile 102 on the xy plane.

Next, the reinforcing bar unit 150 that forms the pile cap 104, the main beam reinforcement 140 that forms the foundation beam 108, and the like are constructed. There are no restrictions on the structure or arrangement of the reinforcing bar unit 150, and for example, as shown in FIG. The reinforcing bar unit 150 is preferably arranged above the first steel pipe 120 . This is because the first steel pipe 120 does not affect the arrangement of the base reinforcement 152 , the lateral reinforcement 154 , the hook reinforcement 156 and the like included in the reinforcement unit 150 .

The base bar 152 is a U-shaped reinforcing bar, and is arranged so that the open portion of the U-shape faces upward. Some of the plurality of base reinforcements 152 extend in the x-direction and the others extend in the y-direction, cross each other to form a lattice shape, and are arranged so as to overlap the piles 102 . Similar to the base bar 152, the crossbar 156 is also a reinforcing bar having a U shape, and is arranged so that the open portion of the U shape faces downward. Some of the plurality of hooks 156 extend in the x-direction and others extend in the y-direction, which intersect each other to form a lattice shape and are arranged to overlap the piles 102 . The lateral reinforcing bars 154 are provided so as to surround the plurality of base bars 152 and the plurality of hook bars 156 . By constructing the reinforcement unit 150 using the base reinforcement 152 , the lateral reinforcement 154 , and the hook reinforcement 156 , cracks in the pile cap 104 can be suppressed.

The base muscles 152 and the stilt muscles 156 are arranged so that the damper 124 is sandwiched between a pair of adjacent base sirens 152 and between a pair of adjacent sill muscles 156 . A plurality of beam main bars 140 are constructed so as to penetrate the reinforcing bar unit 150 (FIG. 14(B)). The order in which the reinforcing bar units 150 and the beam main bars 140 are constructed is not limited, and they may be formed simultaneously.

Next, the second steel pipe 122 is arranged on the reinforcing bar unit 150 (Fig. 15(A)). The second steel pipe 122 may be placed directly on the hook bar 156 of the rebar unit 150, or may be placed on the hook bar 156 via a supporter 158, also called a horse.

Next, a formwork (not shown) is installed around the reinforcing bar unit 150 and the beam main reinforcement 140, and the ready-mixed concrete is poured into the formwork and solidified. The ready-mixed concrete is poured so as to partially embed the second steel pipe 122 . As a result, the pile cap 104 and the foundation beam 108 are formed, and at the same time, a part of the first steel pipe 120 is arranged inside the pile cap 104 (FIG. 15(B)). When the second steel pipe 122 and the pile cap 104 are separated from each other, a formwork may be provided around the second steel pipe 122 so that the ready-mixed concrete does not come into contact with the second steel pipe 122 .

Next, a cushioning material 132 is arranged so as to surround the second steel pipe 122, and a second reinforcing steel pipe 130 is arranged so as to surround the second steel pipe 122 (Fig. 16(A)). A spacer 134 may be arranged around the cushioning material 132 to avoid contact between the cushioning material 132 and the second reinforcing steel pipe 130 .

Subsequently, the column main reinforcement 144 is provided on the pile cap 104, and the column main reinforcement 144 is fixed using ties (not shown). Thereafter, a formwork 160 is provided so as to surround the second reinforcing steel pipe 130, and ready-mixed concrete is poured into the formwork 160 and solidified. While the column 106 is formed on the pile cap 104 by this, the 2nd steel pipe 122 is embedded in the column 106, and is fixed (FIG. 8(B)). By placing the formwork 160 in contact with the second reinforcing steel pipe 130, the outer surface of the second reinforcing steel pipe 130 and the outer surface of the column 106 can be arranged in the same plane.

By appropriately applying the construction method described above, the structure 100 having various structures described in the first embodiment and the building having the same can be constructed.

Each of the embodiments described above as embodiments of the present invention can be implemented in combination as appropriate as long as they do not contradict each other. Appropriate additions, deletions, or design changes made by those skilled in the art based on each embodiment are also included in the scope of the present invention as long as they have the gist of the present invention.

Even if there are other actions and effects different from the actions and effects brought about by each of the above-described embodiments, those that are obvious from the description of the present specification or those that can be easily predicted by those skilled in the art are, of course, the present invention. is understood to be brought about by

100: structure, 102: pile, 104: pile cap, 104a: recess, 106: column, 108: foundation beam, 108a: RC section, 108b: S section, 108c: steel frame, 110: separator, 120: first Steel pipe 120a: Anchor 120b: Central shaft 122: Second steel pipe 122a: Anchor 124: Damper 124a: End 125: Resin 126: Cushioning material 128: First reinforcing steel pipe 130: Second reinforcing steel pipe 132: buffer material 134: spacer 140: beam main reinforcing bar 142: pile main reinforcing bar 144: column main reinforcing bar 146: reinforcing bar 150: reinforcing bar unit 152: base bar 154: lateral reinforcing bar , 156: Hakama muscle, 158: Supporter, 160: Formwork, 170: Precast member, 172: Disk, 174: Through hole, 176: Grout material

Claims (10)

pile,
a reinforced concrete pile cap on the pile;
a pillar on the pile cap; and a vertically extending rod-like damper located within the pile cap and connecting the pile and the pillar ;
a first steel pipe positioned within said pile and said pile cap and containing a lower end of said damper; and
a second steel tube positioned within the pillar and the pile cap and containing the upper end of the damper ;
lower and upper ends of said damper are located within said pile and said column, respectively ;
the damper contains iron, is plastically deformable, and is fixed to the first steel pipe and the second steel pipe by concrete ;
A structure in which the pile and the pile cap, and the pile cap and the column are semi-rigidly joined . The first steel pipe has an anchor extending in a direction perpendicular to the central axis of the first steel pipe,
2. The structure of claim 1 , wherein said second steel pipe has anchors extending in a direction perpendicular to the central axis of said second steel pipe. The pile cap includes a first recess and a second recess that respectively accommodate the first steel pipe and the second steel pipe,
2. The structure of claim 1 , wherein said first steel pipe and said second steel pipe are spaced apart from said pile cap. 2. The structure of Claim 1, further comprising a cushioning material between said pile cap and said post. 2. The structure of claim 1, further comprising a first reinforcing steel pipe surrounding the upper end of said pile. 2. The structure of claim 1, further comprising a second reinforcing steel pipe surrounding the lower end of said column. further comprising a pile main reinforcement positioned within the pile and extending parallel to the central axis of the pile;
2. The structure of claim 1, wherein an upper end of said pile main reinforcement is located within said pile. further comprising a column main reinforcement positioned within the column and extending parallel to the central axis of the column;
2. The structure of claim 1, wherein a lower end of said column main reinforcement is located within said column. 2. The structure of claim 1, further comprising a separator between said pile and said pile cap. fixing stakes in the ground,
fixing a first steel pipe on the pile;
disposing the lower end of a vertically extending rod-shaped damper in the first steel pipe;
forming a pile cap on the pile that is penetrated by the damper;
placing a second steel pipe on the pile cap surrounding the upper end of the damper; and
forming a post on the pile cap that is secured to the upper end of the damper ;
The first steel pipe is positioned within the pile and the pile cap,
the second steel pipe is positioned within the pile cap and the pillar;
The method of constructing a structure, wherein the damper includes iron, is plastically deformable, and is fixed by the first steel pipe, the second steel pipe, and concrete.

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