Joint structure between steel plate concrete structure and reinforced concrete foundation

Abstract

To provide a joint structure of a structure of a steel plate concrete structure and a foundation of a reinforced concrete construction capable of reducing construction labor.SOLUTION: In a joint structure of a structure 1 that is a wall or a column of a steel plate concrete structure in which concrete is arranged between steel plate pairs 11, 11 comprising facing steel plates 11 and a foundation of a reinforced concrete construction, main reinforcements 31 of the foundation are inserted through penetration holes formed in each of the facing steel plates 11. The joint structure comprises a mechanical joint 33 joining the main reinforcements 31 with each other in an area except an area between the facing steel plates 11.SELECTED DRAWING: Figure 1

Description

[Technical field]

[0001] The present invention relates to a joint structure between a steel plate concrete structure and a reinforced concrete foundation. [Background technology]

[0002] Conventionally, when fixing the column base of a steel plate concrete structure (SC structure) to a reinforced concrete foundation, if the column base is embedded inside the foundation, it is difficult to avoid the main reinforcement of the foundation, and this has not been practiced (see non-patent document 1). [Prior art documents] [Non-patent literature]

[0003] [Non-Patent Document 1] “Obayashi Technology Research Institute Bulletin”, No. 62, 2001, P43 Summary of the Invention [Problem to be solved by the invention]

[0004] When the inventors considered a configuration in which the main reinforcement of the foundation passes through the column base, they found that this would result in a lot of additional construction work.

[0005] Therefore, the present invention has been made in consideration of the above circumstances, and provides a joint structure between a steel plate concrete structure and a reinforced concrete foundation, which can reduce construction work. [Means for solving the problem]

[0006] In order to achieve the above object, the present invention employs the following means. In other words, the joint structure between a steel plate concrete structure and a reinforced concrete foundation according to the present invention is a joint structure between a steel plate concrete structure that serves as a wall or column in which concrete is placed between a pair of opposing steel plates, and a reinforced concrete foundation, in which the main reinforcements of the foundation are inserted into through holes formed in each of the opposing steel plates, and a mechanical joint that joins the main reinforcements to each other is provided outside the area between the opposing steel plates.

[0007] In the joint structure between the steel plate concrete structure and the reinforced concrete foundation configured in this way, the mechanical joints for the main reinforcement are arranged outside the area between the opposing steel plates of the structure, so that the main reinforcement of the foundation inserted into the through holes formed in the steel plates of the structure can be connected by the mechanical joints near the structure. Therefore, even if the main reinforcement of the foundation is inserted into the through holes formed in the steel plates of the structure, the construction work can be reduced.

[0008] In addition, in the joint structure between a steel plate concrete structure and a reinforced concrete foundation of the present invention, the steel plate may have a thick portion which is thicker than other portions, and the steel plate through hole may be formed in the thick portion.

[0009] In the joint structure between a steel plate concrete structure and a reinforced concrete foundation constructed in this manner, the steel plate has a thick portion which is thicker than other parts, so that the missing cross-sectional area of ​​the steel plate due to the through hole can be compensated for by the thick portion.

[0010] In addition, in the joint structure between a steel plate concrete structure and a reinforced concrete foundation according to the present invention, the steel plate may be provided with a rib protruding into the area sandwiched between the opposing steel plates.

[0011] In the joint structure between a steel plate concrete structure and a reinforced concrete foundation constructed in this manner, the steel plate has ribs that protrude into the area sandwiched between the opposing steel plates, so that the steel plate can be reinforced by the ribs.

[0012] Furthermore, the steel plate pairs may be two pairs of steel plates sandwiching the same portion of the concrete from intersecting directions, one of the steel plate pairs being provided with the rib protruding into the area sandwiched between the opposing steel plates, and the main reinforcement inserted into the opposing steel plates of the other steel plate pair being formed so as to pass through the rib.

[0013] In the joint structure between a steel plate concrete structure and a reinforced concrete foundation constructed in this manner, the main reinforcement bars are designed to pass through the ribs, thereby preventing interference between the main reinforcement bars and the ribs. Effect of the Invention

[0014] According to the joint structure of the present invention between a steel plate concrete structure and a reinforced concrete foundation, construction work can be reduced. [Brief description of the drawings]

[0015] [Figure 1] 1 is a plan view showing a schematic diagram of a joint structure between a steel plate concrete structure according to a first embodiment of the present invention and a reinforced concrete foundation. FIG. [Diagram 2] FIG. 2 is a longitudinal sectional view taken along the X direction. [Diagram 3] 1 is a diagram showing a portion of a through hole formed in a steel plate, and is a cross-sectional view taken along the extension direction of the main reinforcement of the foundation. FIG. [Figure 4] 1 is a diagram showing a portion of a through hole formed in a steel plate, and is a cross-sectional view in a direction perpendicular to the extension direction of the main reinforcement of the foundation. FIG. [Diagram 5] FIG. 4 is a plan view showing a schematic joint structure between a steel plate concrete structure according to a second embodiment of the present invention and a reinforced concrete foundation. [Figure 6] FIG. 2 is a diagram showing the cross-sectional shape of the column base of the column member under consideration. [Figure 7] FIG. 2 is a diagram showing the cross-sectional shape of the column capital of the column member under consideration. [Figure 8] FIG. 1 is a diagram showing the relationship between stress and strain of concrete. [Figure 9]FIG. 1 is a diagram showing the relationship between stress and strain of a reinforcing bar. [Figure 10] FIG. 1 is a diagram showing an analytical model. [Figure 11] FIG. 1 is a diagram showing the area distribution of concrete. [Figure 12] FIG. 1 is a diagram showing the area distribution of a steel plate. [Figure 13] FIG. 13 is a diagram (overall view) showing the relationship between bending moment and curvature in each case. [Figure 14] FIG. 13 is a diagram (enlarged view) showing the relationship between bending moment and curvature in each case. [Figure 15] FIG. 13 is a diagram showing the axial strain distribution in the My non-opening case. [Figure 16] This is a diagram showing the axial stress distribution of concrete without My opening. [Figure 17] FIG. 13 is a diagram showing the axial stress distribution of a steel plate without an My opening. [Figure 18] FIG. 13 is a diagram showing the bending moment distribution of an embedded column base. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

[0016] First embodiment The joint structure between a steel plate concrete structure and a reinforced concrete foundation according to the first embodiment of the present invention will be described with reference to the drawings. Fig. 1 is a plan view showing a joint structure between a steel plate concrete structure and a reinforced concrete foundation according to a first embodiment of the present invention. As shown in Fig. 1, the joint structure between a steel plate concrete structure and a reinforced concrete foundation according to this embodiment (hereinafter, sometimes simply referred to as "joint structure") 100 joins a column (structure) 1 and a foundation 3.

[0017] In the following description, the horizontal direction in which the first main reinforcement bars 31A extend is defined as the X direction, and the horizontal direction in which the second main reinforcement bars 31B extend is defined as the Y direction.

[0018] The column 1 has a steel plate concrete structure. The column 1 has a rectangular cross section. The column 1 has a column outer edge portion 10 and a column concrete portion 12.

[0019] The column outer edge portion 10 has a tubular shape that is generally rectangular (square) in cross section. The column outer edge portion 10 has four column steel plates (steel plates) 11. The ends of the four column steel plates 11 are joined together. The column steel plates 11 are formed in a plate shape. The column steel plates 11 extend in the vertical direction. The column steel plates 11 are formed of a steel plate, for example, having a thickness of 32 mm and a width of 4200 mm. The thickness and width of the column steel plates 11 can be set appropriately. The column outer edge portion 10 may be a square tube in which the four column steel plates 11 are integrated.

[0020] Of the four column steel plates 11, two column steel plates 11 aligned along the X direction are column steel plates 11A and 11B, and two column steel plates 11 aligned along the Y direction are column steel plates 11C and 11D. The column steel plate 11A and the column steel plate 11B (a steel plate pair) are disposed opposite each other in the Y direction. The plate thickness direction of the column steel plate 11A and the plate thickness direction of the column steel plate 11B face the Y direction. The column steel plate 11C and the column steel plate 11D (a steel plate pair) are disposed opposite each other in the X direction. The plate thickness direction of the column steel plate 11C and the plate thickness direction of the column steel plate 11D face the X direction.

[0021] Fig. 2 is a vertical cross-sectional view along the X direction. As shown in Fig. 2, a lower portion 11d of the pillar 1 is embedded in a foundation 3 (embedded column base). The portion of the pillar 1 embedded in the foundation 3 is referred to as a pillar embedded portion 15.

[0022] The column concrete portion 12 is formed by concrete filled inside the column outer edge portion 10.

[0023] In the column embedding portion 15, a thick portion 16 that protrudes toward the inside of the column 1 is provided on the inner surface 11a of the column steel plate 11. The thick portion 16 is thicker than other portions of the column steel plate 11. At the location where the thick portion 16 is provided, the column steel plate 11 and the thick portion 16 are combined to form a thickened portion 16a. The thickness of the thickened portion 16a is, for example, about 48 mm, but can be set appropriately. The vertical length of the thick portion 16 is, for example, about 650 mm, but can be set appropriately depending on the number of main reinforcements 31 in the vertical direction, which will be described later, and the like.

[0024] FIG. 3 is a view showing the through hole 18, and is a cross-sectional view taken along the extension direction of the main reinforcement 31 (described later, stud bolts 26, 27 described later are omitted from the illustration). As shown in FIG. 3, tapered portions 17 are formed at the upper and lower ends of the thick-walled portion 16. The upper tapered portion 17 is formed so as to become gradually thinner toward the top. The lower tapered portion 17 is formed so as to become gradually thinner toward the bottom. The inclination of the tapered portion 17 is preferably, for example, 1 / 3 or less. The length of the tapered portion 17 in the vertical direction is, for example, 70 mm, but can be set appropriately.

[0025] A through hole 18 penetrating the column steel plate 11 and the thick portion 16 is formed in the column steel plate 11 at the vertical middle of the portion where the thick portion 16 is provided.

[0026] Fig. 4 is a diagram showing the through hole 18, and is a cross-sectional view in a direction perpendicular to the extending direction of the main reinforcement 31 described later. As shown in Fig. 4, the through hole 18 is a long hole that is long in the vertical direction. The length of the through hole 18 in the vertical direction is, for example, about 290 mm, but can be set appropriately. The provision of the thick portion 16 makes it possible to compensate for the missing cross-sectional area caused by the through hole 18.

[0027] As shown in Fig. 1, a rib 21 protruding toward the inside of the column 1 is provided on the inner surface 11a of the column steel plate 11. The rib 21 protrudes in a direction perpendicular to the plate surface of the column steel plate 11. A plurality of ribs 21 are provided at intervals in the width direction of the column steel plate 11.

[0028] As shown in FIG. 2, the rib 21 is provided over the column embedding portion 15 of the column steel plate 11 and the area above the column embedding portion 15. Tapered portions 22 are formed at the upper and lower ends of the thick portion 16. The upper tapered portion 22 is formed so that the protruding width from the column steel plate 11 gradually decreases toward the top. The lower tapered portion 22 The ribs 21 are formed so that the protruding width from the column steel plate 11 gradually decreases toward the bottom. For example, the thickness of the rib 21 is about 32 mm, but the thickness of the rib 21 can be set appropriately. The provision of the rib 21 reinforces the column steel plate 11.

[0029] Stud bolts 26 are provided on the inner surface 11a of the column steel plate 11. The stud bolts 26 are provided over substantially the entire length in the up-down direction of the column steel plate 11. As shown in Fig. 1, a plurality of the stud bolts 26 are provided at intervals in the width direction of the column steel plate 11.

[0030] As shown in Fig. 2, in the column embedding portion 15, a stud bolt 27 is provided on the outer surface 11b of the column steel plate 11. The stud bolt 27 is provided over approximately the entire length in the up-down direction of the column embedding portion 15 of the column steel plate 11. A plurality of stud bolts 27 are provided at intervals in the width direction of the column steel plate 11 (illustration of the stud bolts 27 is omitted in Fig. 1).

[0031] The foundation 3 is a reinforced concrete structure. The foundation 3 has a plurality of main reinforcements 31 and a foundation concrete portion 36.

[0032] As shown in FIG. 1, among the main reinforcements 31, the main reinforcements 31 extending in the X direction are referred to as first main reinforcements 31A, and the main reinforcements 31 extending in the Y direction are referred to as second main reinforcements 31B.

[0033] The first main reinforcements 31A are arranged at intervals in the Y direction. The first main reinforcements 31A are arranged at intervals in the vertical direction. In this embodiment, three first main reinforcements 31A are arranged at intervals in the vertical direction, but the number can be set appropriately.

[0034] The second main reinforcements 31B are arranged at intervals in the X-direction. The second main reinforcements 31B are arranged at intervals in the vertical direction. In this embodiment, three second main reinforcements 31B are arranged at intervals in the vertical direction, but the number can be set appropriately.

[0035] Of the main reinforcements 31, main reinforcements 31C, which have a rib 21 on the axial direction of the main reinforcements 31, have a bent portion 34 provided on the outside of the column 1. The main reinforcements 31C are bent at the bent portion 34 and disposed either above or below the adjacent main reinforcements 31. This allows the main reinforcements 31C to avoid the ribs 21.

[0036] The main reinforcement 31 includes reinforcing bars 32 extending in the extension direction of the main reinforcement 31, and mechanical joints 33 that join the reinforcing bars 32. Reinforcing bars of D38 are used for the reinforcing bars 32, but any type of reinforcing bar can be used as appropriate.

[0037] The mechanical joint 33 is arranged outside the region between the opposing column steel plates 11. The mechanical joint 33 is arranged outside the column 1 and in the vicinity of the column 1, for example, 300 mm from the column 1. The mechanical joint 33 has a well-known configuration such as a joint using a coupler.

[0038] 2, the foundation concrete portion 36 is formed in a flat plate shape. The foundation concrete portion 36 is formed by filling concrete into substantially the entire area of ​​the foundation 3. The main reinforcement 31 is embedded in the upper portion of the foundation concrete portion 36.

[0039] 3 and 4, the three main reinforcements 31 are inserted into the through hole 18 of the column steel plate 11. The three main reinforcements 31 are arranged with gaps between them and the upper and lower edges of the through hole 18.

[0040] According to the joint structure 100 configured in this manner, the mechanical joint 33 of the main reinforcement 31 is located outside the column 1 and in the vicinity of the column 1, so that the main reinforcement 31 of the foundation 3 inserted into the through hole 18 formed in the steel plate 11 of the column 1 can be connected by the mechanical joint 33 in the vicinity of the column 1. Therefore, even in the configuration in which the main reinforcement 31 of the foundation 3 is inserted into the through hole 18 formed in the steel plate 11 of the column 1, construction work can be reduced.

[0041] Furthermore, since the steel plate 11 has the thick portion 16 that is thicker than other portions, the thick portion 16 can compensate for the missing cross-sectional area of ​​the steel plate 11 due to the through hole 18.

[0042] In addition, since multiple main reinforcements 31 are inserted through one through hole 18, workability is better than inserting one main reinforcement 31 through one through hole.

[0043] Furthermore, since an inwardly protruding rib 21 is provided on the inner surface 11a of the steel plate 11 of the pillar 1, the steel plate 11 can be reinforced by the rib 21.

[0044] In addition, by bending the main reinforcement 31 to avoid the ribs 21, interference between the main reinforcement 31 and the ribs 21 can be prevented.

[0045] In addition, compared to exposed and wrapped-in column bases, embedded column bases do not require anchor bolts or wrapped-in concrete around the column. Therefore, in the large cross-section column 1, it is possible to ensure planar freedom and realize a structure with high rotational rigidity of the column base.

[0046] In addition, although the embedded column base requires a larger amount of steel plate in the column embedment section 15 compared to the exposed column base and the root-wrapped column base, the number of anchor bolts and base plates is reduced, thereby reducing the process and costs.

[0047] Second Embodiment Next, the joint structure between the steel plate concrete structure and the reinforced concrete foundation according to the second embodiment will be described mainly with reference to Fig. 5. Note that the same or similar members and parts as those in the above-mentioned first embodiment will be designated by the same reference numerals, and the description will be omitted, and only the configurations different from the embodiment will be described.

[0048] In the joint structure 100A according to this embodiment, a rib through-hole 28 is formed in the rib 21A, penetrating the rib 21A in the plate thickness direction. The rib through-hole 28 is an elongated hole that is long in the vertical direction, similar to the through-hole 18. A main reinforcement 31 extending in a direction perpendicular to the protruding direction of the rib 21A is inserted into the rib through-hole 28.

[0049] According to the joint structure 100A configured in this manner, the mechanical joint 33 of the main reinforcement 31 is located outside the column 1 and in the vicinity of the column 1, so that the main reinforcement 31 of the foundation 3 inserted into the through hole 18 formed in the steel plate 11 of the column 1 can be connected by the mechanical joint 33 in the vicinity of the column 1. Therefore, even in the configuration in which the main reinforcement 31 of the foundation 3 is inserted into the through hole 18 formed in the steel plate 11 of the column 1, construction work can be reduced.

[0050] Furthermore, by inserting the main reinforcement 31 through the rib through-hole 28, interference between the main reinforcement 31 and the rib can be prevented.

[0051] Next, the verification results of the reinforcement thickness (thickness of the thick portion 16) will be described. The method of investigation is to carry out a cross-sectional analysis based on the assumption of maintaining a plane for the cross section where the main reinforcement at the top end of the mat slab penetrates (hereinafter referred to as the "main reinforcement penetration cross section"), evaluate the tensile axial strain of the steel plate at the main reinforcement penetration part against the design bending moment considering the axial force, and determine the necessary reinforcement thickness. Here, the axial force and shear force are not considered.

[0052] <Conditions for consideration> (Review policy and case) In order to avoid contact or collision between the top of the turbine generator rack and the turbine building during an earthquake, it is important in designing the turbine generator rack to keep the stress generated by the earthquake load within the elastic range (weakly nonlinear). In this case, it is appropriate that the maximum bending moment of the column base is equal to or less than the yield bending moment of the column member (column 1). Therefore, a cross-sectional analysis was carried out when a yield bending moment was applied to both the cross-section without the main reinforcement through hole (through hole 18) and the cross-section with the main reinforcement through hole considering the reinforcing steel plate (thick part 16), and the soundness and margin of the main reinforcement through hole were confirmed by focusing on the tensile axial strain of the steel plate (column steel plate 11).

[0053] Table 1 below shows the cases under consideration.

[0054] [Table 1]

[0055] For the section without main reinforcement holes (Case 1), the yield bending moment of the column member (hereinafter, "M y無開口 Next, taking into account the main reinforcement through holes, the relationship between bending moment and curvature (M-φ relationship) and M y無開口 The strain distribution in the cross section when the force is applied is calculated, and M y無開口 The software used for cross-sectional analysis will be "Magewool (our own developed program)," which can calculate the M-φ relationship, strain and stress distribution within a cross section for any component shape.

[0056] (Cross section to be examined) The cross section to be considered will be the column cross section shown in Figure 6, Figure 7 and Table 2 below. The upper end main reinforcement of the mat slab will be 2-D38@200, approximately 30% larger than the reinforcement arrangement of mat slabs in existing turbine buildings. The main reinforcement through hole will be φ60mm@200, taking into consideration the workability relative to the diameter of the main reinforcement.

[0057] [Table 2]

[0058] (Material properties) The stress-strain relationship of concrete and steel plate takes into account the bilinear type nonlinear characteristics shown in Figures 8 and 9, and the material property values ​​shown in Tables 3 and 4 below are given. Note that in this study, the tension of concrete is not taken into account, and the additional tensile strength of reinforcing bars (1.1 times) is not taken into account.

[0059] [Table 3]

[0060] [Table 4]

[0061] (Analysis model) The analytical model is shown in Fig. 10. The side of the column is taken into consideration of the cross-sectional loss of the main reinforcement through holes, and the inside of the column is conservatively assumed to be made of concrete only, although in reality the main reinforcement is arranged in a lattice pattern. In the numerical analysis, the column cross section is modeled as a fiber model divided into 200 parts from the compression edge to the tension edge, as shown in Figs. 11 and 12.

[0062] (Analysis method) 1.Analysis method Sectional analysis assuming flatness is a method of gradually increasing the curvature from zero to the ultimate point and calculating the M-φ relationship. The bending moment occurring in the section is calculated by assuming the neutral axis to be the origin as the initial condition, and then calculating the axial strain, axial stress, section force and unbalanced force occurring in the section in order, and shifting the neutral axis to make the unbalanced force almost zero through convergent calculations.

[0063] 2. Initial Stress The initial axial force is set to 24,000 kN as a compressive force, based on the axial force used during the previous ultimate strength test of 1C1.

[0064] 3. Determining the yield point and ultimate point The yield point is determined as the point at which the tensile edge stress of the steel plate reaches the yield strength. The ultimate point is determined to be the point at which the tensile or compressive edge stress of the steel plate reaches its breaking strain, or the point at which the compressive edge stress of the concrete reaches its ultimate strain, whichever is the smaller the curvature.

[0065] <Analysis results> The calculation results of the M-φ relationship for Cases 1 to 4 are shown in Figures 13 and 14. The dashed lines in the figures indicate the y無開口 Also, M y無開口 The axial strain of the steel plate tensile edge in each case is shown in Table 5 below. y無開口 The axial strain distribution and axial stress distribution in the specimen are shown in Figs. 15 to 17 (the Y coordinate is positive on the compression side).

[0066] [Table 5]

[0067] From Figures 13 and 14, in Case 2 (without thickness increase), the ultimate bending moment is M y無開口 Smaller, M y無開口 In Case 3 and Case 4 (thickened steel plate), the ultimate bending moment is M y無開口 Because it is larger, M y無開口 According to Table 4, M y無開口 The axial strain (ε) of the tensile edge of the steel plate in this case is sufficiently small compared to the fracture strain (εu) in both cases 3 and 4. The strain ratio (corresponding to the plasticity factor) of the tensile axial strain (corresponding to the yield strain) of Case 1 without main reinforcement through holes in both cases is 0.95 in Case 3 and 1.39 in Case 4, both of which are less than 1.4.

[0068] From the above, it can be said that if the design bending moment is within the yield bending moment of the column member, the areas around the through holes are sound in both Case 3 and Case 4, where the steel plate is reinforced by increasing its thickness, and sufficient margin can be secured.

[0069] <Opinions from the study results> A cross-sectional analysis was carried out based on the assumption that the main reinforcement would remain flat for the cross-section of the main reinforcement, and the necessary reinforcement thickness was examined, focusing on the tensile axial strain of the steel plate at the main reinforcement penetration part against the design bending moment taking into account the axial force. The findings and observations obtained from the examination are described below.

[0070] (Ultimate bending moment at main reinforcement penetration section) The actual stress distribution in the base of an embedded column is complex, but as far as the soundness of the main reinforcement penetration section is confirmed, it is considered to be on the safe side to treat the ultimate bending moment of the column cross section itself with a section defect calculated in this evaluation as the ultimate bending moment of the column base for the reasons below. In both cases, the ultimate bending moment is determined at the time of crushing at the compression edge of the concrete, but since the internal concrete of SC columns is expected to be subjected to confining pressure from the steel plates, just like CFT columns, an increase in the compressive strength of the internal concrete can actually be expected. The bending moment at the column base is borne by a combination of the strength of the embedded column itself and the bearing pressure of the concrete around the column, but in this study, the bearing pressure was ignored.

[0071] (Thickening of steel plates) According to Reference 1 (Architectural Institute of Japan: Guidelines for the Design and Construction of Steel Pipe Structures, Commentary, January 1990) and Reference 2 (Architectural Institute of Japan: Guidelines for the Design of Steel Structure Joints, March 2012), the bending moment distribution of embedded column bases is maximum at a position slightly embedded from the top of the mat, as shown in Figure 18. Near the level of the main reinforcement at the top of the mat, which was the subject of this study, a stress slightly higher than that used in the design occurs, so a margin must be ensured.

[0072] In this study, by increasing the cross-sectional area of ​​the steel plate by 0.9 times (Case 4), M y無開口 However, in order to guarantee the aforementioned tolerance, it would be an appropriate engineering decision to increase the thickness so as to ensure a steel plate cross-sectional area equal to or greater than that of the base material.

[0073] The assembly procedures, shapes and combinations of the components, etc. shown in the above-described embodiment are merely examples, and various modifications can be made based on design requirements, etc., without departing from the spirit of the present invention.

[0074] For example, in the above embodiment, the pillar 1 is taken as an example of the structural member of the steel plate concrete structure, but the present invention is not limited to this. The structural member of the steel plate concrete structure may be a wall such as an earthquake-resistant wall.

[0075] In the embodiment described above, three main reinforcements 31 are inserted through the through hole 18, but a plurality of through holes may be formed in the steel plate 11, and the main reinforcements may be inserted one by one through the through holes. [Explanation of symbols]

[0076] 1...Column (structure) 3…Fundamentals 11...Column steel plate (steel plate) 11a…Inner surface 12...Concrete column 16…Thick part 18...Through hole 21,21A…Rib 28…Rib through hole 31…Main reinforcement 31A…1st main reinforcement 31B…Second main reinforcement 32…Reinforced concrete 33…Mechanical coupling 100,100A…Joint structure

Claims

1. A joint structure between a steel plate concrete structure column, in which concrete is placed between a pair of opposing steel plates, and a reinforced concrete foundation, The main reinforcement of the foundation is inserted through the through holes formed in each of the opposing steel plates, The mechanical joints that connect the main reinforcements to each other are provided near the column, outside the area between the opposing steel plates. A joint structure between a steel plate concrete structure and a reinforced concrete foundation.

2. The steel plate has a thick portion that is thicker than other portions, The through hole is formed in the thick portion. A joint structure between a steel plate concrete structure according to claim 1 and a reinforced concrete foundation.

3. The steel plate is provided with a rib protruding into the area sandwiched between the opposing steel plates.

3. A joint structure between a steel plate concrete structure according to claim 1 or 2 and a reinforced concrete foundation.

4. The steel plate pair is two pairs of steel plates sandwiching the same portion of the concrete from intersecting directions, One of the steel plate pairs is provided with the rib protruding into a region sandwiched between the opposing steel plates, The main reinforcement inserted through the opposing steel plates of the other pair of steel plates is formed so as to penetrate the rib. A joint structure between a steel plate concrete structure according to claim 3 and a reinforced concrete foundation.

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