JP6353647B2 - Seismic isolation device joint structure - Google Patents

Description

  The present invention relates to a seismic isolation device joint structure.

  As a joint structure for a base isolation device, a base isolation device joint structure in which a CFT-structured (filled steel pipe concrete structure) column is formed on the base isolation device via a base plate is disclosed (for example, Patent Document 1). .

JP 2011-52432 A

  In the said patent document 1, the transmission performance of the vertical load in the junction part of a seismic isolation apparatus and a pillar can be improved. However, it is necessary to provide a base plate on the seismic isolation device separately from the diaphragm constituting the joint portion, and the number of parts increases, so there is room for improvement from the viewpoint of workability.

  An object of this invention is to provide the seismic isolation apparatus junction structure which can improve workability in consideration of said fact.

The seismic isolation device joining structure according to claim 1 comprises a seismic isolation device having a pair of upper and lower flanges, a joint provided on the seismic isolation device, and a pair of upper and lower diaphragms, A steel pipe in which a lower diaphragm provided in a lower part is directly joined to the upper flange of the seismic isolation device; and a steel beam joined to the lower diaphragm and the upper diaphragm; An RC column is erected on the steel pipe, and the lower end of the column main reinforcement of the column is inserted into the steel pipe and fixed in the steel pipe .

  According to the seismic isolation device joint structure of claim 1, the seismic isolation device includes a pair of upper and lower flanges. Moreover, on the seismic isolation device, a steel pipe that includes a pair of upper and lower diaphragms and constitutes a joint portion is provided. Here, the lower diaphragm of the steel pipe is directly joined to the upper flange of the seismic isolation device. Thereby, compared with the case where the upper flange and base plate of a seismic isolation apparatus are joined, simple accommodation can be implement | achieved and workability | operativity can be improved.

Further, the flange of the steel beam and the pair of upper and lower diaphragms can be joined together so that smooth stress transmission from the steel beam to the joint can be performed.
The seismic isolation device joining structure according to claim 2 includes a seismic isolation device having a pair of upper and lower flanges, a joint provided on the seismic isolation device, and a pair of upper and lower diaphragms, A steel pipe in which a lower diaphragm provided in a lower part is directly joined to the upper flange of the seismic isolation device, a steel beam joined to the lower diaphragm and the upper diaphragm, and a stress transmission member attached to an inner wall of the steel pipe, The stress transmission member is a reinforcing bar that is disposed in a plurality between the upper diaphragm and the lower diaphragm , bent into a substantially L shape, and welded to the four corners of the steel pipe.

The seismic isolation device joining structure according to claim 3 is the seismic isolation device joining structure according to claim 2 , wherein the steel pipe is filled with a cement-based hardener, and a column is erected on the steel pipe. The column main reinforcement of the column is inserted and fixed in the steel pipe.

According to the seismic isolation device joining structure of the third aspect , since the column main reinforcement is fixed in the steel pipe, the joining strength between the column and the joint portion can be increased with a simple fit.

The seismic isolation device joining structure according to claim 4 is the seismic isolation device joining structure according to claim 1 , wherein a stress transmission member is attached to the inner wall of the steel pipe.

According to the seismic isolation device joint structure according to claim 4 , the stress acting on the steel beam is transmitted through the stress transmission member attached to the inner wall of the steel pipe constituting the joint from the steel beam. And transmitted to a column composed of column main bars. Thereby, stress transmission between column beams can be performed smoothly.

  Since this invention was set as said structure, the workability | operativity of a seismic isolation apparatus joining structure can be improved.

It is an elevation sectional view showing a building to which a seismic isolation device joining structure concerning a 1st embodiment of the present invention was applied. FIG. 2 is a sectional view taken along line 2-2 of FIG. FIG. 3 is a sectional view taken along line 3-3 in FIG. 1. It is an elevation sectional view to which the seismic isolation device joint structure concerning a 2nd embodiment of the present invention was applied. FIG. 5 is a sectional view taken along line 5-5 of FIG.

<First embodiment>
The seismic isolation device joint structure according to the first embodiment of the present invention will be described below with reference to the drawings. In addition, the arrow Z suitably shown in each figure has shown the height direction (up-down direction) of the building 10, and the arrow X, Y suitably shown in each figure has shown two horizontal directions orthogonal to each other.

(Configuration of the building 10 to which the seismic isolation device joint structure is applied)
The building 10 to which the seismic isolation device joining structure according to the present embodiment is applied includes a laminated rubber 12 as a seismic isolation device constituting the seismic isolation device joining structure, a steel pipe 14, a column 16, and a steel beam 18. ing. The laminated rubber 12 is installed on a footing 102 protruding from the upper surface of the basic slab 100, and is configured by alternately laminating rubber plates 12A and rigid plates 12B in the thickness direction.

  Further, an upper flange 20 having a diameter larger than that of the rubber plate 12A and the rigid plate 12B is provided at the upper end portion of the laminated rubber 12, and the lower end portion of the laminated rubber 12 has substantially the same diameter as the upper flange 20. A lower flange 22 is provided. Here, a through hole (not shown) is formed in the peripheral end portion of the lower flange 22, and the lower flange 22 is fixed to the footing 102 by anchor bolts and nuts inserted through the through hole. However, the present invention is not limited to this, and the lower flange 22 may be fixed to the footing 102 by other methods. Further, the lower flange 22 may be fixed to the foundation slab 100 without using the footing 102.

  A steel pipe 14 is provided on the laminated rubber 12. The steel pipe 14 is a cylindrical member having a substantially rectangular vertical cross section and open at both ends. The steel pipe 14 constitutes a joint portion to which the column 16 and the steel beam 18 are connected. In the present embodiment, a rectangular steel pipe having a rectangular shape in plan view is used as the steel pipe 14. However, the present invention is not limited to this, and a steel pipe having another shape may be used. A polygonal steel pipe may be used in view.

  An upper diaphragm 24 is provided at the upper end portion of the steel pipe 14, and the upper diaphragm 24 covers the opening on the upper end side of the steel pipe 14. Further, a lower diaphragm 26 is provided at the lower end portion of the steel pipe 14, and the lower diaphragm 26 covers an opening on the lower end side of the steel pipe 14.

  Here, as shown in FIG. 2, the upper diaphragm 24 is formed of a rigid plate that is slightly larger than the steel pipe 14. In the present embodiment, as an example, the upper diaphragm 24 is a through diaphragm, but not limited thereto. For example, an inner diaphragm spanned on the inner wall of the steel pipe 14 or an outer diaphragm welded to the outer wall of the steel pipe 14 may be used.

  In addition, substantially triangular insertion holes 24A are formed in the four corners of the upper diaphragm 24 in plan view, and column main reinforcing bars 16A of the columns 16 described later are inserted into the insertion holes 24A. Further, a substantially circular concrete filling hole 24B is formed at the center of the upper diaphragm 24, and concrete 28 as an example of a cement-based hardener can be filled into the steel pipe 14 from the concrete filling hole 24B. It has become. The upper diaphragm 24 is joined to an upper flange portion 18A of a steel beam 18 described later. In the present embodiment, as an example, the shape of the insertion hole 24A is a substantially triangular shape in plan view. However, the shape is not limited to this, and may be formed in another shape. For example, it may be formed in a substantially rectangular shape in plan view or may be formed in a substantially circular shape.

  As shown in FIG. 1, the lower diaphragm 26 of the steel pipe 14 is formed to have a larger diameter than the upper diaphragm 24. Is formed. A through hole (not shown) is formed at the peripheral end of the lower diaphragm 26, and the lower diaphragm 26 is directly joined to the upper flange 20 by a bolt 30 and a nut 32 inserted through the through hole.

  Here, as shown in FIG. 3, the lower diaphragm 26 is formed in an octagonal shape lacking four corners of a square in plan view, and the upper flange 20 of the laminated rubber 12 is also formed in substantially the same shape. . In addition, eight bolts 30 are inserted through the lower diaphragm 26 along the periphery. The shape of the lower diaphragm 26 is not limited to this, and may be formed in other shapes, for example, in a rectangular shape in plan view. Further, the shape of the lower diaphragm 26 and the shape of the upper flange 20 of the laminated rubber 12 may be formed in different shapes. In this case, a bolt hole may be formed at a position where the center of the lower diaphragm 26 and the center of the upper flange 20 are communicated with each other. Furthermore, the direction of the upper flange 20 and the lower flange 22 of the laminated rubber 12 is not limited and may be set in an arbitrary direction. For example, in FIG. 3, the long side of the upper flange 20 is disposed along the X direction and the Y direction. However, the present invention is not limited thereto, and the upper flange 20 is rotated about 40 degrees around the center so You may make it arrange | position along a Y direction.

  As shown in FIG. 1, a column 16 is erected on the steel pipe 14. Here, in the present embodiment, a reinforced concrete (RC) column is erected as the column 16, but this is not limiting, and the column 16 may be appropriately formed according to the rigidity and other performance required for the building 10. You may change the type. For example, a steel structure (S structure) column, a steel reinforced concrete structure (SRC structure), or a filled steel pipe concrete structure (CFT structure) may be used.

  Column main bars 16A extending in the vertical direction are arranged on the columns 16. The column main reinforcing bars 16A are formed of deformed reinforcing bars or the like. In this embodiment, as shown in FIGS. 2 and 3, five column main reinforcing bars 16A are arranged at the four corners of the column 16, respectively. However, the present invention is not limited to this, and more column main bars 16A may be arranged, and conversely, a configuration in which fewer than twenty column main bars 16A are arranged may be employed.

  As shown in FIG. 1, a plurality of shear reinforcement bars 16 </ b> B are embedded in the column 16. The shear reinforcing bar 16B is an annular member having a substantially rectangular outer shape in plan view, and is provided so as to surround the plurality of column main bars 16A. Further, the shear reinforcement bars 16B are arranged with a predetermined interval in the vertical direction. In the present embodiment, the shear reinforcement bar 16B is not embedded in the joint part. However, the present invention is not limited to this, and the shear reinforcement bar 16B may be embedded in the joint part.

  Here, the column main reinforcing bars 16 </ b> A are inserted into the steel pipe 14 through insertion holes 24 </ b> A formed in the upper diaphragm 24, and are fixed in the steel pipe 14 by the concrete 28. Further, the column main reinforcement 16A is inserted to the vicinity of the lower diaphragm 26, and a pressure contact bump 34 is formed at the lower end of the column main reinforcement 16A. The pressure contact bump 34 is formed by heating and crushing the end portion of the columnar main bar, and functions as a fixing tool. The column main reinforcing bars 16 </ b> A may be inserted up to a position where the lower end pressure contact rib 34 contacts the lower diaphragm 26.

  In this embodiment, the pressure contact rib 34 is formed at the lower end portion of the column main bar 16A. However, the present invention is not limited to this, and other fixing tools may be provided. For example, a plate nut is attached to the lower end portion of the column main bar 16A. It can also be used as a fixing tool. In addition, the construction method using the press-contacting rib 34, the plate nut fixing construction method, and the like are preferable because simple accommodation can be realized. However, the present invention is not limited to this, and the lower end portion of the column main reinforcement 16A may be bent and fixed.

  A plurality of headed studs 36 as stress transmission members are provided on the inner wall of the steel pipe 14. The headed stud 36 protrudes inward from the inner wall of the steel pipe 14, and the head portion of the tip of the headed stud 36 is formed with a large diameter. In the present embodiment, as an example, six headed studs 36 are provided at equal intervals in the vertical direction. However, the present invention is not limited to this, and more headed studs 36 may be provided. Further, a configuration in which five or less headed studs 36 are provided may be employed.

  As shown in FIG. 3, two headed studs 36 are provided on each surface of the steel pipe 14, and each headed stud 36 is provided at a portion to which a steel beam 18 described later is connected. ing.

  As shown in FIG. 1, a plurality of steel beams 18 are connected to the steel pipe 14. In the present embodiment, as an example, the steel beam 18 is made of H-shaped steel, and each steel beam 18 includes an upper flange portion 18A, a lower flange portion 18B, and a web portion 18C. In addition, you may comprise the steel beam 18 not only with a H-section steel but with another shape steel. Moreover, you may use the beam which provided concrete around the H-section steel.

  Here, the upper flange portion 18A constituting the upper end portion of the steel beam 18 is welded in a state of being in contact with the upper diaphragm 24, and the lower flange portion 18B constituting the lower end portion of the steel beam 18 is connected to the lower diaphragm 26. Welded in a butted state. Further, a web portion 18C that connects the upper flange portion 18A and the lower flange portion 18B is welded to the outer wall of the steel pipe 14.

  In this embodiment, scallop is not provided, but scallop may be provided as appropriate. Moreover, you may join the web part 18C and the steel pipe 14 via a gusset plate. In this case, a bolt hole is previously formed in the web portion 18C, a gusset plate is welded to the outer wall of the steel pipe 14, and the gusset plate and the web portion 18C are overlapped with each other to insert and join the bolt. Can do.

  In the present embodiment, the laminated rubber 12 is used as the seismic isolation device. However, the present invention is not limited to this, and other seismic isolation devices may be used as long as they have a pair of upper and lower flanges. No sliding bearings may be used.

(Function and effect)
Next, the operation and effect of the building 10 to which the seismic isolation device joint structure according to this embodiment is applied will be described. In the building 10 according to this embodiment, since the upper flange 20 of the laminated rubber 12 and the lower diaphragm 26 of the steel pipe 14 are directly welded, a footing is formed between the upper flange 20 and the lower diaphragm 26, or a base plate. Compared with the case of attaching a sash, a simple fit can be realized, and the workability can be improved.

  Moreover, since there is no need to interpose an extra member between the upper flange 20 and the lower diaphragm 26, the number of parts can be reduced. Further, since the upper flange portion 18A of the steel beam 18 and the upper diaphragm 24 are joined in a butted state, and the lower flange portion 18B and the lower diaphragm 26 are joined in a butted state, stress transmission between the steel beam 18 is performed. Can be done smoothly.

  Moreover, since the column main reinforcement 16A is inserted in the steel pipe 14 and the column main reinforcement 16A is fixed by the concrete filled in the steel pipe 14, the bonding strength between the column 16 and the joint portion can be increased. Furthermore, in this embodiment, since the headed stud 36 is provided on the inner wall of the steel pipe 14, the stress transmission between the column beams can be performed more smoothly. For example, the stress acting on the steel beam 18 is transmitted from the web portion 18C of the steel beam 18 to the headed stud 36, and further transmitted from the headed stud 36 to the column 16 through the concrete 28 and the column main reinforcement 16A. Thereby, compared with the case where stress transmission members, such as the headed stud 36, are not provided, stress transmission can be performed reliably.

  In the present embodiment, since the pressing cove 34 is formed at the lower end portion of the columnar main bar 16A and used as the fixing tool, a simpler fit is realized as compared with the case where the columnar main bar 16A is bent and used as the fixing tool. It is possible to improve the workability.

  In this embodiment, as shown in FIG. 2, the concrete is flowed and filled from the concrete filling hole 24 </ b> B formed in the upper diaphragm 24. However, the present invention is not limited to this, and the column main reinforcement 16 </ b> A is inserted. Concrete may flow from the insertion hole 24A. In this case, since it is not necessary to provide the concrete filling hole 24B, the efficiency of stress transmission can be increased and the strength of the joint can be improved.

  In the present embodiment, the configuration in which the laminated rubber 12 is installed on the footing 102 on the foundation slab 100 has been described. However, the present invention is not limited to this, and the laminated rubber 12 is installed on a column to form a so-called intermediate seismic isolation structure. Also good.

<Second embodiment>
Next, the building 50 to which the seismic isolation device joint structure according to the second embodiment is applied will be described. In addition, about the structure similar to 1st embodiment, the same code | symbol is attached | subjected and description is abbreviate | omitted suitably. As shown in FIG. 4, the building 50 according to the present embodiment mainly includes a laminated rubber 12, a steel pipe 14, a column 16, and a steel beam 18. The laminated rubber 12 is installed on a footing 102 protruding from the upper surface of the basic slab 100, and is configured by alternately laminating rubber plates 12A and rigid plates 12B in the thickness direction.

  Further, the laminated rubber 12 is provided with an upper flange 20 and a lower flange 22, and through holes (not shown) are formed in the peripheral end portion of the lower flange 22. The lower flange 22 is fixed to the footing 102 by anchor bolts and nuts inserted through the through holes.

  On the laminated rubber 12, the steel pipe 14 which comprises a joint part is provided. An upper diaphragm 24 is provided at the upper end of the steel pipe 14, and a lower diaphragm 26 is provided at the lower end of the steel pipe 14. Here, the upper diaphragm 24 and the lower diaphragm 26 are both through diaphragms. The upper diaphragm 24 may be an inner diaphragm spanned on the inner wall of the steel pipe 14 or may be an outer diaphragm welded to the outer wall of the steel pipe 14.

  Further, a concrete filling hole 24B is formed in the upper diaphragm 24 of the steel pipe 14, and concrete 28 as an example of a cement hardening material is filled into the steel pipe 14 from the concrete filling hole 24B.

  Further, the lower diaphragm 26 of the steel pipe 14 is formed to have a larger diameter than the upper diaphragm 24, and a through hole (not shown) is formed in the peripheral end portion of the lower diaphragm 26, and a bolt inserted into the through hole. The lower diaphragm 26 is directly joined to the upper flange 20 by 30 and a nut 32.

  Further, a reinforced concrete column 16 is erected on the steel pipe 14, and a column main reinforcement 16 </ b> A extending in the vertical direction is arranged on the column 16. The column main reinforcing bars 16A are formed of deformed reinforcing bars or the like. In this embodiment, five column main reinforcing bars 16A are arranged at four corners of the column 16 in total (see FIG. 5).

  A shear reinforcement bar 16B is embedded in the column 16 so as to surround the plurality of column main bars 16A, and the shear reinforcement bar 16B is arranged with a predetermined interval in the vertical direction. Here, the column main reinforcing bars 16 </ b> A are inserted into the steel pipe 14 from the upper diaphragm 24, and are fixed in the steel pipe 14 by the concrete 28. Further, a pressure contact bump 34 is formed at the lower end of the column main reinforcement 16A.

  Here, a plurality of reinforcing bars 52 as stress transmission members are provided on the inner wall of the steel pipe 14. As shown in FIG. 5, the reinforcing bars 52 are bent in a substantially L shape and are provided at the four corners of the steel pipe 14. Each reinforcing bar 52 is flared to the inner wall of the orthogonal steel pipe 14. ing. Further, a plurality of reinforcing bars 52 are provided at equal intervals along the vertical direction. In this embodiment, as an example, six reinforcing bars 52 are provided along the vertical direction (see FIG. 4). In this embodiment, the reinforcing bar 52 is fixed to the inner wall of the steel pipe 14 by flare welding. However, the present invention is not limited to this, and the reinforcing bar 52 may be fixed to the inner wall of the steel pipe 14 by other methods.

  Four steel beams 18 are connected to the steel pipe 14, and the upper flange portion 18 </ b> A of the steel beam 18 is welded in a state of being in contact with the upper diaphragm 24. Further, the lower flange portion 18B of the steel beam 18 is welded in a state of being in contact with the lower diaphragm 26. Further, the web portion 18 </ b> C of the steel beam 18 is welded to the outer wall of the steel pipe 14.

  According to the building 50 of the present embodiment, since a plurality of reinforcing bars 52 are provided on the inner wall of the steel pipe 14, stress transmission between the column beams can be smoothly performed by friction (shear) between the reinforcing bars 52 and the concrete 28. . For example, the stress acting on the steel beam 18 is transmitted from the web portion 18C of the steel beam 18 to the reinforcing bar 52 on the inner wall of the steel pipe 14, and further to the column 16 via the column main bar 16A by friction between the reinforcing bar 52 and the concrete 28. Stress transmission takes place.

  Moreover, in this embodiment, since the reinforcing bar 52 is bent into a substantially L shape and is flared to the orthogonal inner wall of the steel pipe 14, the steel pipe 14 is reinforced to suppress local buckling of the steel pipe 14. it can. Further, the stress transmission between the adjacent steel beams 18 through the reinforcing bars 52 can be performed more smoothly. Other operations are the same as in the first embodiment.

  In this embodiment, the reinforcing bar 52 is bent into a substantially L shape. However, the present invention is not limited to this, and a linear reinforcing bar may be flared to the inner wall of the steel pipe 14. Further, the length of the reinforcing bar 52 may be set to an arbitrary length. For example, a reinforcing bar having a length equivalent to the length of one side of the steel pipe 14 may be welded.

  As mentioned above, although 1st embodiment of this invention and 2nd embodiment were described, this invention is not limited to such embodiment, You may use combining 1st embodiment and 2nd embodiment. Of course, the present invention can be implemented in various modes without departing from the gist of the present invention. For example, in FIG. 4, the headed stud 36 shown in FIG. 3 may be provided between the adjacent reinforcing bars 52.

10 Building with seismic isolation device joint structure 12 Laminated rubber (Seismic isolation device)
14 Steel pipe 16 Column 16A Column main bar 18 Steel beam 20 Upper flange 22 Lower flange 24 Upper diaphragm 26 Lower diaphragm 28 Concrete (cement hardened material)
36 Stud (Stress transmission member)
50 Building 52 with seismic isolation device connection structure 52 Reinforcement (stress transmission member)

Claims (4)

A seismic isolation device having a pair of upper and lower flanges;
A steel pipe that is provided on the seismic isolation device to form a joint portion, includes a pair of upper and lower diaphragms, and a lower diaphragm provided at a lower portion is directly joined to the upper flange of the seismic isolation device;
A steel beam joined to the lower diaphragm and the upper diaphragm;
Have
The steel pipe is filled with a cement-based hardener, and an RC column is erected on the steel pipe. The lower end of the pillar main reinforcement of the column is inserted into the steel pipe and fixed in the steel pipe. Seismic isolation device joint structure. A seismic isolation device having a pair of upper and lower flanges;
A steel pipe that is provided on the seismic isolation device to form a joint portion, includes a pair of upper and lower diaphragms, and a lower diaphragm provided at a lower portion is directly joined to the upper flange of the seismic isolation device;
A steel beam joined to the lower diaphragm and the upper diaphragm;
A stress transmission member attached to the inner wall of the steel pipe;
Have
A plurality of the stress transmission members are arranged between the upper diaphragm and the lower diaphragm, and are seismic isolation device joining structures which are rebars bent in a substantially L shape and welded to four corners of a steel pipe. The steel pipe is filled with a cement-based hardener, and a column is erected on the steel pipe,
The seismic isolation device joint structure according to claim 2, wherein the column main reinforcement of the column is inserted and fixed in the steel pipe.   The seismic isolation device joint structure according to claim 1, wherein a stress transmission member is attached to an inner wall of the steel pipe.

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