JP2018119364A - Steel plate earthquake-resisting wall, earthquake proof frame, and building including the same - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a steel plate earthquake-resisting wall capable of simply joining a building frame.SOLUTION: A steel plate earthquake-resisting wall comprises a steel plate wall 20 that is configured with a steel plate 22 and buckling stiffeners 24 erected on the steel plate 22, a frame material 30 that is welded to four peripheral edge parts of the steel plate wall 20, and junctions 40 that are installed at four corner parts of the frame material 30 and can be supported by pins.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a steel plate earthquake resistant wall, and more particularly to a steel plate earthquake resistant wall that enhances the earthquake resistance of a building.

  Conventional seismic frames that use steel plate walls are made of steel plates that have been buckled and stiffened by buckling stiffeners (stiffeners), etc., to building frames that are composed of building columns (intercolumns) and beams. It arrange | positions and it is produced by welding joining or bolt joining to the flame | frame of a building via the joining member installed in the pillar, a stud, and a beam.

  FIG. 4 is an elevational view showing an example of such a conventional earthquake-resistant frame using a steel plate wall, and FIG. 5 is a partial horizontal sectional view showing details of a joint portion between the steel plate wall and the building frame in the earthquake-resistant frame. It is.

  The seismic frame 100 shown in FIG. 4 is configured such that a steel plate wall 50 is bolted to a building frame composed of a column 2 (intermediate column 3) and a beam 4 of the building. The steel plate wall 50 is composed of a single steel plate 52 and a buckling stiffener (stiffener) 54 erected on the front and back surfaces of the steel plate 52 so as to be orthogonal to the steel plate 52. . Joining members (gusset plates 56 on the steel plate wall 50 side) to the frame of the building are provided on the four peripheral edges of the steel plate wall 50 (FIGS. 4 and 5). In addition, a joining member (building frame side gusset plate 60) to the steel plate wall 50 is provided on the inner periphery of the building frame.

  As shown in FIG. 5, when the steel plate wall 50 is joined to the building frame, the gusset plate 56 on the steel plate wall 50 side and the gusset plate 60 on the building frame side are sandwiched between the splice plates 70, The steel plate wall 50 is joined to the frame of the building by fastening the gusset plate 56 and the gusset plate 60 with a plurality of high strength bolts 72 via the plate 70.

  In the steel plate wall joining method as described above, the axial force and bending deformation generated in the columns and beams may be transmitted to the steel plate wall, which may deteriorate the performance of the steel plate wall. Therefore, a method for joining steel plate walls has been proposed in which axial force and bending deformation generated in columns and beams are prevented from being transmitted to the steel plate wall.

  For example, Non-Patent Document 1 proposes a method of suppressing the transmission of bending deformation of columns and beams to a steel plate wall by arranging the steel plate walls in a lattice shape.

  Patent Document 1 proposes a method of suppressing transmission of column axial force to a steel plate wall by using a corrugated steel plate and joining it to a building frame so that its crease is directed in the horizontal direction.

JP 2006-37586 A

Kihara et al., “Design of damping steel plate wall using ultra-low yield point steel”, Annual Report of Steel Structure, November 1997, Vol. 5, pp.523-530

  In the conventional seismic frame using steel plate walls, joint members are attached in advance to the columns (inter-columns) and beams on which the steel plate walls are installed by welding, and a considerable number of high-strength bolts are installed on the site via splice plates. It was necessary to join the steel plate wall to the building frame.

  The accuracy of the bolt hole in such a bolt joint generally needs to be within a bolt diameter of ± 2 mm. In order to tighten all the bolts within this clearance, high accuracy is required for building installation. .

  Moreover, when axial force is introduced into the steel plate wall, the performance of the steel plate wall tends to be lower than the retained yield strength and deformation performance against the pure shear force. Therefore, in order to suppress the introduction of axial force to the steel plate wall during construction as much as possible, after the steel plate wall is attached to the building frame by primary tightening, the construction of the surrounding seismic frame is completed to some extent and then final fastening is performed. Therefore, it was necessary to join the steel plate wall to the building frame, and this construction work was very time-consuming.

  On the other hand, when the steel plate wall is joined to the building frame by welding, it is possible to reduce the accuracy of the bolt holes and the number of man-hours required for bolting. However, it is necessary to temporarily fix the welding position in a state where a heavy steel plate wall is suspended, and further, a skillful technique such as lateral welding at the site is required. As a result, many costs such as welding costs, secondary material costs, and inspection costs are incurred, and other problems such as quality control and work schedules occur.

  This invention is made | formed in view of this situation, and it aims at providing the steel plate earthquake-resistant wall which can be easily joined to the flame | frame of a building.

  In order to cause shear deformation in the entire steel plate wall, it is necessary to continuously join the four peripheral portions of the steel plate wall with a member having a predetermined out-of-plane rigidity. Therefore, in the conventional steel plate wall, the four peripheral portions of the steel plate wall are joined to the pillars (intercolumns) and beams of the building.

  In the present invention, the steel plate seismic wall is separated from the building frame in advance by making the four peripheral edges of the steel plate wall into a steel plate seismic wall joined to a frame material which is a member different from a pillar (intercolumn) or beam. Can be manufactured at the factory. As a result, the edge of the steel plate wall can be joined by simple downward welding, and the steel plate seismic wall can be easily produced.

  Furthermore, in this invention, the joining member when joining the steel plate earthquake resistant wall to the frame of the building is a pin supportable joint portion installed at the corner of the steel plate earthquake resistant wall surrounded by the restraint material (frame material). At the construction site, the steel plate seismic wall can be easily joined to the building frame by simply joining the joint with a joint member installed on a column or beam with pin support. did.

The present invention has the following configuration.
[1] A steel plate wall composed of a steel plate and a buckling stiffener provided upright on the steel plate, a frame member welded to the four peripheral edges of the steel plate wall, and four corners of the frame member A steel plate earthquake-resistant wall comprising: a pin-supportable joint installed on the steel plate.
[2] An earthquake resistant frame in which a steel frame earthquake resistant wall according to [1] is joined to a frame of a building composed of columns and beams by pin support.
[3] A building provided with the earthquake-resistant frame according to [2].

  ADVANTAGE OF THE INVENTION According to this invention, the steel plate earthquake-resistant wall which can be easily installed in the flame | frame of a building can be provided.

FIG. 1 is an elevation view showing an embodiment of the seismic frame of the present invention. 2 is a partial cross-sectional view of the seismic frame of FIG. 1, (a) is a vertical partial cross-sectional view showing details of a joint between a steel plate seismic wall and a building frame, and (b) is the joint. It is a fragmentary sectional view of the horizontal direction of locations other than a part. FIG. 3 is an explanatory diagram (partial elevation view) for explaining details of a joint portion of the seismic frame shown in FIG. 1. FIG. 4 is an elevation view showing an example of a conventional earthquake-resistant frame using a steel plate wall. FIG. 5 is a partial horizontal cross-sectional view illustrating details of a joint portion between a steel plate wall and a building frame in the seismic frame of FIG. 4.

  Hereinafter, an embodiment of the present invention will be described with reference to the drawings. However, the present invention is not limited to the embodiments shown below.

  FIG. 1 is an elevation view showing a seismic frame 1 of the present invention.

  The seismic frame 1 is constituted by a steel frame seismic wall 10 joined to a building frame composed of columns 2 and beams 4 with pin support.

  The steel plate earthquake resistant wall 10 includes a steel plate wall 20, a frame member 30 welded to the four peripheral edges of the steel plate wall 20, and a pin supportable joint portion 40 installed at four corners of the frame member 30. Is provided.

  The steel plate wall 20 is composed of a single steel plate 22 and a buckling stiffener (stiffener) 24 erected on the front and back surfaces of the steel plate 22 so as to be orthogonal to the steel plate 22. .

  The frame member 30 is welded to four corners, a horizontal frame member 32 welded to the upper and lower edges of the steel plate wall 20, a vertical frame member 34 welded to the left and right edges of the steel plate wall 20. It is comprised from the square frame member 36 made. The frame member 30 (the horizontal frame member 32, the vertical frame member 34, and the square frame member 36) is made of a steel member, and the overall buckling strength of each is larger than the overall buckling strength of the steel plate wall 20.

The size of the frame member 30 is appropriately set according to the size of the frame of the building to be joined. The width of the frame member 30 is not particularly limited, but when the steel plate earthquake resistant wall 10 is joined to the building frame, the width in the out-of-plane direction is equal to or less than the column width W _{2 in} the out-of-plane direction of the column ₂ and The beam width W4 in the out-of-plane direction of the beam ₄ is set to be equal to or smaller than ₄ . Preferably, the width is less than the column width W _{2 and} less than the beam width W ₄ (FIGS. 2A and 2B).

  In the present embodiment, a small-diameter rectangular steel pipe is used as the frame member 30, but a circular steel pipe may be used as long as it has a predetermined proof stress, and the out-of-plane direction is a strong axis. H steel may be used. Moreover, the shape of the horizontal frame member 32 and the vertical frame member 34 may be the same or different.

  The square frame member 36 has a proof strength greater than the in-plane and out-of-plane proof strength of the horizontal frame member 32 and the vertical frame member 34. In the present embodiment, the square frame member 36 is assumed to be a cast steel product, and the square frame member 36 can be screwed to a joint 40 that can be pin-supported (hereinafter simply referred to as “joint 40”). It is said.

  The joint 40 is installed on the square frame member 36. Fig.2 (a) is the fragmentary sectional view of the vertical direction which shows the detail of the junction part of the steel plate earthquake-resistant wall 10 and the flame | frame of a building. As shown in FIG. 2A, in the present embodiment, the joint portion 40 is constituted by a clevis 42, and the clevis 42 is screwed to the square frame member 36 by a screw portion 44. The clevis 42 is not particularly limited, but a cast steel product or the like can be used.

  As shown in FIG. 1, a pin joint gusset is provided at a position corresponding to the joint 40 (clevis 42) of the steel plate earthquake resistant wall 10 on the inner periphery of the building frame composed of the pillar 2 and the beam 4. The plate 6 is welded. In this embodiment, the gusset plate 6 is welded to the four corners of the inner periphery of the building and the vicinity of the center. However, the present invention is not limited to this. For example, the gusset plate 6 welded to the four corners is connected to the pillar 2. Alternatively, a gap may be provided between the beam 4 and the beam 4 may be welded to the beam 4.

  The gusset plate 6 has holes for pin connection. FIG. 3 is an explanatory diagram (partial elevation) for explaining details of a joint portion of the earthquake-resistant frame. In the present embodiment, the hole for pin connection is a long hole 6a. The long hole 6a has a major axis in the column axis direction and is formed with a clearance corresponding to a deformation due to an axial force with respect to the column axis direction.

  The construction method of the seismic frame 1 of the present invention will be described.

  As an example of the construction method of the seismic frame 1 of the present invention, a steel plate seismic wall 10 production process for producing a steel plate seismic wall 10, and a steel plate seismic wall 10 produced in the production process are constructed of columns and beams. A steel plate seismic wall 10 to be joined to the frame by pin support.

(Production process of steel plate earthquake resistant wall 10)
The manufacturing process of the steel plate seismic wall 10 includes a process of manufacturing the steel plate wall 20, a process of manufacturing the frame member 30, and a process of joining the steel plate wall 20 to the inner periphery of the frame member 30.

  In the process of producing the steel plate wall 20, first, the steel type and thickness of the single steel plate 22 are determined according to the required horizontal strength of the building according to the seismic force. Further, the interval, thickness, and height of buckling stiffeners (stiffeners) 24 standing on the steel plate 22 are determined so that the steel plate 22 does not buckle out of plane with respect to a predetermined shear deformation amount. And the steel plate wall 20 is produced by welding the buckling stiffener 24 to the front surface and the back surface of the steel plate 22 so as to be orthogonal to the steel plate 22. As shown in FIG. 1, the buckling stiffener 24 is preferably installed in a form (single-sided crossing form) in which the steel plate 22 is welded in the vertical direction on the surface of the steel plate 22 and in the horizontal direction on the back surface of the steel plate 22. However, the type of buckling stiffening is not limited to this as long as a predetermined yield strength can be obtained.

  In the step of manufacturing the frame member 30, frame members (horizontal frame member 32, vertical frame member 34, square frame member 36) for restraining out-of-plane deformation of the four peripheral edges of the steel plate wall 20 are surrounded by the steel plate wall 20. The frame material 30 is produced by welding and joining in such a shape.

  In the step of joining the steel plate wall 20 to the inner periphery of the frame member 30, the steel plate wall 20 is joined to the inner periphery of the frame member 30 produced in the above step by welding. At this time, a groove is provided at the four peripheral edges of the steel plate wall 20, and complete penetration welding is performed using a backing metal. However, if a predetermined welding strength is obtained, the steel plate wall 20 may be joined to the frame member 30 by complete penetration welding using a double-sided groove or fillet welding. The steel plate wall 20 can be welded by simple downward welding.

  Next, the joining portion 40 is screwed to the square frame member 36 of the frame member 30 to produce the steel plate earthquake resistant wall 10.

  All of the manufacturing steps of the steel plate earthquake resistant wall 10 described above can be performed in the factory, and the steel plate earthquake resistant wall 10 can be easily manufactured in the factory. Note that it is optional to perform part of the manufacturing process on site.

(Joint process of steel plate earthquake resistant wall 10)
In the joining process of the steel plate seismic wall 10, the steel plate seismic wall 10 produced in the production process of the steel plate seismic wall 10 is transported to the work site and joined to the building frame composed of columns and beams with a pin support. . At that time, as shown in FIG. 2A, the pin P is inserted by aligning the joint portion 40 (clevis 42) of the steel shear wall 10 so as to sandwich the gusset plate 6 installed in advance in the building frame. Thus, the steel plate earthquake resistant wall 10 can be easily installed on the frame of the building. In addition, it does not specifically limit as said pin P, It inserts in the joining part 40 (clevis 42) of the steel plate earthquake-resistant wall 10, and the hole for pin joining of the said gusset plate 6, and the steel plate earthquake-resistant wall 10 and the frame of a building are attached. Any material that can be joined by pin support may be used.

  In this embodiment, the steel plate seismic wall 10 is shifted laterally and placed in the frame of the building, and the steel plate seismic wall 10 is horizontally moved, so that the joint 40 (clevis 42) of the steel plate seismic wall 10 is connected to the building. It is possible to fit in the gusset plate 6 installed in the frame, and positioning of the steel plate earthquake resistant wall 10 is easy and construction is simple.

  As shown in FIG. 1, the seismic frame 1 is formed by joining the steel plate seismic wall 10 and the beam 4 by joining the steel plate seismic wall 10 to the building frame by the joints 40 installed at the four corners thereof. There is a gap between them. Further, there is a gap between the steel plate earthquake resistant wall 10 and the column 2. Furthermore, in this embodiment, the two steel plate earthquake resistant walls 10 are joined to the inner periphery of the building frame so as to be separated in the horizontal direction, and there is a gap between the steel plate earthquake resistant walls 10. Thereby, it can suppress more that the bending deformation of the pillar 2 and the beam 4 transmits to the steel plate earthquake-resistant wall 10. FIG.

  As described above, according to the present invention, by using a frame member that is a member different from a column or a beam as a member that continuously restrains the four peripheral edges of the steel plate wall, the four peripheral edges and the frame of the steel plate wall are used. Steel-wall seismic walls including joints with materials can be manufactured in the factory. The steel plate earthquake-resistant wall of the present invention can be produced by downward welding that does not require a special technique.

  According to the present invention, the joining of the steel plate shear wall and the building frame is a pin joining, so that the bolt joining that requires man-hours and accuracy is unnecessary, and the joining by special lateral welding is unnecessary. . When joining the steel shear wall of the present invention to the frame of the building, it is only necessary to ensure the accuracy of the relative positional relationship at the pin joint position, and the installation of the steel shear wall on the site is simple and possible in a short construction period. .

  In addition, according to the present invention, the gusset plate pin connection hole installed in the building frame is a long hole having a clearance corresponding to deformation due to axial force in the column axis direction, so that The introduction of axial force to the wall can be suppressed, and the retained strength and deformation performance against the pure shear force of the steel plate seismic wall can be maintained.

  Furthermore, when the beam is long, etc., it is assumed that the bending deformation is dominant due to the shear deformation of the beam. However, in the present invention, the joint between the steel plate shear wall and the beam is not continuous, and the joint Since the portion is the end of the beam or near the center of the building frame, the bending deformation of the steel plate shear wall can be suppressed, and the retained strength and deformation performance against the pure shear force of the steel plate earthquake wall can be maintained.

  In addition, according to the present invention, it is possible to adjust the length according to the amount of rotation of the screw by using a screw-type joint at the corner of the steel plate earthquake-resistant wall, so that the construction accuracy in the field It is possible to make fine adjustments according to.

  Furthermore, when it is necessary to replace the steel plate seismic wall after an earthquake, etc., it is possible to easily remove it from the building frame by removing or cutting the joint, which makes it easy to replace and restore. .

  The buckling load of the steel shear wall of the present invention was analyzed by FEM (finite element method) analysis, and compared with the buckling load of a conventional earthquake resistant frame using a steel plate wall.

  In this example, paying attention to the rigidity of the frame material, elastic buckling analysis was performed with an analysis model using a steel plate earthquake resistant wall without a buckling stiffener as a shell element and a frame material around the four circumferences as a beam element. . The steel plate seismic wall was a 1640 mm × 1640 mm × 12 mm square steel plate, and a shear load was applied while changing the out-of-plane bending rigidity Ix, in-plane rigidity Iy, and torsional rigidity J of the beam element.

As a ^{result, J = 1.0 × 10 5 (} mm 4), when Iy ≒ 0 in (mm ^4), if ^{Ix = 1.0 × 10 7 (mm} 4) or out-of-plane stiffness, in FIG. 4 By simulating an earthquake-resistant frame using the conventional steel plate wall shown, it was confirmed that the elastic buckling strength was reached when the boundary condition of the four rounds was fixed out-of-plane. H-150 × 150 × 7 × 10 is sufficient as the H-section steel having this cross-sectional performance. Although this depends on the design conditions of the building, it can be said that it is sufficiently smaller than the cross section of a commonly used column or beam. From this, it can be seen that the steel plate earthquake resistant wall of the present invention can ensure a buckling load equivalent to that of the conventional earthquake resistant frame using the steel plate wall.

DESCRIPTION OF SYMBOLS 1,100 Seismic frame 2 Column 3 Interstitial column 4 Beam 6 Gusset plate 6a Long hole 10 Steel plate earthquake resistant wall 20, 50 Steel plate wall 22, 52 Steel plate 24, 54 Buckling stiffener 30 Frame member 32 Horizontal frame member 34 Vertical frame member 36 Square frame member 40 Pin supportable joint part 42 Clevis 44 Screw part 56 Gusset plate (steel plate side)
60 Gusset plate (building frame side)
70 Splice plate 72 High strength bolt P Pin

Claims (3)

A steel plate wall composed of a steel plate and a buckling stiffener provided upright on the steel plate;
A frame member welded to the four peripheral edges of the steel plate wall;
A steel plate earthquake-resistant wall comprising: pin-supported joints installed at four corners of the frame member.   A seismic frame in which a steel plate seismic wall according to claim 1 is joined to a frame of a building composed of columns and beams by pin support.   A building comprising the earthquake-resistant frame according to claim 2.

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