JP2005036598A - Damping structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a damping structure of excellent antiseismic performance at low cost by economically building braces in a frame of reinforced concrete construction. <P>SOLUTION: This damping structure 1 is provided with a plurality of columns 2 of reinforced concrete construction erected at spaces, a plurality of beams 3 of reinforced concrete construction laid between the adjacent columns 2 at vertical spaces, and the braces 5 arranged in the frame 4 formed by the adjacent columns 2 and the vertically opposed beams 3. A column steel member 7 extending in the axial direction of the column 2 is embedded in a connection part 6 at which the column 2 and the beam 3 are joined, and a beam steel member 10 extending in the axial direction of the beam 3 is embedded in the end part of the beam 3. The column steel member 7 is provided from the lower part of the column 2 directly above the connection part 6 to the upper part of the column 2 directly below the connection part 6. The end part of the beam steel member 10 is joined to an intermediate part of the column steel member 7, and a gusset plate 14 to which the end part of the brace 5 is joined is joined to the internal corner of the column steel member 7 and beam steel member 10. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

  The present invention relates to a vibration control structure in which braces are arranged in a frame made of columns and beams.

In recent years, reinforced concrete structures with inferior deformation performance have been achieved by incorporating seismic dampers and other braces into a frame formed of columns and beams of reinforced concrete structures to reduce the response displacement of reinforced concrete structures during earthquakes. A structure has been proposed that reduces damage. Generally, the brace is incorporated in a steel structure frame and joined to a steel joint (gusset plate). Therefore, conventionally, when a brace is incorporated into a reinforced concrete structure frame, it is necessary to install a steel joint and join the brace, so that the entire frame into which the brace is incorporated needs to be a steel reinforced concrete structure. (For example, refer to Patent Document 1).
JP 2000-213201 A (page 3-5, FIG. 2)

  However, in the conventional method described above, a steel frame must be formed on the frame in which the brace is incorporated, and the material cost and assembly cost for the construction to form the steel frame are very high. There is a problem that the construction cost is increased.

  The present invention has been made in consideration of the above-described conventional problems, and is intended to economically incorporate a brace having a large damping force into a reinforced concrete frame and to provide a seismic control structure having excellent seismic performance at low cost. Yes.

  The invention according to claim 1 is adjacent to a plurality of reinforced concrete columns erected at intervals and a plurality of reinforced concrete beams erected between the adjacent columns with a space in the vertical direction. In the vibration control structure provided with an obliquely extending brace disposed in a frame frame formed in a rectangular shape by the pillar and the beam facing vertically, the pillar and the beam are joined. A column steel member extending in the axial direction of the column is embedded in the joint portion, a beam steel member extending in the axial direction of the beam is embedded in the end portion of the beam, and the column steel member is Provided from the lower part of the column immediately above the joint part to the upper part of the pillar immediately below the joint part, and an end of the beam steel member is joined to an intermediate part of the column steel member, and the column steel member and the beam steel member The end of the brace is joined to the corner It is characterized in that the gusset plate is bonded.

  With such a feature, the column steel member is only formed from directly above to the bottom of the joint, and is not continuous with other column steel members arranged in the vertical direction. In addition, the beam steel member only needs to be embedded at the end of the beam, it is not necessary to embed the steel member in the center of the beam, or even if the steel member in the center of the beam is formed with an inexpensive one, there is no problem. Absent.

  The invention according to claim 2 is the vibration damping structure according to claim 1, wherein a column shear connector extending in a direction perpendicular to the axis of the column is joined to the column steel member. Yes.

  With such a feature, the vertical force received from the brace is transmitted to the reinforced concrete column by the column shear connector.

  According to a third aspect of the present invention, in the damping structure according to the first or second aspect, a beam shear connector extending in a direction perpendicular to the beam axis is joined to the beam steel member. It is a feature.

  Due to such a feature, the horizontal force received from the brace is transmitted to the reinforced concrete beam by the beam shear connector.

  According to the above-described vibration control structure according to the present invention, a column steel member formed from directly above to immediately below is provided in the joint, and a beam steel member embedded in the beam from an intermediate portion of the column steel member. Because the gusset plate that joins the end of the brace is joined to the corner of the column steel member and the beam steel member, the brace with a large damping force is incorporated into the reinforced concrete frame, and the seismic performance It is possible to build an excellent vibration control structure. In addition, the column steel members are only formed from directly above and below the joint, and are not continuous with other column steel members arranged in the vertical direction, and the beam steel members are embedded in the beam ends. Therefore, the work of incorporating the brace can be carried out economically, and a seismic control structure having excellent seismic performance can be provided at low cost.

  Hereinafter, embodiments of a vibration control structure according to the present invention will be described with reference to the drawings.

  FIG. 1 is a cross-sectional view of the damping structure 1. As shown in FIG. 1, the seismic control structure 1 is composed of a plurality of reinforced concrete columns 2 erected at intervals, and a reinforced concrete structure erected between the adjacent columns 2 with an interval in the vertical direction. A plurality of beams 3 and braces 5 extending obliquely are arranged in a frame 4 formed in a rectangular shape by adjacent columns 2 and beams 3 which are vertically opposed to each other.

  The column 2 is formed by embedding a column reinforcement bar (not shown) extending in the vertical direction composed of a column main reinforcement and a hoop reinforcement (not shown) in a prismatic concrete extending in the vertical direction. 3 is formed by embedding a beam reinforcing bar (not shown) extending in the horizontal direction, which is composed of a beam main reinforcing bar and a stirrup reinforcing bar, in a prismatic concrete extending in the horizontal direction.

  A column steel member 7 made of H-shaped steel extending in the axial direction of the column 2 is embedded in the joint portion 6 to which the column 2 and the beam 3 are joined, and the column steel member 7 extends in the vertical direction. Among the plurality of formed joint portions 6, it is provided in every other joint portion 6. In addition, the column steel member 7 is provided in the above-described column reinforcement bar (not shown), and is provided from the lower part of the column 2 immediately above the joint part 6 to the upper part of the column 2 immediately below the joint part 6, and in the vertical direction. A plurality of pillar steel members 7 provided on the same are not joined to each other.

  A column rib plate 8 extending in a direction (horizontal direction) perpendicular to the axis of the column 2 is provided between the opposing flanges 7a of the column steel member 7 embedded in the column 2 lower portion immediately above the joint 6. The pillar rib plate 8 is provided in a plurality of stages (two stages in the figure) with a pair of webs 7b interposed therebetween. The column rib plate 8 is welded to the opposing flange 7a and web 7b, respectively. A plurality of column studs 9 are joined to the web 7b above the plurality of column rib plates 8 perpendicularly to the surface of the web 7b, and the plurality of column studs 9 are provided on both surfaces of the web 7b. A column shear connector joined to the column steel member 7 is constituted by the column rib plate 8 and the column stud 9.

  A beam steel member 10 made of H-shaped steel extending in the axial direction of the beam 3 is embedded in the end portion of the beam 3, and one end portion of the beam steel member 10 is arranged in the joint portion 6 to be a column. It is joined to the intermediate part of the steel member 7. A beam rib plate 11 extending in a direction perpendicular to the axis of the beam 3 (vertical direction) is provided between the opposing flanges 10a of the other end of the beam steel member 10, and the beam rib plate 11 has a web 10b. Plural (two rows) are provided with a pair in between. The beam rib plate 11 is welded to the flange 10a and the web 10b facing each other. A plurality of first beam studs 12 are joined to the web 10b between the plurality of beam rib plates 11 perpendicularly to the surface of the web 10b, and the plurality of first beam studs 12 are respectively provided on both surfaces of the web 10b. Yes. A beam shear connector joined to the beam steel member 10 is constituted by the beam rib plate 11 and the beam stud 12.

  Between the opposite ends of the beam steel frame members 10 facing each other, a horizontal member 13 made of a steel plate (only a web) embedded in the center of the beam 3 is laid, and the horizontal member 13 is the beam steel member 10. The web 10b is integrally formed.

  At the corners between the column steel member 7 and the beam steel member 10, there are provided first gusset plates 14 that protrude above and below the end of the beam 3 and to which one end of the brace 5 is joined. The first gusset plate 14 is welded to the flange 7a of the column steel member 7 and the flange 10a of the beam steel member 10, respectively, and ends of the first gusset plate 14 located above and below the beam 3 end. Diagonal rib plates 15 are respectively joined at right angles to the two sides. The oblique rib plate 15 extends obliquely toward the intersection of the axis of the column 2 and the axis of the beam 3, and a bolt (not shown) is attached to the end of the first gusset plate 14 and the oblique rib plate 15. Each hole is drilled. In addition, L-shaped rib plates 16 bent in an L shape so as to be in contact with the side surfaces of the pillar 2 and the upper and lower surfaces of the beam 3 are respectively joined to both surfaces of the first gusset plate 14 vertically.

  A brace is placed at the center of the beam 3 that is located obliquely above the first gusset plate 14 or obliquely below the first gusset plate 14 and is installed above the beam 3 in which the beam steel member 10 is embedded. A second gusset plate 17 made of an X-shaped steel plate to which the other end of 5 is joined is provided. The second gusset plate 17 is vertically penetrated through the beam 3 and protrudes in two parts from the upper surface and the lower surface of the beam 3. Diagonal rib plates 18 extending toward the first gusset plate are respectively joined to both surfaces of the end portion of the second gusset plate 17 projecting upward or downward of the beam 3. Bolt holes (not shown) are formed in the end portions of the gusset plate 17 and the oblique rib plate 18, respectively.

  On both surfaces of the second gusset plate 17, horizontal rib plates 19 that are in contact with the bottom or top surface of the beam 3 are respectively joined vertically. In addition, a plurality of vertical rib plates 20 extending in the vertical direction are joined to both surfaces of the second gusset plate 17 embedded in the beam 3 at right angles. The plurality of vertical rib plates 20 are arranged at an interval between the horizontal rib plate 19 that contacts the bottom surface of the beam 3 and the horizontal rib plate 19 that contacts the top surface of the beam 3. A plurality of second beam studs 21 are joined to both surfaces of the second gusset plate 17 perpendicularly to the surface of the second gusset plate 17 on both surfaces of the second gusset plate 17 located between the plurality of vertical rib plates 20.

  The braces 5 are respectively disposed between the plurality of ends of the second gusset plate 17 and the ends of the plurality of first gusset plates 14, and the plurality of braces 5 are centered on the second gusset plate 17 and X Arranged in shape.

  FIG. 2 is a plan view showing the brace 5, and FIG. 3 is a cross-sectional view of the brace 5. As shown in FIGS. 2 and 3, the brace 5 includes a core member 22 and a cylindrical stiffening body 23 provided so as to surround the core member 22. The core material 22 is formed of a low yield point steel, and the yield stress level is equal to or less than that of a normal main body steel frame. The core member 22 has a shape in which the central portion 22a is narrower than the both end portions 22b, and rib plates 24 extending in the axial direction are welded to the both end portions 22b of the core member 22 at right angles.

  The stiffener 23 is formed by joining flanges 25a of two channel steels 25 with a cover plate (steel plate) 26 and a threaded bolt 27 to form a closed space 28 having a rectangular shape in cross section. The channel steel 25 and the threaded bolt 27 are formed of a steel material having a higher yield stress level than the core material 22. A rib plate 29 extending in a direction perpendicular to the axial direction is welded to the middle portion of the two channel steels 25 with a gap between the center and both sides thereof, and the rib plates arranged with a gap are provided. The rib plates 30 extending in the axial direction are welded between the two.

  A central portion 22a of the core material 22 is inserted into the closed space 28, and a rubber packing (pressing material) 31 is formed in a plate shape between the stiffening body 23 and the central portion 22a of the core material 22. The core material 22 is disposed so as to be in contact with both surfaces. The rubber packing 31 has substantially the same length as the length of the stiffener 23, and the core material 22 is pressed evenly from the stiffener 23 through the rubber packing 31. .

  As shown in FIGS. 1 and 2, both end portions 22 b of the core material 22 are two-side frictionally joined to the first gusset plate 14 or the second gusset plate 17 by high-strength bolts via the splice plate 32. The rib plates 24 provided at both end portions 22b of the core member 22 are provided on the oblique rib plate 15 provided in the first gusset plate 14 and extending in the oblique direction, or on the second gusset plate 17. Two-surface friction bonding is performed to the oblique rib plate 18 extending in the oblique direction by high strength bolts via the splice plate 32.

  Next, the construction method of the damping structure 1 which consists of an above-described structure is demonstrated.

  First, one end of the beam steel member 10 is joined at a right angle to an intermediate portion of the column steel member 7 in advance at a factory or the like. At this time, a plurality of column rib plates 8 are welded between the opposing flanges 7a of the upper and lower ends of the column steel member 7, and a plurality of column studs 9 are studded on both surfaces of the web 7b of the upper and lower ends of the column steel member 7. Each is joined by welding. A plurality of beam rib plates 11 are welded and joined between the opposing flanges 10a at the other end of the beam steel member 10, and a plurality of first beams are formed on both surfaces of the web 10b at the other end of the beam steel member 10. The studs 12 are respectively joined by stud welding.

  Then, first gusset plates 14 are respectively arranged at the corners of the column steel member 7 and the beam steel member 10 positioned above and below the beam steel member 10, and the first gusset plate 14 is attached to the flange of the column steel member 7. 7a and the flange 10a of the beam steel member 10 are welded to each other. Further, the oblique rib plate 15 and the L-shaped rib plate 16 are welded to both surfaces of the first gusset plate 14, respectively. Further, the beam steel member 10 is formed by integrally forming the horizontal member 13 on the web 10b, and the two column steel members 7 and the two projecting from the center of the two column steel members 7 are used. The beam steel member 10 and the horizontal member 13 installed between the two beam steel members 10 form an H-shaped joining member.

  In addition, a plurality of horizontal rib plates 19 and a plurality of vertical rib plates 20 are welded and joined to both sides of the center of the second gusset plate 17, and a plurality of second beam studs 21 are joined by stud welding. In addition, oblique rib plates 18 are welded to both end surfaces of the X-shaped second gusset plate 17, respectively.

  Next, the above-mentioned column steel member 7, the beam steel member 10, the first gusset plate 14 and the horizontal member 13 are joined together, and the second gusset plate 17 is carried into the field. And the joining member which consists of the column steel member 7, the beam steel member 10, the 1st gusset plate 14, and the horizontal member 13 between the upper parts of two adjacent pairs of unillustrated column rebar rods assembled beforehand. Erection. At this time, the joint member is positioned so that the lower end of the column steel member 7 is inserted into a column rebar rod (not shown) and the middle portion of the column steel member 7 is disposed in the joint portion 6. Fix it.

  Next, a beam reinforcing bar (not shown) is assembled around the beam steel member 10 and the horizontal member 13, and a column form frame and a beam frame (not shown) are arranged around the column reinforcing bar and the beam reinforcing bar (not shown). And build. The upper side surface of the columnar frame and the bottom end surface of the beam-shaped frame are built so as to sandwich the first gusset plate 14. Next, concrete is placed in the above-described column form frame and beam form frame (not shown), and after the solidification of the concrete, the column form frame and beam form frame (not shown) are demolded, and the reinforced concrete column 2 And beam 3 are formed.

  Next, column reinforcement bars (not shown) are respectively assembled above the two adjacent column steel members 7, and beam reinforcement bars (not shown) are installed on the upper ends of the two sets of column reinforcement bars (not shown). At this time, the second gusset plate 17 is arranged at the center of the beam reinforcing bar. When the second gusset plate 17 is installed, the horizontal rib plate is positioned so that the end protrudes in contact with the top and bottom surfaces of the beam 3, and is temporarily fixed at a predetermined position. Then, a column-shaped frame and a beam-shaped frame (not shown) are built around the column reinforcing bar and the beam reinforcing bar (not shown). The bottom of the central part of the beam-shaped frame is built so as to sandwich the second gusset plate 17. Next, concrete is placed in the above-described column form frame and beam form frame (not shown), and after the solidification of the concrete, the column form frame and beam form frame (not shown) are demolded, and the reinforced concrete column 2 And beam 3 are formed.

  Next, between the first gusset plate 14 projecting from the upper surface of both ends of the lower beam 3 and the two-forged second gusset plate 17 projecting from the lower surface of the central portion of the upper beam 3, Each brace 5 is arranged. Then, the end portion of the first gusset plate 14 projecting from the upper surface of the end portion of the lower beam 3 and the one end portion of the brace 5 are frictionally joined to each other via the splice plate 32, and the center portion of the upper beam 3 is joined. The end portion of the second gusset plate 17 protruding from the lower surface and the other end portion of the brace 5 are frictionally joined to each other via the splice plate 32.

  In the upper layer of the beam 3 on which the second gusset plate 17 is provided, the column 2, the beam 3 and the first gusset plate 14 are formed in the same manner as described above. The braces 5 are respectively disposed between the first gusset plates 14 projecting from the lower surfaces of both ends of the beam 3 and the two-forged second gusset plates 17 projecting from the upper surface of the central portion of the beam 3. Then, two surfaces are friction-joined via the splice plate 32, and the plurality of braces 5 are arranged in an X shape around the second gusset plate 17.

  According to the vibration control structure 1 having the above-described structure, a column steel member 7 formed from directly above to immediately below is provided in the joint portion 6, and is embedded in the beam 3 from an intermediate portion of the column steel member 7. The beam steel frame member 10 is projected, and a first gusset plate 14 to which the end of the brace 5 is bonded is joined to the corner between the column steel member 7 and the beam steel member 10. For this reason, the brace 5 with a large damping force is incorporated into the reinforced concrete frame 4 so that the damping structure 1 having excellent seismic performance can be constructed.

  Moreover, the column steel member 7 is only formed from right above the joint portion 6 to directly below, and is not continuous with other column steel members 7 arranged in the vertical direction. Further, the beam steel member 10 is only embedded at the end of the beam 3, and an inexpensive horizontal member 13 is installed in the center of the beam 3. For this reason, the operation | work which incorporates the brace 5 can be constructed economically, and the damping structure 1 excellent in seismic performance can be provided at low cost.

  Further, since the column rib plate 8 and the column stud 9 extending in the direction orthogonal to the axis of the column 2 are joined to the column steel member 7, the vertical force received from the brace 5 is the column rib plate. 8 and the column stud 9 are transmitted to the concrete and the column reinforcement of the reinforced concrete column 3. Thereby, the response displacement at the time of the earthquake of the damping structure 1 of a reinforced concrete structure can be reduced, and damage to the structure of a reinforced concrete structure having a poor deformation performance can be reduced.

  In addition, since the beam rib plate 11 and the first beam stud 12 extending in the direction perpendicular to the axis of the beam 3 are joined to the beam steel member 10, the horizontal force received from the brace 5 is The beam is transmitted to the reinforced concrete beam 3 by the beam rib plate 11 and the first beam stud 12. Thereby, the response displacement at the time of the earthquake of the damping structure 1 of a reinforced concrete structure can be reduced, and damage to the structure of a reinforced concrete structure having a poor deformation performance can be reduced.

  As mentioned above, although embodiment of the damping structure 1 which concerns on this invention was described, this invention is not limited to above-described embodiment, In the range which does not deviate from the meaning, it can change suitably. For example, in the above-described embodiment, the plurality of braces 5 are arranged in an X shape straddling the two-layer frame 4, but in the present invention, as shown in FIG. The plurality of braces 103 may be arranged in a K shape with the second gusset plate 102 as the center by burying the second gusset plate 102 at the center of the beam steel member 100. In this case, since the vertical force transmitted from the brace 103 is received at the center of the beam 101, the beam steel member 100 is extended not only to the end of the beam 101 but also to the entire length of the beam 101, and in the vertical direction transmitted from the brace 103. The force can be received by the beam steel member 100. Further, the brace 103 may be arranged in a V shape by causing the second gusset plate 102 to project upward at the center of the beam steel member 100.

  Moreover, as shown in FIG. 5, the column steel member 201 embedded in the joint part 200a is alternately arranged between two adjacent columns 202, and the beam steel frame joined to the center of the column steel member 201 The member 203 is extended over the entire length of the beam 204 and inserted into the opposite end 200b, and a gusset plate 206 for joining the brace 205 is joined to the entrance corner of the column steel member 201 and the beam steel member 203. The brace 205 may be arranged in a lightning bolt shape (zigzag).

  In FIG. 4, reference numeral 104 represents a column, reference numeral 105 represents a column steel member, reference numeral 106 represents a first gusset plate, reference numeral 107 represents a column rib plate, reference numeral 108 represents a column stud, Reference numeral 109 denotes a beam rib plate, and reference numeral 110 denotes a beam stud. In addition, reference numeral 207 in FIG. 5 represents a column rib plate, numeral 208 represents a column stud, numeral 209 represents a beam rib plate, and numeral 210 represents a beam stud.

  Further, in the above-described embodiment, the horizontal member 13 is installed between the opposed beam steel members 10, but the present invention omits the horizontal member 13 and two opposite beam steel members. 10 may not be separated and continued. Moreover, in the above-described embodiment, the steel material-based damping damper is used for the brace 5. However, in the present invention, the viscous damper uses the viscous resistance of the viscous elastic body or the oil damper as the damper. May be used. In the above-described embodiment, the column shear connector including the column rib plate 8 and the column stud 9 is used, and the beam shear connector including the beam rib plate 11 and the beam stud 12 is used. If the vertical axial force received from the brace 5 can be sufficiently transmitted to the concrete or column reinforcement of the column 3, any or all of the column rib plate 8, the column stud 9, the beam rib plate 11, and the beam stud 12 are used. The head shear stud, T head bar, channel steel, angle steel, reinforcing bar and plate nut may be used for the column shear connector and beam shear connector. Furthermore, in the above-described embodiment, the brace 5 is arranged so that the axis of the brace 5 intersects the intersection of the axis of the column 2 and the axis of the beam 3. The brace 5 may be arranged so that the axis of the brace 5 is deviated from the intersection of the axis of the column 2 and the axis of the beam 3.

It is sectional drawing explaining embodiment of the damping structure which concerns on this invention. It is a partial top view explaining embodiment of the damping structure which concerns on this invention. It is a fragmentary sectional view explaining an embodiment of a damping structure concerning the present invention. It is sectional drawing explaining other embodiment of the damping structure which concerns on this invention. It is sectional drawing explaining other embodiment of the damping structure which concerns on this invention.

Explanation of symbols

1 Seismic control structure 2, 104, 202 Column 3, 101, 204 Beam 4 Frame 5, 103, 205 Brace 6, 200a, 200b Joint portion 7, 105, 201 Column steel member 8, 107, 207 Column rib plate (Column shear connector)
9, 108, 208 Column stud (column shear connector)
10, 100, 203 Beam steel member 11, 109, 209 Beam rib plate (beam shear connector)
12 First beam stud (beam shear connector)
14, 106 First gusset plate (gusset plate)
110, 210 Beam stud (beam shear connector)
206 Gusset plate

Claims (3)

A plurality of reinforced concrete columns erected at intervals, and a plurality of reinforced concrete beams erected between the adjacent columns in the vertical direction, the adjacent columns and the upper and lower sides facing each other In a vibration control structure provided with a diagonally extending brace arranged in a frame frame formed into a rectangle by a beam,
A column steel member extending in the axial direction of the column is embedded in the joint portion where the column and the beam are joined, and a beam steel member extending in the axial direction of the beam is embedded in the end portion of the beam. The column steel member is provided from the lower part of the column immediately above the joint part to the upper part of the pillar immediately below the joint part, and the end of the beam steel member is joined to the intermediate part of the column steel member. A damped structure in which a gusset plate to which an end portion of the brace is joined is joined to a corner of the column steel member and the beam steel member. In the damping structure according to claim 1,
The column steel frame member is joined to a column shear connector extending in a direction orthogonal to the axis of the column. In the vibration control structure according to claim 1 or 2,
A beam damping structure, wherein a beam shear connector extending in a direction perpendicular to the beam axis is joined to the beam steel member.

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