WO2009093712A1 - 接合金物及びこれを備えた建築物 - Google Patents
接合金物及びこれを備えた建築物 Download PDFInfo
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- WO2009093712A1 WO2009093712A1 PCT/JP2009/051120 JP2009051120W WO2009093712A1 WO 2009093712 A1 WO2009093712 A1 WO 2009093712A1 JP 2009051120 W JP2009051120 W JP 2009051120W WO 2009093712 A1 WO2009093712 A1 WO 2009093712A1
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- Prior art keywords
- steel plate
- connecting portion
- damper
- joint hardware
- building
- Prior art date
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Images
Classifications
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- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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- E—FIXED CONSTRUCTIONS
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- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
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- E04B1/681—Sealings of joints, e.g. expansion joints for free moving parts
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- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
- E04H9/0237—Structural braces with damping devices
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- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
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- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
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- F16F15/00—Suppression of vibrations in systems; Means or arrangements for avoiding or reducing out-of-balance forces, e.g. due to motion
- F16F15/02—Suppression of vibrations of non-rotating, e.g. reciprocating systems; Suppression of vibrations of rotating systems by use of members not moving with the rotating systems
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- E—FIXED CONSTRUCTIONS
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- E04H9/028—Earthquake withstanding shelters
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16F—SPRINGS; SHOCK-ABSORBERS; MEANS FOR DAMPING VIBRATION
- F16F7/00—Vibration-dampers; Shock-absorbers
- F16F7/12—Vibration-dampers; Shock-absorbers using plastic deformation of members
Definitions
- the present invention relates to a metal joint that exhibits a damping effect in accordance with relative displacement between structures, and a building including the same.
- This application is based on Japanese Patent Application Nos. 2008-14022 and 2008-14023, the contents of which are incorporated herein.
- the hole-down hardware and the anchor bolt are not damaged when the bearing wall bearing the horizontal force is locked. If the hole-down hardware or anchor bolt is damaged, the bearing wall rotates due to locking, and a predetermined horizontal force cannot be borne. As a result, the trouble that the horizontal proof stress as the whole building falls will arise.
- the bearing wall can secure a relatively high horizontal strength, the horizontal rigidity is also high, so there is a demerit that the input energy due to the earthquake increases and a higher horizontal strength is required.
- a vibration control structure for the column base is proposed in which bending panels and shear panels are installed between the foundation (base plate) and the column base to reduce the input energy.
- a vibration control structure for the column base is proposed in which bending panels and shear panels are installed between the foundation (base plate) and the column base to reduce the input energy.
- one side of a bending panel or a shear panel is joined to a column base by welding or the like, and the other side is joined to a base plate via a mounting plate (support plate).
- a bending panel bends and yields, or a shear panel yields a shearing force and absorbs tensile force.
- a column is connected to a base plate via a bending panel or a shearing panel. Therefore, since the pillar and the base plate are not joined, it is difficult to ensure the construction accuracy when the pillar is erected, and it takes a lot of work. In addition, since bending panels and shear panels are directly connected to the column bases, these panels cannot be replaced after an earthquake or replaced with higher performance, resulting in poor maintainability. is there. Further, in the vibration control structure described in Patent Document 1, a large space is required for arranging a bending panel and a shear panel around the column base. Therefore, it is difficult to use for the wall leg part of the load-bearing wall in the frame wall construction method building.
- the present invention has been made in view of the above circumstances, and it is possible to sufficiently exhibit a vibration suppressing effect that effectively absorbs energy such as an earthquake, and to have a metal fitting excellent in mountability and maintainability. It aims at offer with the building equipped with.
- a building provided with a metal fitting according to the present invention is a building provided with a metal fitting having a damping member attached between at least a pair of structures and yielding with relative displacement between the structures.
- the damping member includes a strength suppressing means for suppressing an increase in the yield strength after yielding, and causes a damping action in association with the locking or expansion / contraction of at least one of the structures.
- one of the structures is a building foundation and the other is a wall leg of a load bearing wall installed on the building foundation;
- the damping action is caused by the rocking of the load bearing wall; a first connecting portion in which the metal fitting is fixed to the building foundation and connected to a side of an anchor member extending vertically upward; and the load bearing wall And a damping member for connecting the first connecting portion and the second connecting portion; when the load-bearing wall is locked, the first moving portion moves together with the load-bearing wall.
- the damping action is caused by deformation of the damping member in accordance with relative displacement between the two coupling parts and the first coupling part whose movement is restricted by the anchor member; .
- the second connection portion is connected to the wall leg portion of the load-bearing wall, and the first connection portion is connected to the anchor member.
- the joint hardware is possible to install the joint hardware without applying special processing to the bearing wall or the building foundation or providing other parts.
- a damping member is arrange
- one of the structures is a building foundation and the other is a column installed on the building foundation; Raised when the pillar is rocked or lifted; the joint hardware is coupled to the anchor member fixed to the building foundation and connected to the anchor member extending vertically upward; and connected to the pillar.
- the second connecting portion and the damping member for connecting the first connecting portion and the second connecting portion; the second connecting portion that moves together with the pillar when the pillar is rocked or lifted.
- the damping effect is caused by the deformation of the damping member in accordance with the relative displacement between the first connecting portion and the movement of the first coupling part, the configuration of which may be adopted.
- the metal fittings are provided on the wall legs of the load bearing wall described above, the metal fittings are installed without special processing or other parts being provided on the pillars or the building foundation. be able to. And since it is not necessary to directly connect the damping member itself, the installation work of the joint hardware can be facilitated, the workability can be improved, and the maintainability such as inspection and replacement after the earthquake can be improved. it can.
- one of the structures is a first beam including a flange extending along the length direction, and the other is A second beam opposed to the first beam with a column interposed therebetween; and the damping action is caused by an expansion / contraction operation of the flange by a bending operation of at least one of the first beam and the second beam.
- a first connecting portion connected to an anchor member fixed to an end portion of the second beam; and an end portion of the flange of the first beam;
- a second connecting portion connected to the first connecting portion and the second connecting portion; and the second connecting member that moves together with the flange when the first beam is bent and deformed. And the relative displacement between the first connecting part, the movement of which is restricted by the anchor member.
- one of the structures is a beam including a flange extending along the length direction, and the other is a column.
- a first connecting part connected to the anchor member fixed to the column side, a second connecting part connected to the end of the flange of the beam, and the first connecting part;
- the damping member that connects between the second connecting portion and the second connecting portion; when the beam is bent and deformed, the second connecting portion that moves together with the flange and the first connecting portion are relatively displaced, and the damping member Deforms to cause the attenuation effect; a configuration may be employed.
- the metal fittings should be installed without any special processing or other parts provided on the beam ends. Can do. And since it is not necessary to directly connect the damping member itself, the installation work of the joint hardware can be facilitated, the workability can be improved, and the maintainability such as inspection and replacement after the earthquake can be improved. it can.
- each structure is a divided brace obtained by dividing the brace into a plurality of pieces; the joint hardware is provided on one side of each of the divided braces.
- the 1st connection part connected, The 2nd connection part connected with the side of the anchor member fixed to the other of each said division
- the said damping member which connects between these 1st connection parts and 2nd connection parts With the relative displacement between the first connecting part that moves with one of the divided braces and the second connecting part, the movement of which is restricted by the anchor member, when the brace expands and contracts.
- the damping member is deformed to cause the damping effect; a configuration may be adopted.
- the metal fittings should be installed without any special processing or other parts provided on the brace joints. Can do. And since it is not necessary to directly connect the damping member itself, the installation work of the joint hardware can be facilitated, the workability can be improved, and the maintainability such as inspection and replacement after the earthquake can be improved. it can.
- the second connection portion is provided in a pair so as to face each other with the first connection portion interposed therebetween;
- the damping member is disposed so as to be substantially line symmetric with respect to the axis of the anchor member; a configuration may be adopted.
- the second connecting portions are arranged in a pair so as to form a radial shape around the first connecting portion;
- the damping member is disposed substantially point-symmetric with respect to the axis of the anchor member; a configuration may be employed.
- the second connecting portion is a pair of connecting steel plates; these connecting steel plates sandwich the anchor member therebetween.
- a structure may be adopted in which the damping member is a damper steel plate that connects between each of the connecting steel plates and the first connecting portion.
- a 2nd connection part (steel plate for connection) is arrange
- a damping member (steel plate for dampers) is arrange
- the first connecting portion is a tubular steel material into which the anchor member is inserted; and the steel plate for the damper is made of the tubular steel material. Bonded so as to extend in the radial direction from the peripheral surface; one damper steel plate is disposed between each of the connecting steel plates and the tubular steel material; Also good.
- the first connecting portion is a tubular steel material into which the anchor member is inserted; and the steel plate for the damper is the tubular steel material.
- the damper steel plate is formed of two damper steel plates that connect the connection steel plates and face each other substantially in parallel. Yes; the first connecting portion includes a first end connecting member and a second end connecting member that connect one end edge and the other end edge of each of the damper steel plates; An insertion hole through which the anchor member is inserted is formed in the edge connecting member and the second end connecting member; a configuration may be adopted.
- each of the connecting steel plates are respectively a first reinforcing steel material and a second reinforcing steel material. It is also possible to adopt a configuration in which an insertion hole through which the anchor member is inserted is formed in at least one of the first and second reinforcing steel materials.
- the anchor member is inserted into an insertion hole formed in at least one of the first and second reinforcing steel materials, thereby eliminating the eccentricity between the anchor member and the reinforcing steel materials (connecting steel plate and damper steel plate). It is possible to prevent the occurrence of load stress due to eccentricity.
- the load-bearing wall is fixed at least between a pair of frame members positioned at the side edge of the load-bearing wall and the frame members.
- Each frame assembly has a hollow cross section having a pair of opposed surfaces opposed to each other; the second coupling portion is coupled to each of the opposed surfaces; .
- the second connecting portion is connected to a pair of opposing surfaces of the frame material constituting the bearing wall (that is, the joint metal is installed inside the hollow cross section of the frame material), thereby decentering the joint metal and the frame material.
- the amount can also be minimized. Therefore, the stress acting on the frame material can be further reduced.
- the joint hardware does not protrude outside the load bearing wall and does not get in the way of installation, so the degree of freedom of installation of the load bearing wall can be improved.
- the building including the joint hardware according to (14) may be a steel house in which each of the frame members is made of a thin lightweight steel. In this case, it is possible to obtain substantially the same effect as that of the building including the above-described joint hardware, and it is possible to improve the degree of freedom of installation and maintenance of the joint hardware and the load-bearing wall.
- the metal joint of the present invention is attached between a pair of structures, and is connected to one side of each structure; and on the other side of each structure.
- the damping member is provided with a proof stress suppressing means, even if the damping member is repeatedly subjected to a load after yielding, the increase in the proof stress can be suppressed, and a stress exceeding the design proof stress is generated. There is nothing to do. Therefore, the stress acting on the first and second connecting parts constituting the joint hardware and the stress acting on the structure to which the joint hardware is attached do not exceed the design value, and damage to each part can be prevented. Furthermore, since the increase in rigidity of the damping member can also be suppressed, the vibration suppressing effect expected in design can be obtained by the damping effect (energy absorption effect) of the damping member without increasing the input energy such as an earthquake.
- the damping member is connected between the first and second connecting portions, and the first and second connecting portions are connected to each of the set of structures. There is no need to link directly to. Therefore, compared to a structure in which the damping member is directly connected to the structure, the attachment hardware can be easily attached, and the attachment accuracy and workability can be improved. Furthermore, if the 1st and 2nd connection part is removed from a set of structures, a metal joint can also be removed and the maintainability, such as inspection and replacement after an earthquake, can be improved.
- the first connection portion and the second connection portion are arranged along a direction substantially orthogonal to the direction of the relative displacement generated between the structures.
- Each of the damping members is disposed in a position opposite to each other; when the direction of the relative displacement is a first direction and the direction in which the first connection portion and the second connection portion are opposite is a second direction, It is a steel plate for a damper provided substantially parallel to a virtual plane including one direction and a second direction; the configuration may be adopted.
- the central portion of the damper steel plate is The lengths of the ends are set such that the ends are bent and yielded when the shear strength determined by the length of the center is increased.
- the proof stress suppressing means is configured by the shape of the damper steel plate; the configuration may be adopted. According to the above-described configuration, the length dimension of the central portion of the damper steel plate in the joint hardware arranged so that the damper steel plate as the damping member undergoes shear deformation in the in-plane direction with respect to the relative displacement of the set of structures.
- the shear strength is determined by shortening and the shape of the damper steel plate is set so that both ends bend and yield according to the increase in the shear strength at the center, thereby stabilizing the stress borne by the damper steel plate. it can. That is, as described above, in the case of bending (tensile) yielding, although the true stress increases, the increase in yield strength is suppressed, so after both ends of the damper steel plate are bent and yielded, the shear strength is increased by work hardening. Even if the bending force increases, the bending strength does not increase, and the bending strength is stabilized in the stress state (predetermined shearing force) that becomes the hinges at both ends.
- a substantially diamond-shaped notch hole is formed in the damper steel plate; one of a pair of diagonal lines forming the diamond shape is parallel to the first direction. And the other is parallel to the second direction; a configuration may be adopted.
- the damper steel plate can be divided across the substantially rhombic cutout hole. Therefore, with respect to the overall length dimension of the damper steel plate along the first direction, the stress state as described above is formed for each part that is divided by the notch holes and has a short length dimension. Become.
- the number of the steel plates is appropriately changed while maintaining the stress-deformation relationship regarding the bending-shearing of each part, and the damping effect as the joint hardware Can be adjusted. Furthermore, by reducing the bending moment of each part, the deformation of the first and second connecting parts and the surrounding structural material can be suppressed.
- At least one slit hole is formed in the damper steel plate so as to penetrate the damper steel plate and extend in the second direction;
- the length dimension of each divided steel plate portion when the damper steel plate is divided with a hole as a boundary is set such that both end portions along the second direction bend and yield when each shear strength increases;
- the said proof stress suppressing means is comprised by the shape of this steel plate for dampers; You may employ
- the length dimension of each divided steel plate portion divided by the slit holes in the metal fitting arranged so that the damper steel plate, which is a damping member, undergoes shear deformation in the in-plane direction Is set so that both ends bend and yield when the shear strength increases.
- the stress which the steel plate for dampers bears can be stabilized. That is, the shearing force to be borne becomes stable in the stress state (predetermined shearing force) in which both ends of each divided steel plate portion are bent and yielded to become hinges at both ends.
- the number of the parts can be appropriately changed while maintaining the stress-deformation relationship regarding bending-shearing of each part. Attenuation effect can be adjusted. Furthermore, by reducing the bending moment of each part, the deformation of the first and second connecting parts and the surrounding structural material can be suppressed.
- the damper steel plate is a steel material having a yield strength ratio of 2/3 or more of the maximum yield strength, and the yield strength is greater than the design yield strength.
- the yield strength suppressing means is formed by at least one of steel materials having a yield strength width of ⁇ 20% or less; the mechanical properties of the steel plate for dampers may be adopted. In this case, as the mechanical characteristics of the damper steel plate as the damping member, the damper steel plate bears by setting the yield strength ratio to 2/3 or more or setting the yield strength width within ⁇ 20%. Stress can be stabilized.
- the metal joint described in (17) above employs a configuration in which the damper steel plate is precipitation hardened so as to satisfy at least one of a predetermined yield strength ratio and a predetermined yield strength width. Also good.
- the yield strength ratio and the yield strength width can be set to predetermined values by performing plasticizing.
- the damper steel plate is deformed in advance by a predetermined amount of deformation along the first direction from the initial position, and plasticized to return from the yielded state to the initial position. It is formed from the processed steel plate; at least one of the yield strength ratio and the yield strength width of the steel plate for damper is set to a predetermined value by this plasticizing processing; In this case, the yield strength ratio and the yield strength width can be set to predetermined values by performing precipitation hardening processing, and by using such a steel material as a steel plate for damper, an increase in yield strength after shear yield is suppressed. be able to.
- the design yield strength of a general structural material used around the joint hardware is 2/3 or less of the maximum yield strength
- the yield strength of the joint hardware is 2/3 or more of the maximum yield strength
- the yield strength range within ⁇ 20% it is possible to yield the joint hardware before the surrounding structure reaches the maximum strength.
- the second connecting portion includes a pair of connecting members disposed at symmetrical positions with the first connecting portion interposed therebetween; A pair is arranged so as to be substantially line symmetric with the first connecting portion interposed therebetween; a configuration may be adopted.
- the second connecting portion includes a pair of connecting members disposed at substantially point-symmetrical positions sandwiching the first connecting portion therebetween; the steel plate for a damper However, a pair is arrange
- the connecting steel plates that are the second connecting portions are symmetrically arranged in one set with the first connecting portion interposed therebetween, and the damper steel plates are also substantially line symmetric or substantially pointed with the first connecting portion in between. Arranged symmetrically.
- the stress when the damper steel plate is deformed acts symmetrically without being eccentric, and stress due to eccentricity does not occur or the stress due to eccentricity can be made extremely small. Therefore, load stress such as an eccentric bending moment can hardly be applied to a set of structures, and reinforcement or the like for the load stress can be eliminated or reduced.
- the transmission of force between a set of structures via the joint hardware becomes smooth, the mechanical mechanism in the damper steel plate becomes clear, and the damping effect is ensured and appropriate. Demonstrated and can effectively absorb vibration energy from earthquakes.
- joint hardware of this invention while being able to absorb energy, such as an earthquake effectively, it can implement
- FIG. 1 is a front view showing a schematic structure of a building provided with a joint metal fitting concerning a 1st embodiment of the present invention.
- FIG. 2 is an exploded perspective view of a load bearing wall constituting the building.
- FIG. 3 is a perspective view showing a connection structure between the bearing wall and the building foundation.
- FIG. 4 is a perspective view showing a metal joint having the connection structure.
- FIG. 5 is a front view showing a deformed state of the joint hardware.
- FIG. 6 is a perspective view showing a modification of the joint hardware.
- FIG. 7 is a perspective view showing another modification of the joint hardware.
- FIG. 8 is a perspective view which shows a part of building provided with the joint metal fitting based on 2nd Embodiment of this invention.
- FIG. 8 is a perspective view which shows a part of building provided with the joint metal fitting based on 2nd Embodiment of this invention.
- FIG. 8 is a perspective view which shows a part of building provided with the joint metal
- FIG. 9 is a perspective view showing a modification of the embodiment.
- FIG. 10 is a perspective view showing another modification of the embodiment.
- FIG. 11 is a perspective view which shows a part of building provided with the joint metal fitting based on 3rd Embodiment of this invention.
- FIG. 12A is a front view showing a modification of the embodiment.
- FIG. 12B is a front view showing another modification of the embodiment.
- FIG. 12C is a front view showing still another modification of the embodiment.
- FIG. 13 is a front view which shows a part of building provided with the joint metal fitting based on 4th Embodiment of this invention.
- FIG. 14A is a front view showing a modification of the embodiment.
- FIG. 14B is a front view showing another modification of the embodiment.
- FIG. 14A is a front view showing a modification of the embodiment.
- FIG. 14B is a front view showing another modification of the embodiment.
- FIG. 14A is a front view showing a modification of the embodiment
- FIG. 14C is a front view showing still another modification of the embodiment.
- FIG. 15 is a front view showing still another modification of the embodiment.
- FIG. 16 is a front view showing still another modification of the embodiment.
- FIG. 17 is a perspective view showing still another modification of the embodiment.
- FIG. 18 is a perspective view showing a metal joint according to the fifth embodiment of the present invention.
- FIG. 19 is a front view of the joint hardware.
- FIG. 20 is a front view showing a deformed state of the joint hardware.
- FIG. 21 is a front view showing a modification of the joint hardware.
- FIG. 22 is a front view showing a metal joint according to the sixth embodiment of the present invention.
- FIG. 23 is a front view showing a modified example of the joint hardware.
- FIG. 15 is a front view showing still another modification of the embodiment.
- FIG. 16 is a front view showing still another modification of the embodiment.
- FIG. 17 is a perspective view showing still another modification of the embodiment.
- FIG. 24 is a front view showing a metal joint according to the sixth embodiment of the present invention.
- FIG. 25 is a front view showing a metal joint according to the seventh embodiment of the present invention.
- FIG. 26 is a perspective view showing the manufacturing procedure of the joint hardware.
- FIG. 27 is a perspective view showing a procedure for attaching the joint hardware.
- FIG. 28 is a partially enlarged view showing a detailed structure of the joint hardware.
- FIG. 29A is a graph showing a loading test result of the metal joint of the present invention.
- FIG. 29B is a graph showing a loading test result of the joint metal fitting of the comparative example.
- FIG. 30A is a graph showing a stress-strain relationship in bending and shearing of a steel material (in the case of tensile (bending) yield).
- FIG. 30B is a graph showing a stress-strain relationship in bending and shearing of a steel material (in the case of pure shear).
- Anchor Bolt (Anchor Member) 10 Bearing walls 11 Frame material 12 Face material 14 Flange (opposite surface) 20, 30, 40, 50, 60, 70, 80 Joint hardware 21, 31 Steel plate for wall connection (second connection part) 22, 32 Upper reinforcing steel material 22A, 32A Insertion hole 23, 33 Lower reinforcing steel material 23A, 33A Insertion hole 26, 36, 52, 65 Cylindrical steel material (first connecting portion) 27, 37, 47, 54, 67 Steel plate for damper (damping member) 45 Upper edge connecting member (first connecting part) 46 Lower edge connecting member (first connecting part) 45A, 46A insertion hole 45B, 46B, 47A, 53, 66 fixed piece (second connecting portion) 51, 61, 71 Column 62, 72 Beam 63 Column beam joint 73 Brace 74 Brace joint 106 Anchor bolt (anchor member) 110 Peripheral structural material 120, 130, 140, 140A, 150, 160 Joint metal 121, 131, 141, 151 Steel plate for connection (second connection part)
- FIG. 1 is a front view showing a schematic configuration of a frame wall construction method building 1 according to the present embodiment.
- FIG. 2 is an exploded perspective view showing the load-bearing wall 10 constituting the frame wall construction method building 1.
- FIG. 3 is a perspective view showing a connecting portion between the bearing wall 10 and the foundation 2. 1 to 3, a framed wall construction building 1 covers a reinforced concrete foundation 2 constructed on the ground G, a building body 3 fixed on the foundation 2, and an upper portion of the building body 3. It is a two-story house with a roof 4 provided.
- the building body 3 includes a plurality of load-bearing walls 10 provided on each floor, a beam 5 provided at a floor position of each floor, a floor panel (not shown), and the like.
- the load-bearing wall 10, the beam 5, and the floor panel are connected to each other. Tightly configured.
- the lower end of the load bearing wall 10 on the first floor is tightly connected to the building foundation 2 via anchor bolts 6.
- the upper end portion of the first floor load-bearing wall 10 and the upper and lower ends of the second floor load-bearing wall 10 are fastened to the beam 5 via an appropriate joining member.
- a plurality of bearing walls 10 are arranged on each floor, and an opening 7 is formed between the bearing walls 10.
- the bearing wall 10 is composed of a frame member 11 made of a thin lightweight steel (lip groove steel), and a steel folded plate joined to one surface of the frame member 11 that has a four-round frame. It is comprised with the face material 12.
- FIG. That is, the frame wall construction method building 1 is a steel house in which the frame member 11 of the load-bearing wall 10 is made of a thin lightweight steel and the face material is made of a steel folded plate. Are provided with a heat insulating material, an exterior material (siding) and the like (not shown). An interior material or the like is provided on the indoor side of the bearing wall 10.
- the frame member 11 of the load bearing wall 10 includes a web 13 and a flange 14 that is a pair of opposed surfaces continuous to both ends of the web 13 and is formed in a hollow shape having a substantially U-shaped cross section (or C-shape). ing.
- the vertical frame members 11 provided at both side edges are formed by joining two channel steels with the webs 13.
- the face material 12 is joined to the frame material 11 by screws (tapping screws) provided at a predetermined joining interval.
- the yield shear strength per length in the horizontal direction is appropriately set by adjusting the bonding interval of screws, the material (material strength) of the face material 12, the thickness dimension, and the like.
- the vertical frame members 11 on the left and right sides at the lower end portion (wall leg portion) of the load bearing wall 10 on the first floor are joined to a hollow interior surrounded by a web 13 and a pair of flanges 14. 20 is installed.
- the metal fitting 20 is fixed to the flange 14 of the frame member 11 with a bolt 15 and is also connected to an anchor bolt 6 extending from the foundation 2.
- the joint hardware 20 is rocked by the load bearing wall 10 bearing the horizontal force, and either the left or right lower end of the load bearing wall 10 starts from the foundation 2. Attenuation effect is exerted by the force acting in the direction of lifting.
- FIG. 4 is a perspective view showing the joint hardware 20 and the anchor bolt 6.
- FIG. 5 is a front view showing a deformed state of the metal joint 20.
- the joint hardware 20 includes a pair of wall connecting steel plates 21 that are connected to the flange 14 of the frame member 11, and upper portions of the pair of wall connecting steel plates 21.
- the upper reinforcing steel member 22 is joined over the bottom and the lower reinforcing steel member 23 is joined over the lower portions of the pair of wall connecting steel plates 21.
- the metal fitting 20 includes a four-frame frame 24 formed of the wall connecting steel plate 21 and the upper and lower reinforcing steel materials 22 and 23. Insertion holes 22 ⁇ / b> A and 23 ⁇ / b> A for inserting the anchor bolts 6 are formed at substantially the center of the upper reinforcing steel member 22 and the lower reinforcing steel member 23.
- the upper and lower flange plates 25 provided between the pair of wall connecting steel plates 21 and the upper and lower flange plates 25 are connected to each other at the center position between the pair of wall connecting steel plates 21 inside the frame 24 of the joint hardware 20.
- a damper steel plate 27 that is a damping member extending in the radial direction from the left and right sides of the cylindrical steel material 26.
- the upper and lower flange plates 25 are welded to the wall connecting steel plate 21.
- An insertion hole for inserting the anchor bolt 6 is formed at the center of the flange plate 25.
- the tubular steel member 26 is an anchor connecting portion connected to the anchor bolt 6, and the anchor bolt is tightened from above and below the upper and lower flange plates 25 in a state where the anchor bolt 6 is inserted into the hollow interior. 6 are connected.
- the pair of damper steel plates 27 is formed of a rectangular steel plate, the outer side edges are welded to the inner surface of the wall connecting steel plate 21, and the inner side edges are welded to the peripheral surface of the tubular steel material 26. The upper and lower edges are welded and joined to the upper and lower flange plates 25.
- the pair of damper steel plates 27 are disposed substantially symmetrically with respect to the axis of the anchor bolt 6. As shown in FIG. 5, when the load bearing wall 10 is locked and the frame member 11 is lifted, the joint metal 20 moves the frame 24 together with the frame member 11 and the anchor bolt 6 moves the cylindrical steel member 26 downward. As a result, the pair of damper steel plates 27 undergoes shear deformation.
- the damper steel plate 27 subjected to shear deformation undergoes shear yielding with a predetermined shear strength, and draws a predetermined hysteresis loop having such a shear deformation-proof strength relationship to repeatedly deform, thereby absorbing energy. That is, a damping effect (history damping) corresponding to the hysteresis absorbed energy of the damper steel plate 27 is exhibited.
- FIGS. 6 and 7 are a perspective view and an exploded perspective view showing the joint hardware 20 and 30 according to the modified example of the present embodiment, respectively.
- a metal fitting 30 shown in FIG. 6 includes a frame 34 made up of a wall connecting steel plate 31, an upper reinforcing steel material 32, and a lower reinforcing steel material 33, which is substantially the same as the bonding hardware 20. Insertion holes 32 ⁇ / b> A and 33 ⁇ / b> A for inserting the anchor bolt 6 are formed in the approximate center of the upper reinforcing steel material 32 and the lower reinforcing steel material 33.
- the tubular steel material 36 is an anchor connection portion connected to the anchor bolt 6, and the anchor bolt 6 is connected by tightening the nut 28 from above and below in a state where the anchor bolt 6 is inserted into the hollow interior.
- the damper steel plate 37 is formed in a substantially U-shaped cross section, and both ends thereof are welded (flared) to the wall connecting steel plate 31 and welded to the tubular steel 36 via a slit 37A in the center ( Slot welding). That is, the damper steel plates 37 are joined by extending in a tangential direction along the peripheral surface of the cylindrical steel material 36, and two damper steel plates 37 are arranged between each of the pair of wall connecting steel plates 31 and the cylindrical steel material 36. ing.
- the metal joint 40 shown in FIG. 7 does not include the frames 24 and 34.
- the metal joint 40 includes an upper end edge connecting member 45 and a lower end edge connecting member 46 which are provided as a pair of upper and lower anchor connecting portions, and two damper steel plates 47 which are opposed to each other and extend substantially in parallel.
- the upper end edge connecting member 45 and the lower end edge connecting member 46 connect the upper end edges and the lower end edges of the two damper steel plates 47, respectively, and are formed with insertion holes 45A and 46A through which the anchor bolts 6 are inserted. Has been.
- An anchor bolt 6 is connected to the upper edge connecting member 45 and the lower edge connecting member 46 by tightening a nut 48 from above and below, and a frame is formed via fixed pieces 45B and 46B formed bent at both left and right ends. It is bolted to the flange 14 of the material 11.
- the damper steel plate 47 is formed in a substantially U-shaped cross section, and the fixed piece portions 47A bent at both ends thereof together with the fixed piece portions 45B and 46B of the upper edge connecting member 45 and the lower edge connecting member 46 are frame members. 11 to the flange 14.
- the fixed piece portions 45B and 46B and the fixed piece portion 47A constitute a wall connecting portion in the metal joint 40.
- a pair of ribs 47B extending vertically are formed inside the damper steel plate 47, and the anchor bolt 6 can be inserted into the inside surrounded by the ribs 47B.
- the upper edge connecting member 45 and the lower edge connecting member 46 are formed with four notches 45C and 46C at positions corresponding to the ribs 47B. These notches 45C and 46C do not constrain the shear deformation of the damper steel plate 47 when the metal joint 40 is deformed.
- a plate-like portion located between the fixed piece portion 47A and the rib 47B undergoes shear deformation and exhibits a damping effect.
- the joint hardware 20, 30, 40 connected with the building foundation 2 was installed in the wall leg part of the load-bearing wall 10 of the frame wall construction method building 1.
- FIG. 1 As a result, when a horizontal force such as an earthquake acts on the building 1, the bearing wall 10 is locked and the damper steel plates 27, 37, 47 of the joint hardware 20, 30, 40 are deformed to exert a damping effect. Is done. Therefore, the energy absorption according to the damping effect of the joint hardware 20, 30, 40 can be performed, the vibration of the building 1 can be suppressed, and the seismic performance can be improved.
- the wall connecting portions (wall connecting steel plates 21, 31, fixed piece portions 45 B, 46 B, 47 A) are arranged in a pair on the left and right sides, and damping members (damper steel plates 27, 37, 47). ) are arranged substantially symmetrically with respect to the axis of the anchor bolt 6.
- the wall connecting portions (wall connecting steel plates 21, 31 and fixed pieces 45B, 46B, 47A) are connected to the frame member 11 of the load bearing wall 10, and the anchor connecting portions (tubular steel members 26, 36, upper edge connecting members). 45 and the lower edge connecting member 46) are connected to the anchor bolt 6 so that the load bearing wall 10 and the building foundation 2 are connected via the joint hardware 20, 30, 40.
- the joint hardware 20, 30, 40 a normal structure can be used for the bearing wall 10 and the building foundation 2. Since the damper steel plates 27, 37, 47 are arranged in the joint hardware 20, 30, 40, it is not necessary to weld the damper steel plates 27, 37, 47 themselves directly to the bearing wall 10.
- a pair of wall connecting steel plates 21, 31 are connected by upper reinforcing steel materials 22, 32 and lower reinforcing steel materials 23, 33 to form frames 24, 34.
- positioned 27 and 37 and the cylindrical steel materials 26 and 36 is employ
- FIGS. 8 to 10 are perspective views showing a part of a building having a joint hardware according to the present embodiment.
- the metal fitting 50 is attached to a column base portion of a column 51 installed on the building foundation 2 and is configured to exhibit a damping effect by locking or floating of the column 51.
- the joint hardware 50 has substantially the same configuration as the joint hardware 20, 30, 40 of the first embodiment, and is connected to an anchor bolt 6 that is an anchor member that is fixed to the building foundation 2 and extends upward.
- a pair of damping members joined across the cylindrical steel material 52 and the fixed piece portion 53, the fixed piece portion 53 that is the second connection portion connected to the column 51, and the tubular steel material 52 and the fixed piece portion 53.
- the damper steel plate 54 is provided.
- a metal fitting 50 is fixed between the pair of brackets 55.
- the pillar 51 shown in FIG. 9 is comprised from a circular steel pipe, and a pair of bracket 55 protrudes and is fixed to four places of the outer peripheral surface, respectively.
- a metal fitting 50 is fixed between the pair of brackets 55.
- a column 51 shown in FIG. 10 is made of an H-shaped steel, and a metal fitting 50 is fixed across a pair of flanges 57 at two positions sandwiching the web 56.
- FIG. 11 is a perspective view showing a part of a building having the joint hardware according to the present embodiment.
- a joint hardware 60 is attached to an end of a beam 62 at a column beam joint 63 where a building column 61 and a beam 62 are joined, and is attenuated by expansion and contraction of the upper and lower flanges 64 by bending of the beam 62. Demonstrate the effect.
- the metal joint 60 has substantially the same configuration as the metal joints 20, 30, 40, and 50 of the first and second embodiments, and is fixed to the ends of the columns 61 or the beams 62 facing each other across the columns 61.
- a cylindrical steel member 65 that is a first connecting part that is connected to the anchor bolt 6 that is an anchor member, a fixed piece part 66 that is a second connecting part that is connected to the end of the beam 62, a cylindrical steel member 65, and a fixed piece.
- a pair of damper steel plates 67 which are damping members for connecting the portion 66 to each other.
- the column 61 is composed of a square steel pipe
- the beam 62 is composed of H-shaped steel
- a pair of brackets 68 project and are fixed to the outer surfaces of the upper and lower flanges 64 of the beam 62, and the pair of brackets 68 are joined together.
- a hardware 60 is fixed.
- the anchor bolt 6 passes through the column 61 and is provided across the left and right joint hardware 60, and is fixed to the cylindrical steel members 65 of the left and right joint hardware 60.
- the fixed piece 66 that moves integrally with the upper and lower flanges 64 of the beam 62 and the tubular steel material 65 whose movement is restrained by the anchor bolt 6 are accompanied by relative displacement.
- the damper steel plate 67 is deformed, and the damping effect is exhibited by the deformation of the damper steel plate 67.
- FIGS. 12A to 12C are front views showing a part of the building of this embodiment
- FIG. 12A is a front view showing a column beam joint similar to FIG. 11,
- FIGS. 12B and 12C are It is a front view which shows the modification of this embodiment.
- the joint hardware 60 is provided only on the lower end surface (lower flange) of the end portion of the beam 62, and the joint hardware 60 is provided on the upper end surface of the beam 62 on which the floor slab 62A is provided. Absent.
- FIG. 12B the joint hardware 60 is provided only on the lower end surface (lower flange) of the end portion of the beam 62, and the joint hardware 60 is provided on the upper end surface of the beam 62 on which the floor slab 62A is provided. Absent.
- FIG. 12B the joint hardware 60 is provided only on the lower end surface (lower flange) of the end portion of the beam 62, and the joint hardware 60 is provided on the upper end surface of the beam 62 on which the floor slab
- the joint hardware 60 is provided only on the upper end surface (upper flange) of the end of the beam 62, and the joint hardware is provided on the lower end surface of the beam 62 joined to the column 61 by the connecting member 62 ⁇ / b> B. 60 is not provided.
- the joint hardware 60 may be provided on at least one of the upper and lower end surfaces (upper flange and lower flange) of the beam 62.
- FIG. 13 is a front view showing a part of a building having the joint hardware according to the present embodiment.
- the joint hardware 70 divides a brace 73 that is slanted between the left and right columns 71 and between the beams 72 on the upper and lower floors inside the building surrounded by the columns 71 and the beams 72. It is attached to the brace joint 74 and is configured to exhibit a damping effect by the expansion and contraction of the brace 73.
- the metal joint 70 has substantially the same configuration as the metal joints 20, 30, 40, 50, 60 of the first to third embodiments, and is connected to one of the divided brace joints 74.
- the first connecting part connected to the anchor bolt 6 which is an anchor member fixed to the remaining part of the divided brace joint part 74 and the first connecting part and the second connecting part. And a damping member.
- One and the other brace 73 are each made of H-shaped steel, and one brace 73 (a brace installed on the upper right side in FIG. 13) has its flange arranged in parallel to the construction surface of the column 71 and the beam 72.
- the other brace 73 (the brace installed at the lower right in FIG. 13) has its web arranged in parallel to the construction surfaces of the columns 71 and the beams 72.
- the metal joint 70 is fixed across the pair of flanges of the brace 73, that is, the one metal brace 73 is attached to the other brace 73 in a direction in which the mutual metal joints 70 cross each other.
- the anchor bolt 6 connects the first connecting portions of the pair of metal fittings 70 across the divided brace connecting portions 74.
- the anchor bolts 6 provided on the one and other braces 73 are arranged so as to pass through positions that do not interfere with each other.
- this metal joint 70 when the brace 73 expands and contracts, the relative displacement between the second connecting portion that moves integrally with one of the divided braces 73 and the first connecting portion that is restrained from moving by the anchor bolt 6. Accordingly, the damping member is deformed, and the damping effect is exhibited by the deformation of the damping member.
- FIGS. 14A to 14C are front views showing modifications of the present embodiment.
- the braces are disposed in a pair in a V shape inside the area surrounded by the pillar 71 and the beam 72.
- Each of the pair of braces is provided with a metal joint 70.
- the crossing position of the pair of braces is provided in the middle part of the column 71
- the crossing position of the pair of braces is provided in the middle part of the beam 72.
- FIG. 14C the braces are arranged symmetrically so as to extend obliquely above the beam 72 and support the column 71 from below.
- Each brace is provided with a metal joint 70. That is, in the present embodiment, the bracing is not limited to an X-shape (counterbrace, X-type brace), but is a vertical and horizontal V-shape, a standard-brace, or an anglebrace. ).
- this invention is not limited only to said each embodiment, Including other structures etc. which can achieve the objective of this invention, the deformation
- the joint metal fittings 20, 30, and 40 of this invention were installed in the frame wall construction method building 1 which is a two-story house, as a building, it is three stories The above-mentioned thing may be sufficient and the use of a building is not limited to a house.
- the present invention is not limited to this, and the frame material 11 of the load-bearing wall 10 is made of a wooden material. It may be a two-by-four structure building.
- the face material 12 of the bearing wall 10 is not limited to a folded steel plate, and various plate materials such as a structural plywood, a cement molded plate, and a gypsum board can be used.
- any of various steel materials can be used as a steel material which comprises each member of the joint hardware 20, 30, 40, 50, 60, 70.
- any of various steel materials can be used as a steel material used for the damper steel plates 27, 37, 47, 55, and 67 that exhibit hysteresis damping after yielding.
- the damping member is not limited to the damper steel plate 27, 37, 47, 55, 67 made of steel, but is made of lead or the like, or made of various resin materials or viscoelastic materials.
- the material is not limited as long as the material exhibits a damping effect by deformation.
- the damping member provided with the elastoplastic deformation performance like the steel plate for dampers an excellent effect is exhibited according to the scale of the earthquake. For example, during an earthquake with a low seismic intensity, the stress applied to the member is less than the yield stress, that is, only elastic deformation occurs, and the building and the damping member are not damaged. On the other hand, in the case of a huge earthquake, the damping member is sufficiently plastically deformed to absorb vibration energy, so that damage to the building can be minimized. On the other hand, when an elastically deformable material such as various springs is used as the damping member, the amplitude continues for a long time without absorbing energy in the event of a huge earthquake, and there is a risk of damaging the building.
- the damping performance depends on the amplitude speed or temperature, and thus there is a drawback that stable damping performance cannot be obtained for various types of earthquakes. .
- a damper steel plate having elasto-plastic deformation performance is very preferable as the damping member.
- the joining metal fitting 20 was provided so that the leg part of the load-bearing wall 10 and the anchor bolt 6 of the building foundation 2 might be connected, as shown in FIG.
- the load-bearing walls 10 installed on the floor may be connected to each other with the joint metal 80 and the anchor bolt 6.
- the structure is not limited to the structure in which the bearing walls 10 on the upper and lower floors are connected to each other. As shown in FIG. 16, the bearing wall 10 and the waist wall 9 ⁇ / b> A and the vertical wall 9 ⁇ / b> B adjacent to the bearing wall You may connect.
- the bearing wall 10 is not limited to the one having the frame member 11 and the face member 12 joined to the frame member 11, but as shown in FIG.
- the bearing wall 10 ⁇ / b> A in which the brace material 16 is provided inside the frame material 11 may be used.
- FIG. 18 is a perspective view showing the metal joint 120.
- FIG. 19 is a front view showing an attachment state of the joint hardware 120.
- FIG. 20 is a front view showing a deformed state of the metal joint 120.
- the joint hardware 120 includes a connecting steel plate 121 that is a pair of second connecting portions connected to the surrounding structural material 110, and the upper portions of the pair of connecting steel plates 121.
- the upper reinforcing steel member 122 to be connected and the lower reinforcing steel member 123 to connect the lower portions of the pair of connecting steel plates 121 are provided.
- the joint hardware 120 includes a frame 124 having a quadrilateral frame shape formed of the connecting steel plate 121 and the upper and lower reinforcing steel materials 122 and 123. Insertion holes 122 ⁇ / b> A and 123 ⁇ / b> A for inserting the anchor bolts 106 are formed at substantially the center of the upper reinforcing steel material 122 and the lower reinforcing steel material 123.
- a cylindrical steel material 125 provided at the center position between the pair of connecting steel plates 121 and a cylindrical steel material 125 sandwiched between the pair of connecting steel plates 121 are provided.
- a pair of front and rear damper steel plates 126 is provided.
- the tubular steel member 125 is a first connecting portion connected to the anchor bolt 106, and the anchor bolt 106 is connected by tightening the nut 127 from above and below in a state where the anchor bolt 106 is inserted into the hollow interior. .
- the damper steel plate 126 is formed in a substantially U-shaped cross section, and both ends thereof are welded (flared) to the connecting steel plate 121 and welded (slotted) to the tubular steel 125 via a slit 126A in the center. Welding). That is, the damper steel plate 126 extends in a tangential direction along the circumferential surface of the tubular steel member 125 and is joined, and a total of four pieces are provided between each of the pair of connecting steel plates 121 and the tubular steel member 125. Are arranged substantially symmetrically with respect to the axis of the anchor bolt 106.
- the pair of connecting steel plates 121 and the cylindrical steel material 125 are in the axial direction of the anchor bolt 106 (that is, the vertical direction and the first direction that is the direction of relative displacement generated between the pair of structures. ) And substantially orthogonal to each other.
- the upper and lower end edges (both end edges along the second direction) of the damper steel plate 126 are connected to both ends of the connecting steel plate 121 side and the tubular steel material 125 side.
- An inclined portion 126B that is inclined toward the central portion is formed. That is, the vertical dimension of the damper steel plate 126 is shorter at the center than both ends on the connecting steel plate 121 side and the tubular steel material 125 side.
- the frame 120 moves upward together with the surrounding structural material 110 and the tubular steel material 125 is pulled downward by the anchor bolt 106 so that the pair of damper steel plates 126 are sheared. Deform.
- the damper-deformed steel plate 126 is subjected to shear yielding with a predetermined shear strength.
- the shear strength of the damper steel plate 126 is determined by the length of the central portion of the connecting steel plate 121 and the tubular steel material 125. When this shear strength increases, the connecting steel plate 121 side and the tubular strength are increased. The length dimension of both ends is set so that both ends on the steel material 125 side bend and yield.
- FIG. 21 is a front view showing a metal joint 130 according to a modification of the present embodiment.
- the joint metal 130 includes a connection steel plate 131, a frame 134 made of an upper reinforcing steel material 132, and a lower reinforcing steel material 133; a tubular steel material 135; and a damper steel plate 136, which are substantially the same as the joint metal 120. .
- the joint metal 130 is connected to the anchor bolt 106 by fastening the nut 137 from above and below the tubular steel material 135 while the connecting steel plate 131 is fixed to the frame member 111 with bolts.
- the upper and lower edges of the damper steel plate 136 are formed with inclined portions 136B that are inclined from both ends of the connecting steel plate 131 side and the tubular steel material 135 side toward the center portion, and the vertical direction thereof.
- a substantially diamond-shaped notch hole 136C is formed at an intermediate position.
- This notch hole 136C is provided with one diagonal line of the rhombus parallel to the vertical direction (first direction) and the other diagonal line parallel to the horizontal direction (second direction), and the inclination angle of each side is It is formed to have substantially the same angle as the inclined portion 136B. That is, the damper steel plate 136 of the metal joint 130 is vertically divided by the notch hole 136C.
- each of these divided parts exhibits a damping effect by bending-shear yielding, similar to the damper steel plate 126 described above.
- the bonding hardware 130 is not limited to a single notch hole 136 ⁇ / b> C provided in the vertical direction, and two or more notch holes 136 ⁇ / b> C may be provided side by side in the vertical direction.
- the metal fittings 120 and 130 adopt such a shape that the damper steel plates 126 and 136 are bent and shear yielded.
- the increase in shear strength can be suppressed, and stress exceeding the design shear strength is not generated. Therefore, the stress acting on the connecting steel plates 121 and 131 of the joint hardware 120 and 130 and the surrounding structural material 110 does not exceed the design value, and breakage of each part can be prevented.
- the design is expected by the damping effect (energy absorption) of the damper steel plates 126 and 136 without increasing the input energy such as an earthquake. A vibration suppressing effect is obtained.
- the connecting steel plates 121 and 131 are arranged in a pair on the left and right, and the damping members (damper steel plates 126 and 136) are arranged substantially symmetrically with respect to the axis of the anchor bolt 106.
- the damping members damper steel plates 126 and 1366
- damper steel plates 126 and 136 are disposed in the joint hardware 120 and 130, it is not necessary to weld the damper steel plates 126 and 136 themselves directly to the surrounding structural material 110. Therefore, the installation work of the joint hardware 120 and 130 can be easily performed, and the workability can be improved. Furthermore, it is possible to easily remove the metal joints 120 and 130 from the surrounding structural material 110, and to improve the maintainability such as inspection and replacement after the earthquake.
- a pair of connecting steel plates 121, 131 are connected by upper reinforcing steel materials 122, 132 and lower reinforcing steel materials 123, 133 to form frames 124, 134, which are used for dampers.
- Steel plates 126 and 136 and cylindrical steel materials 125 and 135 are arranged. Since such a configuration is employed, when the bending moment from the damper steel plates 126 and 136 acts on the connecting steel plates 121 and 131, deformation of the connecting steel plates 121 and 131 can be prevented.
- the eccentricity between the anchor bolt 106 and the frames 124 and 134 can be eliminated. it can.
- the inclined portion 136B and the notch hole 136C are formed in the damper steel plate 136.
- the thickness of the damper steel plate 136 itself is set to the center position in the width direction. It is also possible to adopt a configuration that is thinner than other portions. Also in this case, the same effect as this embodiment can be obtained.
- the joining hardware 140, 140A includes a connecting steel plate 141, an upper reinforcing steel material 142, a lower reinforcing steel material 143 frame 144, a tubular steel material 145, and a damper steel plate 146, which are substantially the same as the joining hardware 120. I have.
- These joining hardware 140 and 140A are connected to the anchor bolt 106 by fixing the connecting steel plate 141 to the surrounding structural material 110 with bolts and tightening the nut 147 from above and below the cylindrical steel material 145.
- the damper steel plate 146 is formed in a rectangular shape as a whole, welded (flared) to the pair of connecting steel plates 141, and cylindrical steel material via a slit 146A in the center. 145 is welded (slot welded).
- the damper steel plate 146 has a plurality of slit holes 146 ⁇ / b> B extending in the left-right direction (second direction) and penetrating through the damper steel plate 146 between the connecting steel plate 131 and the tubular steel material 135. .
- the divided steel plate portions 146C of the damper steel plate 146 divided by the slit holes 146B are provided adjacent to each other in the vertical direction.
- the lengths in the vertical vertical direction of these divided steel plate portions 146C are set to be the same as each other, and when each divided steel plate portion 146C shear yields and the shear strength increases due to repeated loads, the division steel plate portion 146C Both ends of the connecting steel plate 141 side and the tubular steel material 145 side are set to bend and yield.
- each divided steel plate portion 146C exhibits a damping effect by bending-shear yielding. At that time, each of the divided steel plate portions 146C is bent and yielded at both ends to be in a hinged state at both ends, and is deformed by drawing a hysteresis loop having a load shear force in the hinged state at both ends as a substantially upper limit proof stress.
- the height dimension of the damper steel plate 146 is different between the joint hardware 140 and the joint hardware 140A and the number of the divided steel plate portions 146C is different, the form (length and length dimensions) of each divided steel plate portion 146C is different. Are the same).
- the joint metal 140A is set to have a larger shearing force (damping effect) as the damper steel plate 146 as a whole.
- the bending-shear yield characteristics of each divided steel plate portion 146C. are common. Therefore, according to the joining hardware 140, 140A, substantially the same effect as that of the fifth embodiment can be obtained.
- FIG. 24 is a front view of the metal joint 150 of the present embodiment.
- the metal joint 150 includes a connection steel plate 151, a frame 154 made of an upper reinforcing steel material 152, and a lower reinforcing steel material 153, the tubular steel material 155, and a damper steel plate 156, which are substantially the same as the metal fitting 120. It is configured.
- the joining metal piece 150 is connected to the anchor bolt 106 by fastening the nut 157 from above and below the tubular steel material 155 while the connecting steel plate 151 is fixed to the surrounding structural material 110 with bolts.
- the damper steel plate 156 is formed in an overall rectangular plate shape, welded (flared) to the pair of connecting steel plates 151, and attached to the cylindrical steel material 155 via a slit 156A at the center. It is welded (slot welded).
- the steel plate 156 for damper is subjected to a plasticizing process in which a predetermined deformation amount is sheared in the vertical vertical direction (first direction) from the initial position shown in FIG. It is installed on the wall 110 or formed from a steel material (precipitation strengthened steel) that has undergone precipitation hardening.
- the yield strength ratio of the damper steel plate 156 is set to 2/3 or more, or the yield strength width is within ⁇ 20%. Is set. Accordingly, the increase in yield strength after shear yielding in the damper steel plate 156 is suppressed, and the damper steel plate 156 is deformed by drawing a hysteresis loop that does not exceed the predetermined shear strength upper limit value. Therefore, according to the metal joint 150, substantially the same effect as that of the fifth embodiment can be obtained.
- FIG. 25 is a front view showing a metal joint 160 according to the eighth embodiment.
- FIGS. 26A to 26C and FIGS. 27A and 27B are perspective views showing a manufacturing procedure and a mounting procedure of the metal joint 160.
- FIG. FIG. 28 is a front view showing a detailed structure of the joint hardware 160.
- the metal joint 160 includes a pair of U-shaped steel members 165 that are first connection portions connected to the anchor bolts 106 and a pair of damper steel plates 166 that are welded to the U-shaped steel members 165.
- the metal fitting 160 has a fixed piece 166C, which is a first connecting portion formed on the side edge of the damper steel plate 166, fixed to the surrounding structural material 110 with a drill screw 115A, and nuts 167 from above and below the U-shaped steel 165.
- the damper steel plate 166 is formed with first slits 166A at the upper and lower ends and a plurality of second slits 166B arranged between the first slits 166A. These first and second slits 166A, Two rows of 166B are provided in two rows symmetrically.
- the damper steel plate 166 forms a first slit 166A and a second slit 166B by laser drilling in the plate steel plate as shown in FIG. Thereafter, as shown in FIG. 26B, the side edge is bent to form the fixed piece 166C, and the protruding portions of the upper and lower edges are bent to form the bent piece 166D.
- the U-shaped steel material 165 is a long steel material having a substantially U-shaped cross section, and a slit hole 165A is formed along the longitudinal direction of the side surface of the U-shaped steel material 165.
- the U-shaped steel 165 is slot welded to the damper steel plate 166 through the slit hole 165A.
- a set of welded U-shaped steel material 165 and damper steel plate 166 is prepared, and these are installed in the surrounding structural material 110, and between the pair of U-shaped steel materials 165.
- the anchor bolt 106 is inserted into the arm.
- the drill screw 115A is screwed into the fixed piece 166C of the damper steel plate 166 from the outside of the surrounding structural material 110.
- the manufacture and attachment of the joint hardware 160 are completed.
- the first slit 166A and the second slit 166B have the same length in the left-right direction (that is, the length dimension l of the divided steel plate portion 166E), and the first slit 166A extends from both ends toward the center.
- the second slit 166B has a slope that increases in height in a symmetrical manner from both ends toward the center. Is formed.
- the divided steel plate portion 166E of the damper steel plate 166 located between the first and second slits 166A, 166B has a substantially rhombic shape in which the central length dimension bc is shorter than the length dimension b of both ends.
- the shape of such a divided steel plate portion 166E is set to a dimension defined by the following formulas (1) and (2).
- the length dimension bs of the stiffener portion 166F on the upper end side or the lower end side of the first slit 166A in the damper steel plate 166 is set to a dimension defined by the following expression (3).
- M is the bending moment acting on both end portions of the divided steel plate portion 166E
- ⁇ y is the yield tensile stress degree of the damper steel plate 166.
- Q is a shearing force acting on the divided steel plate portion 166E
- A is a cross-sectional area at the center of the divided steel plate portion 166E
- A t ⁇ bc.
- ⁇ y is the yield shear stress degree of the damper steel plate 166.
- P is a tensile force or a compressive force acting on the stiffener portion 166F, and is M / b.
- the central portion of the divided steel plate portion 166E is shear yielded.
- both ends are bent and yielded, and the dimensional ratio between the length dimension b of both ends and the length dimension bc of the central portion in the divided steel plate portion 166E having such a relationship is calculated.
- the length dimension bs of the stiffener portion 166F that does not yield or compressively yield with respect to the tensile force or the compressive force P acting on the stiffener portion 166F is calculated. Is done.
- the following expressions (4) and (5) are satisfied as conditions for ensuring deformation performance after bending yielding and suppressing an increase in yield strength.
- b / t ⁇ 10 (4) l / b> 3 (5)
- each divided steel plate portion 166E is bent and yielded to be in a hinged state at both ends, and is deformed by drawing a hysteresis loop with the load shearing force in the hinged state at both ends as a substantially upper limit proof stress. Therefore, it is possible to exhibit a stable damping effect in which the increase in yield strength is suppressed.
- FIG. 29A and FIG. 29B show the repeated loading test results when using the metal joints 120, 130, 140, 140A, 150, 160 of each of the above embodiments.
- FIG. 29A is a graph showing a test result with the joint metal of the present invention
- FIG. 29B is a graph showing a test result with the joint metal of the comparative example.
- the horizontal axis of the graph indicates the interlayer deformation angle ⁇ .
- the interlayer deformation angle is a value obtained by dividing the displacement between the upper layer and the lower layer by the distance (height) between the upper layer and the lower layer.
- the unit is radians.
- the damper steel plate is set so as to bend and yield, thereby suppressing an increase in yield strength.
- ribs are provided on the upper and lower end edges of the damper steel plate so as not to bend and yield.
- each member of the joint hardware 120, 130, 140, 140A, 150, 160 any of various steel materials (steel materials for building structures and steel materials for machine structures) can be used.
- steel materials for the damper steel plates 126, 136, 146, and 156 exhibiting hysteresis after yielding
- steel materials having excellent deformation performance are preferable.
- the deformation performance of the damper steel plate it is preferable that the relative displacement between the first connecting portion and the second connecting portion has a performance that does not lower the yield strength until it exceeds 10 mm.
- the substantially rhombus shape which formed the length dimension of the center part shorter than the edge part of the steel plate for dampers, it is not restricted to this but rather than the edge part of the steel plate for dampers
- the plate thickness dimension of the central portion may be formed thin, and both the width dimension and the plate thickness dimension may be formed so as to be smaller in the central portion than the end portion of the damper steel plate.
- a joint hardware that can sufficiently exhibit a vibration suppressing effect that effectively absorbs energy such as an earthquake and that is excellent in mountability and maintainability, and a building including the joint hardware. it can.
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Abstract
Description
本出願は、特願2008-14022号及び特願2008-14023号を基礎出願とし、これらの内容をここに取り込む。
ところで、耐力壁を用いた建築物では、一般的に、最下層(1階)の耐力壁の壁脚部がホールダウン金物等を介して基礎のアンカーボルトに連結されている。そして、水平力を負担した耐力壁がロッキングを起こした際に、ホールダウン金物やアンカーボルトが破損しないように設計されている。ホールダウン金物やアンカーボルトが破損してしまうと、ロッキングにより、耐力壁が回転して所定の水平力が負担できなくなる。その結果、建物全体としての水平耐力が低下するという不具合が生じてしまう。逆に、耐力壁は比較的高い水平耐力を確保できるものの、水平剛性も高いことから、地震による入力エネルギーが大きくなってしまい、より高い水平耐力が必要になるというデメリットもある。
特許文献1に記載された制震構造では、曲げパネルやせん断パネルの一方側が溶接等によって柱脚部に接合され、他方側が取付プレート(支持プレート)を介してベースプレートに接合されている。そして、地震等により柱が浮き上がる方向の引張り力が作用した際に、曲げパネルが曲げ降伏したりせん断パネルがせん断降伏したりすることで、引張り力を吸収する。
すなわち、例えば図30Aに示すように、引張り(曲げ)降伏の場合には、真応力は上昇するものの、断面が縮小(体積一定)する(くびれが生じる)ことにより、公称応力の耐力上昇が抑制される。これに対し、図30Bに示すように、純せん断の場合には、断面変化が生じないことから、真応力の上昇に伴う加工硬化が全断面において生じ、塑性化後のせん断耐力が上昇する。このため、設計用のせん断耐力を超えた応力が発生することになり、せん断パネルの溶接部や柱、ベースプレート等が破断する可能性がある。さらには、せん断パネルの塑性化後の剛性が高くなることから、上部の建物へのエネルギー入力が設計値を上回る可能性もある。このような場合、十分な振動抑制効果が期待できない。
また、前述したように、従来の制震構造では、せん断パネルを介して柱とベースプレートとが連結されているため、柱を立設する際の施工精度が確保しにくく、施工に手間がかかる。さらに、曲げパネルやせん断パネルを柱脚部に直接連結しているため、これらパネルを地震後に取り換えたり、より高性能のものに交換したりすることができず、メンテナンス性が劣るという問題もある。
すなわち、
(1)本発明の接合金物を備えた建築物は、少なくとも一対の構造体間に取り付けられ、これら構造体間の相対変位に伴って降伏する減衰部材を有する接合金物を備えた建築物であって、前記減衰部材が、降伏後の耐力上昇を抑制する耐力抑制手段を備え、前記各構造体の少なくとも一方のロッキングまたは伸縮に伴って減衰作用を起こす。
(2)上記(1)に記載の接合金物を備えた建築物では、前記各構造体の一方が建物基礎でかつ、他方が前記建物基礎上に設置された耐力壁の壁脚部であり;前記減衰作用が、前記耐力壁のロッキングに伴って起こされ;前記接合金物が、前記建物基礎に固定されて鉛直方向上方に延びるアンカー部材の側に連結された第1連結部と、前記耐力壁の側に連結された第2連結部と、これら第1連結部及び第2連結部間を連結する減衰部材とを備え;前記耐力壁がロッキングを起こした際に、この耐力壁と共に動く前記第2連結部と、前記アンカー部材で動きが拘束された前記第1連結部との間の相対変位に伴って前記減衰部材が変形することにより、前記減衰作用を起こす;構成を採用しても良い。
この場合、前述の耐力壁の壁脚部に接合金物を設けた場合と同様に、柱や建物基礎に特別な加工を施したり他の部品等を設けたりしなくても、接合金物を設置することができる。そして、減衰部材自体を直接連結する必要がないため、接合金物の設置作業が容易にできて、施工性を向上させることができるとともに、地震後の点検や交換などのメンテナンス性を向上させることができる。
(5)上記(1)に記載の接合金物を備えた建築物では、前記各構造体の一方が、その長さ方向に沿って延在するフランジを備えた梁でかつ、他方が柱であり;前記接合金物が、前記柱の側に固定されたアンカー部材に連結された第1連結部と、前記梁の前記フランジの端部の側に連結された第2連結部と、これら第1連結部及び第2連結部間を連結する前記減衰部材とを備え;前記梁が曲げ変形した際に、前記フランジと共に動く前記第2連結部と前記第1連結部とが相対変位して前記減衰部材が変形することにより、前記減衰効果を起こす;構成を採用しても良い。
この場合、前述の耐力壁の壁脚部に接合金物を設けた場合と同様に、梁端部に特別な加工を施したり他の部品等を設けたりしなくても、接合金物を設置することができる。そして、減衰部材自体を直接連結する必要がないため、接合金物の設置作業が容易にできて、施工性を向上させることができるとともに、地震後の点検や交換などのメンテナンス性を向上させることができる。
この場合、前述の耐力壁の壁脚部に接合金物を設けた場合と同様に、ブレース接合部に特別な加工を施したり他の部品等を設けたりしなくても、接合金物を設置することができる。そして、減衰部材自体を直接連結する必要がないため、接合金物の設置作業が容易にできて、施工性を向上させることができるとともに、地震後の点検や交換などのメンテナンス性を向上させることができる。
(8)上記(2)~(6)に記載の接合金物を備えた建築物では、前記第2連結部が、前記第1連結部を中心として放射状をなすように一組で配置され;前記減衰部材が、前記アンカー部材の軸線に対して略点対称に配置されている;構成を採用してもよい。
(9)上記(2)~(6)に記載の接合金物を備えた建築物では、前記第2連結部が、一対の連結用鋼板であり;これら連結用鋼板が、前記アンカー部材を間に挟んで対向配置され;前記減衰部材が、前記各連結用鋼板と前記第1連結部との間を連結するダンパー用鋼板である;構成を採用してもよい。
上記構成によれば、第2連結部(連結用鋼板)が一対または一組で配置され、減衰部材(ダンパー用鋼板)がアンカー部材の軸線に対して略点対称または略線対称に配置されることで、第2連結部と第1連結部との相対変位に伴って減衰部材が変形した際の応力が偏心せずに左右対称に作用する。その結果、偏心による応力が発生しないように、あるいは偏心による応力を極めて小さくできる。従って、耐力壁の壁脚部や柱脚部、梁端部、ブレース接合部などに作用する偏心曲げモーメント等の負荷応力に対する補強等が不要、あるいは最小限の補強とすることができ、構造体の製造コストの増加が防止できる。さらに、負荷応力が生じないことで、接合金物を介したアンカー部材と耐力壁などとの間の力の伝達がスムーズになり、減衰部材における力学的メカニズムが明確になって、減衰効果が確実かつ適切に発揮され、地震等による振動エネルギーを効果的に吸収することができる。
(11)上記(9)に記載の接合金物を備えた建築物では、前記第1連結部が、前記アンカー部材が挿通される筒状鋼材であり;前記ダンパー用鋼板が、前記筒状鋼材の周面よりその接線方向に延びるように接合され;前記各連結用鋼板と前記筒状鋼材との間のそれぞれに2枚ずつ、前記ダンパー用鋼板が配置されている;構成を採用してもよい。
(12)上記(9)に記載の接合金物を備えた建築物では、前記ダンパー用鋼板が、前記各連結用鋼板間を連結してかつ、互いに略平行に対向する2枚のダンパー用鋼板であり;前記第1連結部が、前記各ダンパー用鋼板の一方の端縁同士および他方の端縁同士をそれぞれ連結する第1端縁連結部材および第2端縁連結部材からなり;これら第1端縁連結部材および第2端縁連結部材に、前記アンカー部材が挿通される挿通孔が形成されている;構成を採用してもよい。
上記構成によれば、この接合金物を設置する建物や設置対象の耐力壁などの仕様に応じて適宜な形態のダンパー用鋼板や第1連結部を選択することで、発揮させる減衰効果の大きさや、アンカー部材との取付形態の選択肢を増やすことができる。
この場合、一対または一組の連結用鋼板を第1補強用鋼材および第2補強用鋼材で連結したことで、ダンパー用鋼板からの応力が連結用鋼板に作用した際に、連結用鋼板の変形や移動、つまり一対または一組の連結用鋼板同士が初期状態から互いに傾くような変形を第1および第2の補強用鋼材で防止することができる。よって、ダンパー用鋼板の減衰効果を適切に発揮させることができる。さらに、第1および第2の補強用鋼材の少なくともいずれかに形成した挿通孔にアンカー部材を挿通させることで、アンカー部材と補強用鋼材(連結用鋼板およびダンパー用鋼板)との偏心をなくすことができ、偏心による負荷応力の発生を防止することができる。
この場合、耐力壁を構成する枠組材の一対の対向面に第2連結部を連結する(すなわち、枠組材の中空断面内部に接合金物を設置する)ことで、接合金物と枠組材との偏心量も最小限にすることができる。よって、枠組材に作用する応力を一層小さくすることができる。さらに、枠組材の中空断面内部に設置することで、接合金物が耐力壁の外部に突出せず、設置状態において邪魔になることがないため、耐力壁の設置自由度を向上させることができる。
この場合、前述の接合金物を備えた建築物と略同様の効果を得ることができ、接合金物および耐力壁の設置自由度やメンテナンス性を向上させることができる。
(18)上記(17)に記載の接合金物では、前記第1方向に沿った前記ダンパー用鋼板の長さ寸法を前記第2方向に沿って見た場合に、このダンパー用鋼板の中央部が、その両端部よりも短く、なおかつこの中央部の長さ寸法で定められるせん断耐力が上昇した際に、前記両端部が曲げ降伏するように、前記各両端部の長さ寸法が設定され;このダンパー用鋼板の形状によって前記耐力抑制手段が構成されている;構成を採用してもよい。
上記構成によれば、一組の構造体の相対変位に対し、減衰部材であるダンパー用鋼板が面内方向にせん断変形するように配置した接合金物において、ダンパー用鋼板の中央部の長さ寸法を短くしてせん断耐力を決定し、この中央部のせん断耐力の上昇に応じて両端部が曲げ降伏するようにダンパー用鋼板の形状を設定したことで、ダンパー用鋼板が負担する応力を安定化できる。すなわち、前述のように、曲げ(引張り)降伏の場合には、真応力は上昇するものの耐力上昇が抑制されることから、ダンパー用鋼板の両端部が曲げ降伏した後において、加工硬化によってせん断耐力が上昇したとしても曲げ耐力は上昇せず、この曲げ耐力で両端ヒンジとなった応力状態(所定の負担せん断力)で安定することとなる。
(20)上記(17)に記載の接合金物では、前記第1方向に沿った前記ダンパー用鋼板の長さ寸法を前記第2方向に沿って見た場合に、このダンパー用鋼板の中央部が、その両端部よりも短く;前記ダンパー用鋼板の板厚寸法を、前記第2方向に沿って見た場合に、このダンパー用鋼板の中央部が、その両端部よりも薄く;なおかつ、前記中央部での長さ寸法および板厚寸法で定められるせん断耐力が上昇した際に前記両端部が曲げ降伏するように、前記両端部の長さ寸法と板厚寸法とが設定され;このダンパー用鋼板の形状によって前記耐力抑制手段が構成されている;構成を採用してもよい。
上記構成によれば、ダンパー用鋼板中央部のせん断耐力の上昇に応じて両端部が曲げ降伏でき、ダンパー用鋼板の負担する応力が安定化する。
この場合、傾斜部によって両端部から中央部に向かってダンパー用鋼板の長さ寸法を徐々に短くしていくことで、ダンパー用鋼板内部の応力の流れがスムーズにできる。よって、降伏後の塑性化領域を広くしてエネルギー吸収性能および変形性能を向上させることができる。
この場合、略菱形状の切欠き孔を挟んでダンパー用鋼板を分割することができる。よって、第1方向に沿ったダンパー用鋼板の全体長さ寸法に対し、切欠き孔で分割されて長さ寸法が短く形成された各部ごとに、前述のような応力状態が形成されることになる。従って、1つの接合金物の中に複数の各部鋼板が並列配置されるので、各部の曲げ-せん断に関する応力-変形関係を維持したまま、その数を適宜に変更して、接合金物としての減衰効果を調節することができる。さらに、各部の曲げモーメントを小さくすることにより、第1および第2の連結部ならびにその周辺の構造材の変形を抑制することができる。
この場合、一組の構造体の相対変位に対し、減衰部材であるダンパー用鋼板が面内方向にせん断変形するように配置した接合金物において、スリット孔で分割した各分割鋼板部の長さ寸法を、そのせん断耐力が上昇した際に両端部が曲げ降伏するように設定している。これにより、ダンパー用鋼板が負担する応力を安定化できる。すなわち、各分割鋼板部の両端部が曲げ降伏して両端ヒンジとなった応力状態(所定の負担せん断力)で、負担するせん断力が安定することとなる。また、1つの接合金物の中に複数の分割鋼板部が並列配置されることで、各部の曲げ-せん断に関する応力-変形関係を維持したまま、その数を適宜に変更することにより接合金物としての減衰効果が調節できる。さらに、各部の曲げモーメントを小さくすることにより、第1および第2の連結部ならびにその周辺の構造材の変形を抑制することができる。
この場合、減衰部材であるダンパー用鋼板の力学特性として、降伏耐力比を2/3以上に設定したり、降伏耐力幅を±20%以内に設定したりすることで、ダンパー用鋼板が負担する応力を安定化できる。
この場合、塑性化加工を施すことで、降伏耐力比や降伏耐力幅を所定値に設定することができる。このような鋼材をダンパー用鋼板として用いることで、せん断降伏後の耐力上昇を抑制することができる。
この場合、析出硬化加工を施すことで、降伏耐力比や降伏耐力幅を所定値に設定することができ、このような鋼材をダンパー用鋼板として用いることで、せん断降伏後の耐力上昇を抑制することができる。
そして、接合金物周辺に用いられる一般的な構造材の設計耐力が最大耐力の2/3以下であることから、接合金物の降伏耐力を最大耐力の2/3以上に設定することで、周辺の構造が最大耐力に達する前に接合金物を降伏させることが可能になる。また、同様に、降伏耐力幅を±20%以内の範囲とすることで、周辺の構造が最大耐力に達する前に接合金物を降伏させることができる。
(28)上記(17)に記載の接合金物では、前記第2連結部が、前記第1連結部を間に挟む略点対称位置に配置された一対の連結用部材を含み;前記ダンパー用鋼板が、前記第1連結部を間に挟んで略点対称をなすように一対が配置されている;構成を採用してもよい。
上記構成によれば、第2連結部である連結用鋼板が第1連結部を挟んで一組で対称配置され、ダンパー用鋼板も第1連結部を挟んで一組で略線対称または略点対称に配置される。その結果、ダンパー用鋼板が変形した際の応力が偏心せずに左右対称に作用し、偏心による応力が発生しないか、または偏心による応力を極めて小さくできる。従って、一組の構造体に偏心曲げモーメント等の負荷応力が作用しにくくでき、負荷応力に対する補強等が不要または削減できる。さらに、負荷応力が生じないことで、接合金物を介した一組の構造体間の力の伝達がスムーズになり、ダンパー用鋼板における力学的メカニズムが明確になって、減衰効果が確実かつ適切に発揮され、地震等による振動エネルギーを効果的に吸収することができる。
2 建物基礎
6 アンカーボルト(アンカー部材)
10 耐力壁
11 枠組材
12 面材
14 フランジ(対向面)
20,30,40,50,60,70,80 接合金物
21,31 壁連結用鋼板(第2連結部)
22,32 上部補強用鋼材
22A,32A 挿通孔
23,33 下部補強用鋼材
23A,33A 挿通孔
26,36,52,65 筒状鋼材(第1連結部)
27,37,47,54,67 ダンパー用鋼板(減衰部材)
45 上端縁連結部材(第1連結部)
46 下端縁連結部材(第1連結部)
45A,46A 挿通孔
45B,46B,47A,53,66 固定片部(第2連結部)
51,61,71 柱
62,72 梁
63 柱梁接合部
73 ブレース
74 ブレース接合部
106 アンカーボルト(アンカー部材)
110 周辺の構造材
120,130,140,140A,150,160 接合金物
121,131,141,151 連結用鋼板(第2連結部)
125,135,145,155 筒状鋼材(第1連結部)
126,136,146,156,166 ダンパー用鋼板(減衰部材)
126B,136B 傾斜部
136C 切欠き孔
146B スリット孔
165 U字形鋼材(第1連結部)
166C 固定片部(第2連結部)
以下、本発明の第1実施形態を図面に基づいて説明する。
図1は、本実施形態に係る枠組壁工法建築物1の概略構成を示す正面図である。図2は、枠組壁工法建築物1を構成する耐力壁10を示す分解斜視図である。図3は、耐力壁10と基礎2との連結部を示す斜視図である。
図1~図3において、枠組壁工法建築物1は、地盤G上に構築された鉄筋コンクリート製の基礎2と、この基礎2上に固定された建物本体3と、この建物本体3の上部を覆って設けられる屋根4とを備えた2階建ての住宅である。
図4は、接合金物20およびアンカーボルト6を示す斜視図である。図5は、接合金物20の変形状態を示す正面図である。
図4および図5に示すように、接合金物20は、枠組材11のフランジ14に連結される一対の壁連結部である壁連結用鋼板21と、これら一対の壁連結用鋼板21の上部同士に渡って接合される上部補強用鋼材22と、一対の壁連結用鋼板21の下部同士に渡って接合される下部補強用鋼材23を有する。そして、接合金物20は、これら壁連結用鋼板21、上部および下部補強用鋼材22,23で形成された四周枠状のフレーム24を備えて構成されている。上部補強用鋼材22および下部補強用鋼材23の略中央には、アンカーボルト6を挿通させるための挿通孔22A,23Aが形成されている。
図6および図7は、それぞれ本実施形態の変形例に係る接合金物20,30を示す斜視図および分解斜視図である。
図6に示す接合金物30は、接合金物20と略同様の壁連結用鋼板31、上部補強用鋼材32、下部補強用鋼材33からなるフレーム34を備えている。上部補強用鋼材32および下部補強用鋼材33の略中央には、前記アンカーボルト6を挿通させるための挿通孔32A,33Aが形成されている。
すなわち、本実施形態では、枠組壁工法建築物1の耐力壁10の壁脚部に、建物基礎2と連結される接合金物20,30,40を設置した。その結果、地震等の水平力が建築物1に作用した際に、耐力壁10がロッキングして接合金物20,30,40のダンパー用鋼板27,37,47が変形することにより減衰効果が発揮される。従って、接合金物20,30,40の減衰効果に応じたエネルギー吸収を行って、建築物1の振動を抑制することができ、耐震性能を向上させることができる。そして、耐力壁10において所定のせん断力を負担した状態でのロッキングに対して、ダンパー用鋼板27,37,47がせん断降伏するような設定にしておくことで、耐力壁10の負担せん断力が過大にならない。なおかつ、ダンパー用鋼板27,37,47の降伏によって建築物1の振動周期が長周期化することから、地震の入力エネルギー自体を抑制することができ、経済的な建築物1の設計が可能になる。
以下、本発明の第2実施形態を図8~図10に基づいて説明する。
図8~図10は、それぞれ本実施形態に係る接合金物を有した建築物の一部を示す斜視図である。
これら図8~図10において、接合金物50は、建物基礎2上に設置される柱51における柱脚部に取り付けられ、柱51のロッキングまたは浮き上りによって減衰効果を発揮するように構成されている。接合金物50は、前記第1実施形態の各接合金物20,30,40と略同様の構成を備え、建物基礎2に固定されて上方に延びるアンカー部材であるアンカーボルト6に連結される第1連結部である筒状鋼材52と、柱51に連結される第2連結部である固定片部53と、筒状鋼材52と固定片部53とに渡って接合される減衰部材である一対のダンパー用鋼板54とを備えて構成されている。
以下、本発明の第3実施形態を図11および図12A~図12Cに基づいて説明する。
図11は、本実施形態に係る接合金物を有した建築物の一部を示す斜視図である。
図11において、接合金物60は、建築物の柱61と梁62とが接合される柱梁接合部63において、梁62の端部に取り付けられ、梁62の曲げによる上下フランジ64の伸縮によって減衰効果を発揮する。接合金物60は、前記第1、第2実施形態の各接合金物20,30,40,50と略同様の構成を備え、柱61または柱61を挟んで対向した梁62端部に固定されたアンカー部材であるアンカーボルト6に連結される第1連結部である筒状鋼材65と、梁62端部に連結される第2連結部である固定片部66と、筒状鋼材65と固定片部66との間を連結する減衰部材である一対のダンパー用鋼板67とを備えている。
図12Bに示すように、接合金物60は、梁62の端部下端面(下フランジ)のみに設けられており、床スラブ62Aが設けられる梁62の上端面には、接合金物60が設けられていない。
図12Cに示すように、接合金物60は、梁62の端部上端面(上フランジ)のみに設けられており、柱61に連結部材62Bで接合される梁62の下端面には、接合金物60が設けられていない。
すなわち、本実施形態では、接合金物60は、梁62の上下端面(上フランジおよび下フランジ)のうちの少なくともいずれか一方に設けられていればよい。
以下、本発明の第4実施形態を図13および図14A~図14Cに基づいて説明する。
図13は、本実施形態に係る接合金物を有した建築物の一部を示す正面図である。
図13に示すように、接合金物70は、建築物の柱71と梁72とで囲まれた内部において、左右の柱71間かつ上下階の梁72間に斜めに掛け渡されるブレース73を分割したブレース接合部74に取り付けられ、ブレース73の伸縮によって減衰効果を発揮するように構成されている。接合金物70は、前記第1~第3実施形態の各接合金物20,30,40,50,60と略同様の構成を備え、分割されたブレース接合部74の一方に連結される第2連結部と、分割されたブレース接合部74の残る一方に固定されたアンカー部材であるアンカーボルト6に連結される第1連結部と、これらの第1連結部と第2連結部との間を連結する減衰部材とを備えて構成されている。
図14A及び図14Bに示すように、ブレースは、柱71と梁72とで囲まれた内部においてV字形に一対で配置されている。これら一対のブレースの各々には、接合金物70が設けられている。図14Aの例では、一対のブレースの交差位置が柱71の中間部に設けられ、図14Bの例では、一対のブレースの交差位置が梁72の中間部に設けられている。
図14Cに示すように、ブレースは、梁72より斜め上方に延在してかつ柱71をその下方より支えるように、左右対称に配置されている。これらブレースの各々には、接合金物70が設けられている。
すなわち、本実施形態において、ブレースの架設形態は、X字形(counterbrace、X-type brace)に限らず、縦横のV字形(V-type brace)や/字形(standardbrace)、あるいはほおづえ状(anglebrace)のいずれであってもよい。
例えば、前記第1実施形態においては、2階建ての住宅である枠組壁工法建築物1に本発明の接合金物20,30,40を設置するものとしたが、建築物としては、3階建て以上のものでもよく、また建築物の用途も住宅に限定されない。さらに、枠組壁工法建築物1として、耐力壁10の枠組材11が薄板軽量形鋼から構成されたスチールハウスについて説明したが、これに限らず、耐力壁10の枠組材11が木質材料から構成されたツーバイフォー構造建築物であってもよい。また、耐力壁10の面材12としては、鋼製折板に限らず、構造用合板やセメント成形板や石膏ボード等の各種板材が使用可能である。
なお、ダンパー用鋼板のように弾塑性変形性能を備えている減衰部材の場合は、地震の規模に応じて優れた効果を発揮する。例えば、震度の小さい地震の際は、部材にかかる応力は降伏応力以下、つまり弾性変形のみが発生し建築物および減衰部材に損傷を与えない。一方、巨大地震の際は減衰部材が十分に塑性変形し、振動エネルギーを吸収することにより、建築物の損傷を最小限に止めることができる。
これに対して、各種スプリングのような弾性変形材料を減衰部材として使用した場合は、巨大地震の際にエネルギーを吸収することなく、振幅が長時間継続し建築物に損傷を与える虞がある。
さらに、オイルダンパーのような粘性体を減衰部材として使用した場合は、減衰性能が振幅速度あるいは温度に依存するため、様々な種類の地震に対して、安定した減衰性能が得られない欠点がある。
以上の理由で、弾塑性変形性能を備えるダンパー鋼板が、減衰部材として非常に好ましい。
さらに、上下階の耐力壁10同士を連結する構造に限らず、図16に示すように、耐力壁10と、これに隣接する腰壁9Aや垂壁9Bとを接合金物80およびアンカーボルト6で連結してもよい。
また、耐力壁10としては、前記第1実施形態で説明したように、枠組材11と、この枠組材11に接合される面材12とを有したものに限らず、図17に示すように、枠組材11の内部にブレース材16が設けられた耐力壁10Aでもよい。
従って、上記に開示した形状、材質などを限定した記載は、本発明の理解を容易にするために例示的に記載したものであり、本発明を限定するものではないから、それらの形状、材質などの限定の一部もしくは全部の限定を外した部材の名称での記載は、本発明に含まれる。
図18は、接合金物120を示す斜視図である。図19は、接合金物120の取付状態を示す正面図である。図20は、接合金物120の変形状態を示す正面図である。
図18および図19に示すように、接合金物120は、周辺の構造材110に連結される一対の第2連結部である連結用鋼板121と、これら一対の連結用鋼板121の上部同士間を連結する上部補強用鋼材122と、一対の連結用鋼板121の下部同士間を連結する下部補強用鋼材123とを有する。よって、接合金物120は、連結用鋼板121、上部および下部補強用鋼材122,123で形成された四周枠状のフレーム124を備えている。上部補強用鋼材122および下部補強用鋼材123の略中央には、アンカーボルト106を挿通させるための挿通孔122A,123Aが形成されている。
ダンパー用鋼板126は、断面略U字形に形成され、その両端部が連結用鋼板121に溶接接合(フレア溶接)されるとともに、その中央のスリット126Aを介して筒状鋼材125に溶接接合(スロット溶接)されている。すなわち、ダンパー用鋼板126は、筒状鋼材125の周面に沿って接線方向に延びて接合され、一対の連結用鋼板121の各々と筒状鋼材125との間に2枚ずつで計4枚が、アンカーボルト106の軸線に対して略線対称に配置されている。
図21は、本実施形態の変形例に係る接合金物130を示す正面図である。
接合金物130は、接合金物120と略同様の連結用鋼板131、上部補強用鋼材132、下部補強用鋼材133からなるフレーム134と;筒状鋼材135と;ダンパー用鋼板136と;を備えている。接合金物130は、連結用鋼板131が枠組材111にボルトで固定されるとともに、筒状鋼材135の上下からナット137を締め付けることでアンカーボルト106に連結される。
すなわち、接合金物120,130では、ダンパー用鋼板126,136が曲げ-せん断降伏するような形状を採用している。その結果、これらダンパー用鋼板126,136がせん断降伏した後に繰り返し荷重を受けても、そのせん断耐力の上昇が抑制でき、設計用のせん断耐力を超えた応力が発生しない。従って、接合金物120,130の連結用鋼板121,131や周辺の構造材110に作用する応力が設計値を超えることがなく、それら各部の破損が防止できる。さらに、ダンパー用鋼板126,136の剛性の上昇を抑制することもできることから、地震等の入力エネルギーが増大することなく、ダンパー用鋼板126,136の減衰効果(エネルギー吸収)によって設計上、期待した振動抑制効果が得られる。
なお、本実施形態では、ダンパー用鋼板136に傾斜部136B及び切欠き孔136Cを形成したが、これらの代わり(またはこれら構成と共に)、ダンパー用鋼板136自体の板厚を、その幅方向中央位置にて他の箇所よりも薄くする構成も採用可能である。この場合にも、本実施形態と同様の作用効果を得ることが出来る。
次に、本発明の第6実施形態の接合金物140,140Aについて、図22および図23に基づいて説明する。
図22および図23は、それぞれ本実施形態の接合金物140,140Aを示す正面図である。
接合金物140,140Aは、前記接合金物120と略同様の連結用鋼板141、上部補強用鋼材142、下部補強用鋼材143からなるフレーム144と;筒状鋼材145と;ダンパー用鋼板146と;を備えている。これら接合金物140,140Aは、連結用鋼板141が周辺の構造材110にボルトで固定されるとともに、筒状鋼材145の上下からナット147を締め付けることで、アンカーボルト106に連結される。
次に、本発明の第7実施形態の接合金物150について、図24に基づいて説明する。
図24は、本実施形態の接合金物150の正面図である。
接合金物150は、前記接合金物120と略同様の連結用鋼板151、上部補強用鋼材152、下部補強用鋼材153からなるフレーム154と;筒状鋼材155と;ダンパー用鋼板156と;を備えて構成されている。接合金物150は、連結用鋼板151が周辺の構造材110にボルトで固定されるとともに、筒状鋼材155の上下からナット157を締め付けることでアンカーボルト106に連結されている。
次に、本発明の第8実施形態の接合金物160について、図25~図28に基づいて説明する。
図25は、第8実施形態の接合金物160を示す正面図である。図26の(A)~(C)および図27の(A)及び(B)は、接合金物160の製造手順および取付手順を示す斜視図である。図28は、接合金物160の詳細構造を示す正面図である。
接合金物160は、アンカーボルト106に連結される第1連結部である一対のU字形鋼材165と、このU字形鋼材165に溶接接合される一対のダンパー用鋼板166とを備えている。接合金物160は、ダンパー用鋼板166の側端縁に形成された第1連結部である固定片部166Cが周辺の構造材110にドリルネジ115Aで固定され、U字形鋼材165の上下からのナット167でアンカーボルト106に連結されている。また、ダンパー用鋼板166には、上下端部の第1スリット166Aと、これら第1スリット166A間に並んだ複数の第2スリット166Bとが形成され、これらの第1および第2のスリット166A,166Bからなる列が左右対称に2列で設けられている。
第1スリット166Aおよび第2スリット166Bは、それぞれ左右方向の長さ寸法(つまり、分割鋼板部166Eの長さ寸法l)が同一に設定され、第1スリット166Aは、両端部から中央部に向かって第2スリット166Bに向かって高さ寸法が大きくなる傾斜を有して形成され、第2スリット166Bは、両端部から中央部に向かって上下対称に高さ寸法が大きくなる傾斜を有して形成されている。
すなわち、第1および第2のスリット166A,166B間に位置するダンパー用鋼板166の分割鋼板部166Eは、両端部の長さ寸法bよりも中央部の長さ寸法bcが短く形成された略菱形状とされている。このような分割鋼板部166Eの形状は、以下の式(1)、(2)で規定される寸法に設定されている。また、ダンパー用鋼板166における第1スリット166Aよりも上端側または下端側のスチフナ部166Fの長さ寸法bsは、以下の式(3)で規定される寸法に設定されている。
ここで、Mは、分割鋼板部166Eの両端部に作用する曲げモーメントであり、Zは、分割鋼板部166Eの両端部における断面係数であり、Z=t・b2/6である(tは、ダンパー用鋼板166の板厚寸法)。また、σyは、ダンパー用鋼板166の降伏引張応力度である。
1.5Q/A<τy …(2)
ここで、Qは、分割鋼板部166Eに作用するせん断力であり、Aは、分割鋼板部166Eの中央部における断面積であり、A=t・bcである。また、τyは、ダンパー用鋼板166の降伏せん断応力度である。
P/(t・bs)<σy …(3)
ここで、Pは、スチフナ部166Fに作用する引張り力または圧縮力であり、M/bである。
以上の式(1)、(2)によれば、図28に示すように、分割鋼板部166Eに曲げモーメントMおよびせん断力Qが作用した状態で、分割鋼板部166Eの中央部がせん断降伏して両端部が曲げ降伏することとなり、このような関係となる分割鋼板部166Eにおける両端部の長さ寸法bと中央部の長さ寸法bcとの寸法比が算出される。
また、式(3)によれば、図28に示すように、スチフナ部166Fに作用する引張り力または圧縮力Pに対して引張り降伏または圧縮降伏しないようなスチフナ部166Fの長さ寸法bsが算出される。
b/t<10 …(4)
l/b>3 …(5)
以上の式(4)を満足するように分割鋼板部166Eにおける両端部の長さ寸法bと板厚寸法tとの比(幅圧比)を設定しておくことで、分割鋼板部166Eの不安定挙動が抑制でき、曲げ降伏後の変形性能を向上させることができる。また、式(5)を満足するように分割鋼板部166Eにおける長さ寸法100lと両端部の長さ寸法bとの比を設定しておくことで、端部のせん断降伏が抑制でき、耐力上昇を抑制することができる。
このような接合金物160では、各分割鋼板部166Eが曲げ降伏することで両端ヒンジ状態となり、この両端ヒンジ状態における負担せん断力を略上限耐力とした履歴ループを描いて変形することになる。従って、耐力上昇が抑制された安定した減衰効果を発揮することができる。
図29Aは、本発明の接合金物による試験結果を示すグラフであり、図29Bは、比較例の接合金物による試験結果を示すグラフである。
グラフの横軸は、層間変形角θを示している。層間変形角とは、上層と下層の変位を、上層と下層の間の距離(高さ)で除した値である。単位はラジアンである。
ここで、本発明の接合金物では、ダンパー用鋼板が曲げ降伏するように設定されており、これによって耐力の上昇が抑制されるようになっている。これに対して比較例の接合金物では、ダンパー用鋼板の上下端縁にリブを設けて曲げ降伏しないように設定されている。
以上のことから、本発明の接合金物によれば、耐力の上昇を抑制し、さらにエネルギー吸収性能に優れた接合金物が実現できる。よって、建物の振動を効果的に抑制できる接合金物が実現できる。
また、前記第5および第8実施形態では、ダンパー用鋼板の端部よりも中央部の長さ寸法を短く形成した略菱形状としたが、これに限らず、ダンパー用鋼板の端部よりも中央部の板厚寸法を薄く形成してもよく、さらに幅寸法および板厚寸法の両方に関し、ダンパー用鋼板の端部よりも中央部で小さくなるように形成してもよい。
従って、上記に開示した形状、材質などを限定した記載は、本発明の理解を容易にするために例示的に記載したものであり、本発明を限定するものではないから、それらの形状、材質などの限定の一部もしくは全部の限定を外した部材の名称での記載は、本発明に含まれる。
Claims (28)
- 少なくとも一対の構造体間に取り付けられ、これら構造体間の相対変位に伴って降伏する減衰部材を有する接合金物を備えた建築物であって、
前記減衰部材は、降伏後の耐力上昇を抑制する耐力抑制手段を備え、前記各構造体の少なくとも一方のロッキングまたは伸縮に伴って減衰作用を起こすことを特徴とする接合金物を備えた建築物。 - 請求項1に記載の接合金物を備えた建築物であって、
前記各構造体の一方が建物基礎でかつ、他方が前記建物基礎上に設置された耐力壁の壁脚部であり;
前記減衰作用が、前記耐力壁のロッキングに伴って起こされ;
前記接合金物が、
前記建物基礎に固定されて鉛直方向上方に延びるアンカー部材の側に連結された第1連結部と、
前記耐力壁の側に連結された第2連結部と、
これら第1連結部及び第2連結部間を連結する減衰部材とを備え;
前記耐力壁がロッキングを起こした際に、この耐力壁と共に動く前記第2連結部と、前記アンカー部材で動きが拘束された前記第1連結部との間の相対変位に伴って前記減衰部材が変形することにより、前記減衰作用を起こす。 - 請求項1に記載の接合金物を備えた建築物であって、
前記各構造体の一方が建物基礎でかつ、他方が前記建物基礎上に設置された柱であり;
前記減衰作用が、前記柱のロッキングまたは浮き上がりに伴って起こされ;
前記接合金物が、
前記建物基礎に固定されて鉛直方向上方に延びるアンカー部材の側に連結された第1連結部と、
前記柱の側に連結された第2連結部と、
これら第1連結部及び第2連結部間を連結する前記減衰部材とを備え;
前記柱がロッキングまたは浮き上りをした際に、この柱と共に動く前記第2連結部と、前記アンカー部材で動きが拘束された前記第1連結部との間の相対変位に伴って前記減衰部材が変形することにより、前記減衰効果を起こす。 - 請求項1に記載の接合金物を備えた建築物であって、
前記各構造体の一方が、その長さ方向に沿って延在するフランジを備えた第1の梁でかつ、他方が柱を間に挟んで前記第1の梁に対向する第2の梁であり;
前記減衰作用が、前記第1の梁及び前記第2の梁の少なくとも一方の曲げ動作による前記フランジの伸縮動作に伴って起こされ;
前記接合金物が、
前記第2の梁の端部の側に固定されたアンカー部材に連結された第1連結部と、
前記第1の梁の前記フランジの端部の側に連結された第2連結部と、
これら第1連結部及び第2連結部間を連結する前記減衰部材とを備え;
前記第1の梁が曲げ変形した際に、前記フランジと共に動く前記第2連結部と、前記アンカー部材で動きが拘束された前記第1連結部との相対変位に伴って前記減衰部材が変形することにより、前記減衰効果を起こす。 - 請求項1に記載の接合金物を備えた建築物であって、
前記各構造体の一方が、その長さ方向に沿って延在するフランジを備えた梁でかつ、他方が柱であり;
前記接合金物が、
前記柱の側に固定されたアンカー部材に連結された第1連結部と、
前記梁の前記フランジの端部の側に連結された第2連結部と、
これら第1連結部及び第2連結部間を連結する前記減衰部材とを備え;
前記梁が曲げ変形した際に、前記フランジと共に動く前記第2連結部と前記第1連結部とが相対変位して前記減衰部材が変形することにより、前記減衰効果を起こす。 - 請求項1に記載の接合金物を備えた建築物であって、
前記各構造体が、ブレースを複数に分割した分割ブレースであり;
前記接合金物が、
前記各分割ブレースの一方の側に連結される第1連結部と、
前記各分割ブレースの他方に固定されたアンカー部材の側に連結された第2連結部と、
これら第1連結部及び第2連結部間を連結する前記減衰部材とを備え;
前記ブレースが伸縮変形した際に、前記各分割ブレースの一方と共に動く前記第1連結部と、前記アンカー部材で動きが拘束された前記第2連結部との間の相対変位に伴って前記減衰部材が変形することにより、前記減衰効果を起こす。 - 請求項2~6の何れか1項に記載の接合金物を備えた建築物であって、
前記第2連結部が、前記第1連結部を間に挟んで互いに対向するように一対で設けられ;
前記減衰部材が、前記アンカー部材の軸線に対して略線対称をなすように配置されている。 - 請求項2~6の何れか1項に記載の接合金物を備えた建築物であって、
前記第2連結部が、前記第1連結部を中心として放射状をなすように一組で配置され;
前記減衰部材が、前記アンカー部材の軸線に対して略点対称に配置されている。 - 請求項2~6の何れか1項に記載の接合金物を備えた建築物であって、
前記第2連結部が、一対の連結用鋼板であり;
これら連結用鋼板が、前記アンカー部材を間に挟んで対向配置され;
前記減衰部材が、前記各連結用鋼板と前記第1連結部との間を連結するダンパー用鋼板である。 - 請求項9に記載の接合金物を備えた建築物であって、
前記第1連結部が、前記アンカー部材が挿通される筒状鋼材であり;
前記ダンパー用鋼板が、前記筒状鋼材の周面よりその径方向に向かって延びるように接合され;
前記各連結用鋼板と前記筒状鋼材との間のそれぞれに1枚ずつ、前記ダンパー用鋼板が配置されている。 - 請求項9に記載の接合金物を備えた建築物であって、
前記第1連結部が、前記アンカー部材が挿通される筒状鋼材であり;
前記ダンパー用鋼板が、前記筒状鋼材の周面よりその接線方向に延びるように接合され;
前記各連結用鋼板と前記筒状鋼材との間のそれぞれに2枚ずつ、前記ダンパー用鋼板が配置されている。 - 請求項9に記載の接合金物を備えた建築物であって、
前記ダンパー用鋼板が、前記各連結用鋼板間を連結してかつ、互いに略平行に対向する2枚のダンパー用鋼板であり;
前記第1連結部が、前記各ダンパー用鋼板の一方の端縁同士および他方の端縁同士をそれぞれ連結する第1端縁連結部材および第2端縁連結部材からなり;
これら第1端縁連結部材および第2端縁連結部材に、前記アンカー部材が挿通される挿通孔が形成されている。 - 請求項9に記載の接合金物を備えた建築物であって、
前記各連結用鋼板の一方の端部同士および他方の端部同士が、それぞれ第1補強用鋼材および第2補強用鋼材で連結され;
これら第1および第2の補強用鋼材の少なくとも一方に、前記アンカー部材が挿通される挿通孔が形成されている。 - 請求項2に記載の接合金物を備えた建築物であって、
前記耐力壁が、少なくとも、この耐力壁の側端縁に位置する一対の枠組材と、これら枠組材間に固定される面材とを備え;
前記各枠組材が、互いに対向する一対の対向面を有する中空断面を有し;
前記各対向面に前記第2連結部が連結されている。 - 請求項14に記載の接合金物を備えた建築物であって、
前記各枠組材が薄板軽量形鋼からなる、スチールハウスである。 - 一対の構造体間に取り付けられる接合金物であって、
前記各構造体の一方の側に連結される第1連結部と;
前記各構造体の他方の側に連結される第2連結部と;
これら第1連結部及び第2連結部間に連結される減衰部材と;
を備え、
前記減衰部材は、降伏後の耐力上昇を抑制する耐力抑制手段を備え、前記各構造体間に生じる相対変位に伴って減衰作用を起こす;
ことを特徴とする接合金物。 - 請求項16に記載の接合金物であって、
前記第1連結部と前記第2連結部とが、前記各構造体間に生じる前記相対変位の方向と略直交する方向に沿ってかつ互いに対向する位置にそれぞれ配置され;
前記相対変位の方向を第1方向とし、前記第1連結部と第2連結部とが対向する方向を第2方向とした場合に、前記減衰部材が、これら第1方向及び第2方向を含む仮想平面に対して略平行に設けられたダンパー用鋼板である。 - 請求項17に記載の接合金物であって、
前記第1方向に沿った前記ダンパー用鋼板の長さ寸法を前記第2方向に沿って見た場合に、
このダンパー用鋼板の中央部が、その両端部よりも短く、
なおかつこの中央部の長さ寸法で定められるせん断耐力が上昇した際に、前記両端部が曲げ降伏するように、前記各両端部の長さ寸法が設定され;
このダンパー用鋼板の形状によって前記耐力抑制手段が構成されている。 - 請求項17に記載の接合金物であって、
前記ダンパー用鋼板の板厚寸法を、前記第2方向に沿って見た場合に、
このダンパー用鋼板の中央部が、その両端部よりも薄く、
なおかつこの中央部の板厚寸法で定められるせん断耐力が上昇した際に、前記両端部が曲げ降伏するように、前記両端部の板厚寸法が設定され;
このダンパー用鋼板の形状によって前記耐力抑制手段が構成されている。 - 請求項17に記載の接合金物であって、
前記第1方向に沿った前記ダンパー用鋼板の長さ寸法を前記第2方向に沿って見た場合に、このダンパー用鋼板の中央部が、その両端部よりも短く;
前記ダンパー用鋼板の板厚寸法を、前記第2方向に沿って見た場合に、このダンパー用鋼板の中央部が、その両端部よりも薄く;
なおかつ、前記中央部での長さ寸法および板厚寸法で定められるせん断耐力が上昇した際に前記両端部が曲げ降伏するように、前記両端部の長さ寸法と板厚寸法とが設定され;
このダンパー用鋼板の形状によって前記耐力抑制手段が構成されている。 - 請求項17に記載の接合金物であって、
前記ダンパー用鋼板の前記両端部に、これら両端部のそれぞれから前記中央部に向かって傾斜した傾斜部が形成されている。 - 請求項17に記載の接合金物であって、
前記ダンパー用鋼板に、略菱形状の切欠き孔が形成され;
前記菱形形状を形成する一対の対角線の一方が前記第1方向に平行でかつ、他方が前記第2方向に平行である。 - 請求項17に記載の接合金物であって、
前記ダンパー用鋼板に、このダンパー用鋼板を貫いてかつ、前記第2方向に沿って延在する少なくとも1つのスリット孔が形成され;
このスリット孔を境として前記ダンパー用鋼板を分割した際の各分割鋼板部の長さ寸法が、各々のせん断耐力が上昇した際に前記第2方向に沿った両端部が曲げ降伏するように設定され;
このダンパー用鋼板の形状によって前記耐力抑制手段が構成されている。 - 請求項17に記載の接合金物であって、
前記ダンパー用鋼板は、降伏耐力が最大耐力に対して2/3以上の降伏耐力比を有する鋼材、および降伏耐力が設計用降伏耐力に対して±20%以内の降伏耐力幅を有する鋼材の、少なくとも一方から形成され;
このダンパー用鋼板の力学特性によって前記耐力抑制手段が構成されている。 - 請求項17に記載の接合金物であって、
前記ダンパー用鋼板が、所定の降伏耐力比および所定の降伏耐力幅の少なくとも一方を満たすように、析出硬化加工されている。 - 請求項17に記載の接合金物であって、
前記ダンパー用鋼板が、予め初期位置から前記第1方向に沿って所定の変形量だけ変形させ、降伏した状態から前記初期位置に戻す塑性化加工が施された鋼板から形成され;
この塑性化加工によって前記ダンパー用鋼板の降伏耐力比および降伏耐力幅の少なくとも一方が所定値に設定されている。 - 請求項17に記載の接合金物であって、
前記第2連結部が、前記第1連結部を間に挟む対称位置に配置された一対の連結用部材を含み;
前記ダンパー用鋼板が、前記第1連結部を間に挟んで略線対称をなすように一対が配置されている。 - 請求項17に記載の接合金物であって、
前記第2連結部が、前記第1連結部を間に挟む略点対称位置に配置された一対の連結用部材を含み;
前記ダンパー用鋼板が、前記第1連結部を間に挟んで略点対称をなすように一対が配置されている。
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JP2008014022A JP4664997B2 (ja) | 2008-01-24 | 2008-01-24 | 接合金物を有する建築物 |
JP2008-014023 | 2008-01-24 |
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KR (1) | KR101263078B1 (ja) |
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TWI396790B (zh) | 2013-05-21 |
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TW200942673A (en) | 2009-10-16 |
US8511025B2 (en) | 2013-08-20 |
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CN101925713A (zh) | 2010-12-22 |
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