JP2010150846A - Bearing panel, standardized building, and structural calculation method - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To cope with excessive force acting without forming a foundation beam and an anchor into large cross section and high strength while relaxing restrictions on room arrangement and cost increase. <P>SOLUTION: This bearing panel B comprises a pair of columns 1, A erected at a predetermined space between upper and lower beams 3, 4 of a framework and connected to the upper and lower beams 3, 4 at the upper and lower ends, and a connecting member 2 connecting the pair of columns 1, A and deformed when a horizontal force is applied, to absorb energy. A joint part C between at least one column A out of the pair of columns and one beam out of the upper and lower beams 3, 4 is composed of a vertical roller joint at the upper end or lower end where only the horizontal force is transmitted and vertical force and moment are not transmitted. In the vertical roller joint C, a plate 15b having a bolt hole 15c, and a plate 14b provided at the second column A and having a bolt hole 14c, are allowed to abut on each other and joined by a bolt 16a. One of the bolt holes 15c, 14c is an elongate hole long in a vertical direction, and the other is a round hole which is located at the center of the elongate hole. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

  The present invention relates to a load-bearing panel having columns that transmit only a force in the horizontal direction, a standardized building provided with the load-bearing panel, and a structural calculation method for designing the standardized building.

  As shown in FIG. 5, in a building configured by appropriately installing a load-bearing panel on a shaft composed of column beams, as shown in FIG. 5, when the load-bearing panels 51 a to 51 c having a high horizontal load are arranged at the same position in a plane, An axial force acts on the pillars 52a to 52c and 53a to 53c constituting the lowermost load bearing panel 51c from the uppermost load bearing panel 51a.

  For example, as shown in FIG. 5A, when no horizontal force is applied to the building, the axial force corresponding to the building weight is similarly downwardly applied to the columns 52c and 53c of the load-bearing panel 51c in the lowermost layer. Works. In addition, when a horizontal force acts on the building as shown in FIG. 5B, in addition to the axial force according to the building weight, the axial force converted from the horizontal force acting on the load-bearing panels 51a to 51c is The pillars 52a to 52c act upward, and the pillars 53a to 53c act downward. Accordingly, the axial force obtained by converting the horizontal force into the axial force according to the weight of the building is accumulated on the pillar 53c of the lowermost load bearing panel 51c, and a large force acts on the foundation beam 54 and the anchor corresponding to the portion 55 directly below. .

  In order to avoid this, in an industrialized house using standardized members, the horizontal strength of the load-bearing panel is set to be weak, or the multi-layer arrangement of the load-bearing panels is avoided. This has led to restrictions on floor plans and increased costs. In particular, when planning a medium-rise building on a site with a narrow frontage, the designer had a hard time dealing with it.

  In the load-bearing wall described in Patent Document 1, the shaft body protruding upward from both ends of the rectangular frame constituting the load-bearing wall can be moved vertically and horizontally in the insertion hole of the connecting hardware attached to the lower flange of the beam. By being inserted so as not to move, the vertical load is not supported but the horizontal load is supported.

  Patent Document 2 relates to the retaining structure of the load-bearing wall panel described in Patent Document 1, and improves durability by increasing the strength against the horizontal load at the upper end of the load-bearing wall panel held by the beam material. is there. Furthermore, the retaining structure of the load-bearing wall panel described in Patent Document 3 simplifies the retaining structure between the upper end of the load-bearing wall panel and the beam material, thereby saving labor in construction.

JP-A-10-280527 JP-A-8-270104 JP-A-8-270105

  When the horizontal strength of the load-bearing panel is high as in the prior art described above, if the load-bearing panels are arranged in layers, the axial force is sequentially accumulated from the uppermost load-bearing panel to the pillars that make up the lower-layer load-bearing panel. There is a problem that an excessive force acts on the foundation beams and anchors directly under the lowermost load-bearing panel, and the portion of the load-breaking panel is destroyed in advance, so that the ability of the load-bearing panel cannot be fully utilized.

  In order to avoid the above problem, a multi-layer arrangement may be avoided. At this time, there arises a problem that the floor plan is restricted. As another measure, the horizontal strength of the load-bearing panel is designed to be weak. In this case, a problem arises in that the required total number of load-bearing panels is increased, flooring restrictions are imposed, and costs are increased.

  In the case of the load bearing wall of Patent Document 1, both vertical frames constituting the load bearing wall cannot bear a vertical load from above. Therefore, when it is desired to disperse the axial force, there arises a problem that a pillar must be provided separately from the load-bearing panel, which causes a problem of increasing costs.

  An object of the present invention is to alleviate the above-described floor plan restrictions and cost increases. Another object is to avoid an increase in cost caused by solving the foundation beam or anchor with a large cross section and high strength in order to counter an excessive force acting on the foundation beam or anchor.

  In order to solve the above problems, a load-bearing panel according to the present invention includes a pair of columns that are erected between upper and lower beams of a shaft set at a predetermined interval, and that connect the pair of columns with upper and lower ends joined to the upper and lower beams. A load-bearing panel comprising a connecting member that deforms and absorbs energy when a horizontal force is applied, and is a joint between at least one column of the pair of columns and one of the upper and lower beams The upper end or the lower end constitutes a vertical roller joint portion in which only a horizontal force is transmitted at the joint portion and no vertical force and moment are transmitted.

  In the load-bearing panel, the vertical roller joint portion includes: “a beam-side joint piece made of a plate member that is suspended from the upper beam or is raised from the lower beam and has a bolt hole; A column-side joining piece made of a plate material that is suspended from the lower end and has a bolt hole, and is joined by bolting, and among the bolt hole of the beam-side joining piece and the bolt hole of the column-side joining piece, Any one of them is a long hole in the vertical direction and the other is a round hole, and the height of the round hole is set so as to be located in the center of the long hole. The column-side joining piece is configured to be bolted in a loose state so that it can be rotated about the bolt and the bolt moves along the elongated hole and can approach or be separated in the vertical direction. It is preferable.

  In addition, the standardized building according to the present invention has a multi-layered steel structure that is configured with standardized columns and beams, and a standardized load-bearing panel placed at an appropriate position of the frame to counter horizontal force. The first building whose upper and lower ends are pin-bonded to the beam, and one of the upper and lower ends is pin-bonded to the beam and the other is the horizontal force to the beam And a second column joined by a vertical roller that transmits only the vertical force and moment, and the load-bearing panel has either the first column or the second column. Select one of these, or two each, and set the two selected columns upright at a predetermined interval, and deform the two columns when a horizontal force is applied. It is constructed by connecting with a connecting material that absorbs energy.

  Moreover, the structure calculation method in the standardized building which concerns on this invention is characterized by including the following processes.

(1) A step of appropriately arranging a load-bearing panel in a floor plan to be subjected to structural examination,
(2) A step of performing structural calculation using the columns constituting all the load-bearing panels as the first columns,
(3) A step of repeating the steps (1) and (2) so that all the examination items other than the axial force at the time of the seismic load are judged OK.
(4) The step of confirming that the short-term axial force is OK by performing structural calculation by replacing the first-layer column with the second column at the position where the axial force at the time of the earthquake load exceeds a predetermined value. .

  In the load-bearing panel according to the present invention, only the horizontal force is transmitted to the joint portion between at least one of the pair of columns constituting the load-bearing panel and one of the upper and lower beams, and the vertical force and moment. Since a vertical roller joint that is not transmitted is configured, even if a vertical force acts on the beam, this force is not borne.

  Therefore, the short-term axial force (force acting on the lower end of the column) when a high horizontal proof stress is set on the proof stress panel is reduced. Therefore, the rigidity of the beam on which the load-bearing panel is installed and the strength of the bolt for joining the column to the beam can be reduced, and the cost can be suppressed.

  In addition, since the vertical roller joint portion is configured by abutting the beam-side joint piece and the column-side joint piece and bolt-joining, the vertical roller joint portion can be easily attached by a simple means of bolt joining between the joint pieces. Can be configured.

  Moreover, in the standardized building which concerns on this invention, since the 1st pillar pin-joined with an up-and-down beam and the 2nd pillar to which any one of an up-and-down beam is a vertical roller joining is provided, big axial force is provided. The load-bearing panel can be configured by appropriately using the second pillar in a portion where there is a possibility of acting. For this reason, by using a load-bearing panel designed to have a low horizontal load-bearing capacity, the total number of sheets required is increased, and a column is provided separately from the load-bearing panel to disperse the axial force. A highly safe building can be constructed without increasing.

  Moreover, the structural calculation method in the standardized building which concerns on this invention makes an excessive force act on a foundation beam or an anchor when the force of a horizontal direction acts by passing through the process of (1)-(4). It is possible to select a load-bearing panel without any.

  As described above, in the present invention, the load-bearing panel is configured by selecting the first column whose upper and lower ends are pin-bonded to the upper and lower beams and the second column bonded to either of the upper and lower beams and the vertical roller. Thus, when it is desired to bear the load of the upper layer or when it is not desired to bear, it is possible to appropriately cope with it.

  By using the load-bearing panel, the load-bearing panels can be arranged in multiple layers after setting the load-bearing panel strength high. For this reason, even if the position of the load-bearing panel is concentrated on the walls of the staircases on each floor, the walls on the windows of the outer walls, etc., excessive force does not act on the foundation beams and anchors. Therefore, it is easy to make a floor plan and is effective when planning a multistory building on a site with a narrow frontage.

  In particular, because the column on one side of the load-bearing panel is used as the first column to receive vertical loads, the number of columns including the load-bearing panel is reduced throughout the building, making it easy to make a layout for cost reduction. Become. As described above, since the vertical load can be received with the column on one side as the first column, there is no need to separately install a column for transmitting the vertical load as in the load bearing wall described in Patent Document 1.

  The most preferred embodiments of the load-bearing panel and standardized building according to the present invention will be described below. The load-bearing panel according to the present invention includes a pair of columns that are arranged with a predetermined interval set in advance and whose upper and lower ends are joined to upper and lower beams in a predetermined structure, and a connecting member that connects the pair of columns. It is comprised by.

  At least one of the upper and lower ends of the pair of columns constituting the load-bearing panel is pin-bonded to the beam, and the other end transmits only the horizontal force to the beam. It is comprised as a 2nd pillar joined by the vertical roller without the force and moment of a perpendicular direction being transmitted. The other column is configured as a first column whose upper and lower ends are pin-joined to the beam.

  In a load-bearing panel having a second column whose upper or lower end is vertically roller-bonded to the beam, the force acting in the vertical direction is transmitted to the first column, but transmitted to the second column. There is no. The force acting in the horizontal direction on the beam is transmitted to the first column and the second column. Therefore, when the load-bearing panel configured as described above is installed on the first floor, a large force in the vertical direction does not act on the foundation beam and anchor bolt, and the foundation beam and anchor bolt have a particularly large cross section, Alternatively, it is not necessary to configure with strength.

  The structure of the load-bearing panel according to the present embodiment and the structure of the building will be described with reference to the drawings. FIG. 1 is a diagram for explaining the configuration of a second column and a configuration of a load bearing panel using the second column according to the present embodiment. FIG. 2 is a diagram illustrating the configuration of the vertical roller joint. FIG. 3 is a diagram for explaining a frame structure in which a load-bearing panel using the second pillar according to the present embodiment is arranged on the first floor and a load-bearing panel using only the first pillar is stacked on the upper floor. FIG. 4 is a diagram schematically illustrating the axial force when a horizontal force is applied.

  First, the configuration of the second column A and the configuration of the load bearing panel B using the second column A will be described with reference to FIGS.

  The second pillar A is disposed to face the first pillar 1 with a predetermined interval (a dimension corresponding to the width dimension of the load-bearing panel B), and is connected to the first pillar 1 via the connecting member 2. Connected. In particular, the upper or lower end of the second column A is joined to the upper beam 3 or the lower beam 4 made of H-shaped steel via the vertical roller joint C, so that only horizontal force is applied. The transmitted force and moment in the vertical direction are not transmitted. In the present embodiment, the second column A is vertically roller joined to the upper beam 3 on the upper end side.

  The first column 1 has a column body 10 made of a square steel pipe. A column base member 11 is provided at the lower end of the column body 10 and is pin-connected to the lower beam 4 via the column base member 11. ing. Further, a column head member 12 is provided at the upper end portion of the first column 1 and is pin-connected to the upper beam 3 via the column head member 12. In the first pillar 1 configured as described above, a vertical force acting on the upper beam 3 can be transmitted to the lower beam 4.

  The second column A has a column body 10 made of a square steel pipe, like the first column 1, and a column base member 11 is provided at the lower end of the column body 10. Via a pin. A column head 14 is formed at the upper end of the column body 10, and the vertical roller joint C is formed by the column head 14 and the restraining member 15 provided on the upper beam 3.

  A configuration of the vertical roller joint portion C configured by the column head 14 configured at the upper end of the second column A and the restraining member 15 provided in the upper beam 3 will be specifically described.

  The column head 14 includes an attachment piece 14a fixed to the upper end portion of the column body 10 constituting the second column A by means such as welding, and a column-side joining piece fixed to the attachment piece 14a by means such as welding. And two plates 14b. The two plates 14b are arranged in parallel, and a bolt hole 14c formed of a round hole penetrating the two plates 14b in the thickness direction is formed at a predetermined position.

  The restraining member 15 includes a plate-like attachment piece 15a having a plurality of holes 15d for fixing to the lower flange 3a of the upper beam 3, and a plate-like beam side joint fixed to the attachment piece 15a by means such as welding. It is comprised by the plate 15b used as a piece. A bolt hole 15c is formed at a predetermined position of the plate 15b. The bolt hole 15c is a long hole having a dimension which is long in the vertical direction and has a dimension allowing for a slight clearance between the bolt and the bolt inserted in the horizontal direction. In particular, the plate 15b is inserted between the two plates 14b constituting the column head 14, and the thickness of the plate 15b is slightly smaller than the dimension between the two plates 14b. ing.

  The restraining member 15 is fixed in advance to the lower flange 3a of the upper beam 3 by a bolt (not shown), and the column head 14 provided on the second pillar A is joined to the restraining member 15 so that the vertical roller joint C is formed. It is configured. Accordingly, the plate 15b of the restraining member 15 serving as the beam-side joining piece is disposed to hang down from the upper beam 3, and the plate 14b of the column head 14 serving as the column-side joining piece is erected from the upper end of the second pillar A. Be placed.

  The plate 15b of the restraining member 15 fixed to the lower flange 3a of the upper beam 3 is sandwiched between the two plates 14b of the column head 14 formed at the upper end of the column 10 constituting the second column A. The second column A is arranged and the column base member 11 is fixed to the lower beam 4. Then, the bolt 16a is inserted into the bolt hole 14c of the column head 14 and the bolt hole 15c of the restraining member 15 and the nut 16b is screwed. Thereby, the second column A is joined at the upper end thereof in a state where only the horizontal force is transmitted to the upper beam 3 and the vertical force and moment are not transmitted.

  In order to support the vertical roller in which only the horizontal force is transmitted to the upper beam 3 at the upper end of the second column A and the vertical force and moment are not transmitted, (1) the bolt 16a is a half bolt ( (A bolt having a portion that is not threaded by a dimension corresponding to the thickness of the plate 15b), so that a loose state is maintained even if the nut 16b is screwed. (2) A film having lubricity such as fluororesin or molybdenum disulfide is formed on the surfaces of the plate 14b of the column head 14 and the plate 15b of the restraining member 15 to reduce the frictional force acting on the contact surface between the two. Configure to slide with force. (3) There are methods such as interposing a bearing on the contact surfaces of both.

  In the vertical roller joint C configured as described above, the position of the bolt hole 15c of the restraining member 15 is normally set so that the vertical position with respect to the bolt hole 15c formed by the elongated hole of the bolt 16a is substantially the center. And the position of the bolt hole 14c of the column head 14 is set. Further, the vertical length of the bolt hole 15c formed in the restraining member 15 is such that the bolt 16a contacts the plate 15b at the upper and lower end portions of the bolt hole 15c even when the assumed maximum horizontal force is applied. It is set not to.

  Therefore, even if a long-term load is applied to the restraining member 15 via the upper beam 3, the plate 15c of the restraining member 15 can move downward, so that the load is transmitted from the restraining hardware 15 to the second column A. There is nothing. Moreover, although the bolt 16a moves up and down according to the magnitude of the horizontal force during an earthquake, the bolt 16a does not contact the plate 15b at the upper and lower end portions of the bolt hole 15c. In other words, the vertical movement of the bolt 16a in the bolt hole 15c is always allowed.

  Further, in order to smoothly transmit the horizontal force due to the displacement of the upper beam 3 at the time of the earthquake to the second pillar A via the restraining member 15, the bolt hole 15c provided in the restraining member 15 is provided. The horizontal dimension is set to such a value that the plate 15b can come into contact with the bolt 16a at the left and right end portions of the bolt hole 15c by the slight horizontal displacement of the restraining member 15.

  In the present embodiment, the column head 14 includes two plates 14a arranged in parallel, but the plate 14a may be one. Further, the plate 14a of the column head 14 may be a single plate, and the plate 15b of the restraining member 15 may be configured by two plates arranged in parallel. Further, the bolt hole 14c of the plate 14a of the column head 14 may be a long hole in the vertical direction, and the bolt hole 15c of the plate 15b of the restraining member 15 may be a round hole.

  Further, in the present embodiment, the vertical roller joint C is configured between the upper end portion of the second column A and the upper beam 3, but the vertical roller connection portion C is configured between the lower end portion of the second column A and the lower beam 4. The roller joint C may be configured. In this case, by providing a column head member 12 similar to the upper end portion of the first column 1 at the upper end of the column body 10 constituting the second column A, the second column A is pin-connected to the upper beam 3. It is necessary to.

  The load-bearing panel B includes the first pillar 1 and the second pillar A configured as described above, and the two connecting members 2 disposed in the vertical direction therebetween.

  The first pillar 1 and the second pillar A are arranged with an interval corresponding to the dimension of the target load-bearing panel B, and the first pillar 1 is arranged on the upper and lower beams 3 and 4 at both upper and lower ends, respectively. By being pin-joined via the column head member 12 and the column base member 11, a vertical force and a horizontal force can be transmitted.

  The connecting member 2 constituting the load-bearing panel B by connecting a pair of columns made up of the first column 1 and the second column A is deformed according to the magnitude of this force when a horizontal force is applied. Thus, it has a function of absorbing energy.

  For this reason, the connecting material 2 includes a steel damper 20 and two frame bodies 21. The steel damper 20 is made of an extremely low yield point steel and is formed in a substantially butterfly shape, and is configured so that a central constricted portion can be deformed and absorb seismic energy according to the acting shear force. Yes.

  Further, the frame body 21 is formed in a substantially isosceles triangle shape by connecting the long side member 21a serving as the base and the oblique side members 21b and 21c serving as the hypotenuses by the connecting piece 21d, and the horizontal member 21e is further configured to have the long side. It has high rigidity by being arranged from the intermediate position of the material 21a to the connecting piece 21d. The steel damper 20 is bolted to the connecting piece 21d of the frame 21, and is configured to be replaceable when it deteriorates.

  Then, two frame bodies 21 are arranged in the vertical direction on the inner surface of each column body 10 constituting the first column 1 and the second column A, and the long side members of each frame body 21 are arranged. The bolts are joined together with 21a. Thereby, two frame bodies 21 arranged in the up-and-down direction are fixed to the first pillar 1 and the second pillar A in a state where the connecting pieces 21d face each other. Furthermore, the load-bearing panel B is configured by bolting and fixing the steel damper 20 between the connecting pieces 21d provided at the apexes of the oblique sides 21b and 21c constituting the frame 21.

  In the load-bearing panel B configured as described above, when a relative displacement occurs in the horizontal direction between the upper beam 3 and the lower beam 4 in accordance with the horizontal force acting at the time of an earthquake, the two panels face each other along with this displacement. A relative displacement in the vertical direction occurs in the frame body 21. The displacement at this time acts as a shearing force on the steel material damper 20, and acts on the hypotenuse members 21b and 21c as a tensile force and a compressive force. And the steel damper 20 absorbs the acting shear force.

  In normal times, all or most of the vertical load acting on the upper beam 3 is borne by the first column 1 and is almost always transmitted via the restraining member 15 at the upper end of the second column A. Or nothing at all. Therefore, there is little or no vertical load from the upper beam 3 on the portion of the lower beam 4 to which the column base member 11 of the second column A is attached.

  When a horizontal relative displacement (horizontal displacement) occurs between the upper beam 3 and the lower beam 4 due to a horizontal force acting during an earthquake, the upper ends of the first column 1 and the second column A are Constrained by the stigma member 12 and the restraining member 15, the lower end is constrained by the column base member 11 fixed to the lower beam 4, and as a whole deforms to form a parallelogram that falls in the direction in which the horizontal force acts. Accordingly, the first column 1 and the second column A are inclined with the horizontal displacement of the upper beam 3 and the lower beam 4.

  That is, the restraining member 15 attached to the upper beam 3 is relatively displaced in the horizontal direction, and the left and right ends of the bolt holes 15c formed in the plate 15b along with this displacement constitute the second pillar A. The reaction force acts by abutting against the bolt 16a inserted through the bolt hole 14c of the column head 14 of the vertical member 10 and the reaction force acts as a resistance.

  The inclinations of the first column 1 and the second column A change according to the displacement amount of the upper beam 3 and the lower beam 4, and the magnitude of the reaction force also changes according to the displacement amount.

  For example, during a small and medium earthquake, the first column 1 and the second column A are inclined with the relative displacement of the upper beam 3 and the lower beam 4 according to the applied horizontal force, and the bolt 16a of the bolt hole 15c is inclined. A reaction force is generated by the contact with respect to, and the load-bearing panel B itself becomes a resistance and can bear a horizontal force. For this reason, it becomes possible to suppress the deformation of the building without the plastic deformation of the steel damper 20.

  At this time, since a vertical force or moment is not transmitted between the column head 14 and the restraining member 15 constituting the vertical roller joint C formed at the upper end of the second column A, The force which pulls up and pushes down the lower beam 4 does not act.

  The horizontal force is transmitted between the column head 14 formed at the upper end of the second column A and the restraining member 15, and the horizontal force (P) acting on the load bearing panel B is the second. This is a force to incline the column A. In this case, a pulling force for the lower beam 4 acts on the bolt that fixes the side of the column base member 10 that constitutes the second column A to which the column base member 11 is lifted, and the value is a horizontal force that acts on the bolt 16a. The product of (P) and the dimension (h) from the lower surface of the lower flange 3a of the upper beam 3 to the center of the bolt 16a is the dimension (w) from the edge of the column base member 11 serving as a fulcrum to the bolt. It is expressed as a value obtained by dividing (P · h / w).

  Further, a pushing force having the same magnitude as the pulling force acts on the end edge portion of the column base member 11. However, the dimension (h) from the lower surface of the lower flange 3a of the upper beam 3 to the center of the bolt 16a is very small compared to the distance between the upper beam 3 and the lower beam 4 (the floor height of the building). The force becomes an extremely small value, and furthermore, these two forces act in directions that cancel each other at close positions, so that a large force does not act on the mounting position of the column base member 11 of the lower beam 4.

  In addition, when a large earthquake occurs, the inclination of the first pillar 1 and the second pillar A increases, and when a compressive force is generated in one pillar 1 or A by the contact of the bolt hole 15c with the bolt 16a, the further inclination is It is transmitted to the connecting material 2 and a shearing force acts on the steel damper 20. And the steel damper 20 repeats plastic deformation according to the applied shearing force, absorbs energy, quickly attenuates shaking, and can prevent damage to the building.

  As described above, even when the steel damper 20 repeats plastic deformation and absorbs energy, the force acting on the lower beam 4 from the second column A can be ignored.

  In particular, in such a load-bearing panel B, the first column 1 and the second column A are arranged between the upper beam 3 and the lower beam 4, and the lower ends of the first column 1 and the second column A are connected to the lower beam 4 via the column base members 11. It is configured by pin-joining and pin-joining the upper end of the first pillar 1 to the upper beam 3 via the stigma member 12 and joining the upper end of the second pillar A via the vertical roller joint C. Is possible.

  The above construction requires a large amount of work in the case of a housing in which a plurality of bolt holes are formed in advance on the flanges of the upper beam 3 and the lower beam 4 at a predetermined pitch based on a planar module as in an industrialized house. It is possible to install without. For this reason, it is advantageous to adopt this load-bearing panel when enhancing the earthquake resistance of existing buildings.

  Next, FIG. 3 shows a standardized building in which a load-bearing panel B configured as described above and a load-bearing panel D configured using a pair of first pillars 1 are arranged in a plurality of layers in the same plane. 4 will be described.

  As shown in the figure, this standardized building is a three-story steel frame industrialized house, and is composed of one span in the construction direction shown in the figure, and a load-bearing panel B is arranged on the first floor part. On the second and third floors, load bearing panels D are arranged. The load-bearing panel B on the first floor and the load-bearing panel D on the second and third floors are brought close to one end of the span so that the positions of the pair of columns constituting these load-bearing panels B and D coincide. Arrangement, that is, multi-layer arrangement.

  The load bearing panel D includes a pair of first pillars 1 arranged at a predetermined interval, and the first pillars 1 are connected by a connecting member 2. That is, the load-bearing panel D is obtained by using a load-bearing panel that has been generally used conventionally. Accordingly, the load-bearing panel D is fixed to the steel beams 3 arranged above and below the lower ends of the first columns 1 via the column base members 11 and the upper ends via the column head members 12. Fixed.

  Since the load-bearing panel B is disposed on the first floor portion, the lower beam 4 may be a steel beam or a reinforced concrete foundation beam. The first column 1 constituting the load-bearing panel B is fixed to the lower beam 4 and the upper beam 3 via column base members 11 and column head members 12 at both upper and lower ends. The second column A has a lower end portion fixed to the lower beam 4 via the column base member 11 and an upper end portion fixed to the upper beam 3 via the vertical roller joint C.

  In a building constructed as described above, as shown in FIG. 4, in the state where no horizontal force is acting (always), part of the vertical load is on the second and third floors as indicated by the black arrows. It is transmitted to the lower beam 3 via a pair of first pillars 1 constituting the load bearing panel D.

  Here, the vertical load acting on the first pillar 1 on the second floor (the axial force of the first pillar 1 on the second floor) is converted into the first load on the third floor by the vertical load transmitted from the beam 3 on the upper side. The vertical load transmitted to the pillar 1 (the axial force of the first pillar 1 on the third floor) is added. That is, when the load-bearing panel D is constituted by using the first pillar 1 and is laminated, the first pillar 1 disposed on the lower floor has the first pillar disposed at the same position on the upper floor. The axial force of pillar 1 is accumulated. However, in the load-bearing panel B arranged on the first floor, since the second column A is joined to the upper beam 3 via the vertical roller joint C, the vertical load of the building is applied to the second column A. Is not transmitted, but is distributed and transmitted to the first pillar 1 in the vicinity thereof.

  When the horizontal force indicated by the white arrow acts on the building, the pair of first pillars 1 constituting the load-bearing panel D arranged on the second and third floors are opposite to each other as indicated by the white arrow. The same vertical load (additional axial force) is applied. At this time, the axial force of each pillar on each floor is a value obtained by adding the additional axial force from the normal axial force (subtracted in the case of upward additional axial force).

  In this additional axial force as well, the additional axial force of the first pillar 1 arranged at the same position on the upper floor is accumulated in the first pillar 1 arranged on the lower floor, as in the normal axial force described above. It will be done. However, since the second pillar A constituting the load bearing panel B arranged on the first floor is joined to the upper beam 3 via the vertical roller joining portion C, the second pillar A has the second directly above it. The additional axial force of one column 1 is not accumulated, and the additional axial force is distributed and transmitted to the first column 1 in the vicinity of the second column A. Therefore, at the position where the second column A is fixed, the axial force acting on the lower beam (foundation beam) 4 becomes an extremely small value.

  In addition, when a horizontal force opposite to the figure is applied, an upward additional axial force (pulling force) is applied to the first column 1 on the upper floor at the same position as the second column A. Since the pulling force of the first column 1 immediately above it does not act on the second column A, but only the pulling force by the load-bearing panel B acts on the second column A, the foundation beam 4 is fixed at the position where the second column A is fixed. In addition, the pulling force acting on the anchor bolt that fixes the second pillar A is an extremely small value.

  Therefore, the load that the foundation beam 4 should bear can be reduced without lowering the horizontal strength of the bearing panel, and there is no need to improve the cross-sectional performance of the foundation beam 4. Moreover, the adhesive force of the anchor bolt required for fixing the 1st pillar A can also be made small.

  In the above-described embodiment, only one of the pillars constituting the load-bearing panel B is the second pillar A, but the structural safety is excluding the case where the pillar constituting the load-bearing panel B is arranged at the corner of the building. If the property is secured, both pillars may be the second pillar A.

  Next, a method for selecting the load bearing panels B and D in the standardized building configured as described above will be described.

  First, a load-bearing panel is appropriately arranged with respect to the floor plan that is a target of the structural examination of the target building. At this time, all the load-bearing panels arranged are the load-bearing panels D including the pair of first pillars 1 and the connecting members 2, and the structural calculation is performed under these conditions.

  In the above structural calculation, the normal load acting in normal time and the force in the vertical direction are examined according to predetermined items, and the conditions such as the arrangement position and the shape of the load-bearing panel D are changed until all of the examination results are satisfied. repeat.

  Next, the calculation is performed under the condition that the seismic load is applied to the placed load-bearing panel D, and it is examined whether or not the axial force at this time exceeds a predetermined value. When the axial force does not exceed the predetermined value, the state is left as it is. When the axial force exceeds the predetermined value, one side of the first floor load-bearing panel D (the axial force exceeds the predetermined value). Structural calculation is performed as a load-bearing panel B in which the second column A is replaced with the second column A, and it is confirmed that the short-term axial force for the replaced second column A is satisfied.

  As described above, it is possible to select and arrange the load-bearing panels B and D in the standardized building.

  The load-bearing panel B and the standardized building according to the present invention can be used in general for steel structure brace structure buildings, and examples of such buildings include houses, offices, stores, warehouses, and the like. In particular, it is possible to exert a high effect in a building in which a bearing wall needs to be layered in the same plane, such as a multistory building with a narrow frontage.

It is a figure explaining the structure of the 2nd pillar which concerns on a present Example, and the structure of the load bearing panel using this 2nd pillar. It is a figure explaining the structure of a vertical roller junction part. It is a figure explaining the frame structure which arranged the load-bearing panel using the 2nd pillar concerning this example on the 1st floor, and laminated the load-bearing panel using only the 1st pillar on the upper floor. It is a figure which illustrates typically the axial force when the force of a horizontal direction acts. It is a figure which illustrates typically the axial force in the conventional building.

Explanation of symbols

A second column B bearing panel C vertical roller joint D bearing panel 1 first column 2 connecting material 3 upper beam 4 lower beam 10 column 11 column base member 12 column head member 14 column head 14a mounting piece 14b plate 14c bolt Hole 15 Restraining member 15a Mounting piece 15b Plate 15c Bolt hole 16a Bolt 16b Nut 20 Steel damper 21 Frame 21a Long side material 21b, 21c Oblique side material 21d Connecting piece 21e Horizontal material

Claims (4)

A pair of columns that are erected between the upper and lower beams of the shaft set at a predetermined interval and the upper and lower ends are joined to the upper and lower beams, and the pair of columns are connected and deformed when a horizontal force is applied to generate energy. A load-bearing panel consisting of a connecting material that absorbs,
At the joint between at least one of the pair of pillars and one of the upper and lower beams, only the horizontal force is transmitted at the joint, and no vertical force and moment are transmitted at the joint. A load-bearing panel comprising a vertical roller joint. The vertical roller joint is
A beam-side joining piece made of a plate material hanging from the upper beam or standing from the lower beam and having a bolt hole;
Standing from the upper end of the column or hanging from the lower end of the column, the column side joining piece made of a plate material having a bolt hole, and abutted and bolted,
Of the bolt holes of the beam side joining pieces and the bolt holes of the column side joining pieces, either one is a long hole in the vertical direction, the other is a round hole,
The height of the round hole is set so as to be located in the center of the slot,
The beam-side joining piece and the column-side joining piece can be rotated around a bolt, and in a loose state so that the bolt can move along the elongated hole and approach or separate in the vertical direction. The load-bearing panel according to claim 1, wherein the load-bearing panel is formed by bolting. It is a standardized building with a multi-layered steel structure that is composed of standardized columns and beams, and that is equipped with standardized load-bearing panels at appropriate positions in the frame to counter horizontal force.
The first column that is pin-bonded to the beam at both the upper and lower ends, and one of the upper and lower ends is pin-bonded to the beam, and the other is a vertical force that transmits only the horizontal force to the beam. And a second column that is joined by a vertical roller to which no moment is transmitted, as a standard member,
The load-bearing panel selects either one of the first pillar or the second pillar, or two each, and stands the selected two pillars at a predetermined interval. A standardized building comprising the two columns connected by a connecting material that deforms and absorbs energy when a horizontal force is applied. The structural calculation method in the standardized building according to claim 3, comprising the following steps.
(1) A step of appropriately arranging a load-bearing panel in a floor plan to be subjected to structural examination,
(2) A step of performing structural calculation using the columns constituting all the load-bearing panels as the first columns,
(3) A step of repeating the steps (1) and (2) so that all the examination items other than the axial force at the time of the seismic load are judged OK.
(4) The step of confirming that the short-term axial force is OK by performing structural calculation by replacing the first-layer column with the second column at the position where the axial force at the time of the earthquake load exceeds a predetermined value. .

Images