JP5176855B2 - Folded panel structure and building structure - Google Patents

Description

  The present invention is a folded plate panel structure for a building structure that constitutes a wall, a roof, a floor, and the like, in which a frame material is joined to a folded plate that is bent and formed into a concavo-convex shape, represented by a deck plate, siding, and the like, and It relates to a building structure using this.

  Conventionally, corrugated plates and folded plates, including deck plates and siding, are joined to frame materials such as columns, beams, purlins, trunk edges, etc., and plates such as vertical loads due to their own weight, snow, and loads, wind pressure, etc. It is used as a structural material that resists out-of-plane loads that are orthogonal to the surface.

On the other hand, in recent years, as seen in Patent Documents 1 and 2 and Non-Patent Documents 1 and 2, a folded plate panel structure in which corrugated plates and folded plates are joined to a frame material is made to resist in-plane shear force, and a seismic wall Techniques have also been proposed for use as structural materials such as roofs and earthquake resistant roofs.
JP 2006-037566 A JP 2006-037628 A Japan Architectural Comprehensive Testing Laboratory “Summary Report on Building Technology Performance Certification Evaluation” GBRC Performance Certification No. 06-20, 2007 Hesham S. Essa, Robert Tremblay, and Colin A. Rogers “Behavior of Roof Deck Diaphragms under Quasistatic Cyclic Loading”, 1666 / JOURNAL OF STRUCTURAL ENGINEERING ASCE / DECEMBER 2003

  However, in the disclosed technologies of Patent Documents 1 and 2 and Non-Patent Document 1, when the folded plate panel is used as an energy absorbing structure against the in-plane shear force, almost all of the plate elements constituting the panel are shear yielded. As the energy is absorbed, the overall panel buckling tends to be induced due to a decrease in the stiffness of the plate element after the shear yielding. There is a problem that it is difficult to ensure performance.

  In addition, in the disclosed technique of Non-Patent Document 2, when the folded plate panel is used as an energy absorbing structure against in-plane shearing force, the folded plate is locally broken at the joining portion that joins the frame periphery and the frame material. Is absorbing energy. For this reason, although deformation performance can be ensured, when a repeated force is applied, slip behavior occurs in the locally fractured portion of the joint, and as a result, the entire panel structure exhibits slip properties. As a result, there is a problem that the area surrounded by the hysteresis curve is narrowed in the relationship between shearing force and shearing deformation when receiving a repeated force, and the energy absorption performance is reduced.

  Accordingly, the present invention has been devised in view of the above-described problems, and the object of the present invention is a folded plate panel that exhibits stable energy absorption performance without a sudden load drop or slip property against repeated force. It is to provide a structure and a building structure using the same.

The folded plate panel structure according to claim 1, wherein a frame member is joined to a folded plate in which an upper flange, a crest composed of webs at both ends thereof , and a trough formed from a lower flange are bent at predetermined intervals. in the structure, only the valleys is bonded and fixed to the frame member, is prevented valleys floating in the width direction of the valley, the peak portions is movable in the crest portion axially substantially perpendicular direction, When an in-plane shear force is applied to the folded plate panel structure , the peak portion is moved in the movable direction without causing the junction between the valley portion and the frame material to yield before the folded plate. By being distorted, energy is absorbed with respect to the in-plane shear force.

  The folded plate panel structure according to claim 2 is characterized in that a cross section of the peak portion is formed in a substantially rectangular shape.

Folded plate panel of claim 3, the cross section of the ridges is, the ratio of the side length of the upper bottom for the side length of the lower base than 0.6, consists of a substantially trapezoidal shape is less than 1.0 It is characterized by.

  The folded plate panel structure according to a fourth aspect is the folded plate panel structure according to any one of the first to third aspects, wherein a cross section of the peak portion is from the both ends in the peak portion axial direction. It is characterized in that the cross-sectional dimension is gradually reduced toward the central part in the axial direction.

  The folded plate panel structure according to claim 5 is the folded plate panel structure according to any one of claims 1 to 4, wherein at least the end portion in the peak portion axial direction includes the valley portion and the peak portion. A rib is formed on at least one of the surfaces to be formed.

  The folded plate panel structure according to claim 6 is the folded plate panel structure according to any one of claims 1 to 5, at least at an end portion in the peak portion axial direction, It is characterized in that a viscoelastic plastic body is installed.

  The building structure according to claim 7 is characterized in that the folded plate panel structure according to any one of claims 1 to 6 is used for a wall panel.

  The building structure according to claim 8 is characterized in that the folded plate panel structure according to any one of claims 1 to 6 is used for a roof panel.

  The building structure according to claim 9 is characterized in that the folded plate panel structure according to any one of claims 1 to 6 is used for a floor panel.

  According to the present invention having the above-described configuration, when an in-plane shear force is applied to the folded plate panel structure, the folded plate is configured by distorting the crest in a direction substantially perpendicular to the crest axial direction. Energy for the in-plane shear force applied by the elastic deformation energy of the plate element mainly due to bending deformation and the viscoelastic plastic strain energy of the viscoelastic plastic body installed inside the crest of the folded plate Can be absorbed.

  As a result, a folded plate panel that exhibits stable energy absorption performance without causing a sudden load drop when shearing and yielding the plate element, and slip properties when the joint with the frame material around the panel is locally destroyed. It becomes possible to provide a structure and a building structure using the same.

  Hereinafter, as a best mode for carrying out the present invention, a folded plate panel structure in which a frame member is joined to a folded plate in which peaks and valleys are bent will be described in detail with reference to the drawings.

  The folded plate panel structure to which the present invention is applied is applied to a building structure that constitutes a wall, a roof, a floor, and the like. As shown in FIG. 1A, for example, the folded plate panel structure 1 includes a frame member 2 that constitutes a part of a wall, a roof, a floor, and the like, and a folded plate 3 joined to the frame member 2. I have.

The frame material 2 is a thin plate lightweight shape steel such as a groove shape, lightweight shape steel, H shape steel, square steel tube, round steel tube, steel plate, wood, reinforced concrete, steel reinforced concrete, etc., pillar, beam, purlin, trunk edge A frame material such as a shearing force transmission member. In FIG. 1, the frame member 2 is illustrated as a substantially rectangular shape.

  FIG. 1B shows an AA ′ cross section in FIG. The folded plate 3 is formed by bending a crest 31 and a trough 32 at a predetermined interval. That is, the folded plate panel structure 1 bends the folded plate so that the horizontal upper flange 91 and the lower flange 92 and the web 93 formed between the upper flange 91 and the lower flange 92 are formed. Thus, the above-described peak portion 31 and valley portion 32 are formed. Incidentally, the folded plate 3 is produced by bending a steel plate by roll forming or press forming.

  The trough 32 is joined to the frame member 2. The trough 32 is joined to the frame member 2 using, for example, a drill screw, bolt, screw, scissors, rivet, spot welding, continuous welding, adhesion, etc. In FIG. An example is shown. Here, the lower flange 92 forming the valley portion 32 is joined to the frame member 2 in the vicinity of both ends in the width direction, and the floating of the valley portion 32 from the frame member 2 is prevented.

  As one of the technical features of the present invention, only the valley portion 32, that is, the lower flange 92 is joined and fixed to the frame member 2, so that the upper flange 91 and the web 93 that form the peak portion 31 are in the peak portion axial direction. It is movable in the direction of a double arrow BB ′ that is substantially perpendicular to the line.

  Here, the operation and energy absorption mechanism of the folded plate panel structure 1 to which the present invention is applied will be described. FIG. 2A shows a folded plate in a region D surrounded by a dotted line in FIG. 1 when an in-plane shearing force Q is applied to the folded plate panel structure 1 due to an earthquake or the like, as shown in FIG. 3 and an enlarged plan view of the frame member 2. FIG. 2B is a cross-sectional view taken along line EE ′ in FIG. 2, and FIG. 2C is a cross-sectional view taken along line FF ′ in FIG. 2A.

  When attention is paid to the region D in the folded plate 3, the in-plane shearing force Q is in the direction indicated by the arrow Q shown in FIG. 2A, that is, the B direction on the EE ′ cross section side and the B ′ on the FF ′ cross section side. When the load is applied in the direction, the peak 31 is substantially the same as the axial direction of the peak 31 so that the peak 31 falls in the opposite direction in the B ′ direction on the EE ′ cross section side and in the B direction on the FF ′ cross section side. Causes deformation that distorts in the orthogonal direction. On the contrary, when the in-plane shearing force Q is applied in the B ′ direction on the EE ′ cross section side and in the B direction on the FF ′ cross section side, the peak portion 31 has an EE ′ cross section. It collapses in the B direction on the side and in the B ′ direction on the FF ′ cross section side.

  Thus, when the peak part 31 exists in the deformation | transformation state which distorts, the bending deformation to an out-of-plane direction arises in the plate element which comprises the folded plate 3. FIG. This bending deformation tends to become larger toward the ridgeline portion of the bent plate 3 formed by bending, and further toward the end portion in the axial direction of the peak portion 31 in the ridgeline portion. With the progress of the strain deformation of the peak portion 31, the plate element bends and yields from the region where the bending deformation of the plate element becomes large, thereby exhibiting elastoplastic energy absorption performance.

  For repetitive forces such as seismic forces, the peaks 31 are alternately distorted in the B direction and the B ′ direction, and the bending deformation of the plate elements described above is correspondingly increased. Bending yield occurs and exhibits energy absorption performance against repetitive force, and the folded panel structure 1 can exhibit stable hysteresis performance against the in-plane shearing force Q acting.

  In the present invention, the shape of the cross section C of the peak portion 31 is substantially rectangular. When the cross section C of the ridge 31 is substantially rectangular, when the in-plane shearing force Q is applied, the cross section C is smoothly deformed from a rectangle to a parallelogram, and therefore the ridge 31 is orthogonal to the ridge axis direction. It is possible to distort in the direction, and it is possible to effectively realize strain energy absorption.

  If the cross-section C of the peak 31 is substantially triangular, an effect equivalent to the formation of a triangular truss is produced, and the cross-section C remains almost distorted even when an in-plane shear force Q is applied. Since buckling occurs at the compressive force bearing side of the truss, energy absorption due to distortion of the cross section of the peak 31 can hardly be expected.

  In the present invention, regarding the number and diameter of the drill screws 35, that is, the strength of the joint between the folded plate 3 and the frame member 2, the folded plate panel structure 1 absorbs energy when an in-plane shear force Q is generated. By designing the joint portion so that it does not yield ahead of the folded plate 3 in the load region at that time, it is possible to avoid the slip property accompanying the local fracture of the joint portion. Similarly, in the load range when the folded plate panel structure 1 absorbs energy, it is within the scope of the present invention so that it does not yield in the buckling panel overall buckling mode, local buckling mode, and shear yielding mode. Thus, if the panel shape is designed, it is possible to avoid a sudden load drop or a drop in deformation performance due to buckling or the like.

  FIG. 3 shows an example in which the shape of the cross section C of the peak portion 31 is substantially trapezoidal in the folded plate panel structure 1 to which the present invention is applied, and FIG. 3 (a) is a plan view thereof. FIG. 3B is a cross-sectional view taken along the line GG ′. With respect to the cross section C of the peak portion 31, when the side length of the upper base is t11 and the side length of the lower base is t12, t11 / t12 is 0.6 or more and less than 1.0. When t11 / t12 is less than 0.6, an action equivalent to that of the cross section C of the peak portion 31 having a substantially triangular shape occurs, the peak portion 31 cannot be distorted, and strain energy is sufficiently absorbed. This is because they cannot.

  In this way, the shape of the cross section C of the peak portion 31 is configured to be substantially trapezoidal, and the t11 / t12 is set to 0.6 or more, so that the peak with respect to the in-plane shear force Q as described later. The part 31 can be distorted in the direction perpendicular to the peak, and strain energy absorption can be realized. In the case where the cross section C is trapezoidal, the cross section is less likely to be distorted and the deformation performance tends to be lower than in the case of a rectangular shape, but it is possible to obtain characteristics that rigidity and proof stress can be improved.

  In the folded plate panel structure 1, at least one of the upper flange 91, the lower flange 92, and the web 93 forming the valley portion 32 and the crest portion 31 of the folded plate 3 is shown in FIGS. 4 (a) and 4 (b). In this way, the rib 25 may be formed. The ribs 25 are arranged in a direction substantially orthogonal to the mountain axis direction, for example, by press molding or the like. By providing the rib 25, it is possible to improve local buckling resistance against bending, shearing, and compression acting locally on the surfaces forming the valley 32 and the mountain 31 with the deformation of the mountain 31. It is possible to further improve the energy absorption performance of the folded plate panel structure 1. The number, size, diameter, length, shape, orientation, and area range of the ribs 25 depend on the local acting force (bending, shearing, compression) on the surfaces forming the valleys 32 and the peaks 31. Therefore, it may be designed as appropriate.

  5 and 6 show an example in which the cross-sectional dimension of the peak portion 31 is gradually reduced from both end portions in the peak portion axial direction to the central portion in the peak portion axial direction. FIG. 5A shows a plan view of the peak 31 and the valley 32 in this embodiment, and FIG. 5B shows a side sectional view thereof. 6A shows a cross-sectional view taken along the line II ′ in FIG. 5, and FIG. 6B shows a cross-sectional view taken along the line JJ ′ in FIG. In addition, the peak part 31 and the trough part 32 which consist of such a shape can be shape | molded by press work etc.

  As shown in FIG. 2, when the in-plane shear force Q is applied, the amount of deformation in which the peak 31 falls down in a direction substantially orthogonal to the peak axis direction is the largest in the regions 21 at both ends in the peak axis direction. The deformation becomes smaller as it approaches the vicinity of the region 22 in the central portion in the ridge axial direction, and almost no deformation occurs in the central portion in the ridge axial direction where the direction of deformation in which the ridge 31 falls is reversed.

When the cross-sectional dimension of the peak portion is made uniform over the entire length in the peak portion axial direction, at the both end portions in the peak portion axial direction where the peak portion 31 collapses is large, due to out-of-plane bending of the plate elements constituting the folded plate 3 The strain (particularly the curvature in the vicinity of the bent ridge portion) is also large, and the bending yield in the vicinity of the ridge portion progresses. However, as it approaches the central portion in the axial direction of the peak portion, the amount of deformation by which the peak portion 31 falls is reduced, and distortion due to out-of-plane bending of the plate element constituting the folded plate (particularly the curvature near the bent ridge line portion) is also caused. It gradually decreases, and the degree of progress of bending yield in the vicinity of the ridge line portion also tends to gradually decrease. In other words, the energy absorption tends to be mainly in the regions at both ends in the mountain axis direction.

  On the other hand, when the cross-sectional dimension is gradually reduced from the both end portions in the peak portion axial direction to the central portion in the peak portion axial direction, the peak portion 31 is collapsed as it approaches the central portion in the peak portion axial direction. As the amount decreases, the height and width (either one of them) of the peak portion 31 are also reduced. Therefore, even if the central portion of the peak portion axial direction is approached, Distortion due to out-of-plane bending (particularly the curvature in the vicinity of a bent ridge line portion) can be developed. Thereby, not only the area | region of the both ends of a mountain part axial direction but the area | region which approached the center part will also contribute to energy absorption, and, as a result, the energy absorption efficiency as the folded-plate structure 1 can be improved. it can.

  Moreover, since the rigidity and proof stress with respect to the deformation | transformation into which the peak part 31 falls can be improved by reducing a cross-sectional dimension gradually, the rigidity and proof stress as the folded-panel structure 1 can also be improved.

  FIG. 7 assumes a wall panel using a thin lightweight steel plate as a frame member, and shows a more specific example of attachment of the folded plate 3 to the frame member 2 in the folded plate panel structure 1. The frame member 2 includes a frame member 2a made of a lip-shaped grooved steel made of flanges 11a, 11b and a web 12, and a frame member 2b made of a grooved steel made of flanges 13a, 13b and a web 14. Consists of. The frame member 2a is arranged around the folded plate 3 so that the frame member 2a is perpendicular to the mountain axis direction of the folded plate 3 and the frame member 2b is parallel to the mountain axis direction of the folded plate 3. ing. The frame member 2a can have a function of supporting a vertical load as a column, and depending on the design, a combination of a plurality of lip-shaped channel steels can be used. The folded plate 3 is attached to the outer side of the flange 11a in the frame member 2a with respect to the frame member 2 composed of the frame members 2a and 2b. At this time as well, the vicinity of both ends of the valley portion 32 in the folded plate 3 is joined to the flange 11a by, for example, a drill screw or the like, and the upper end of the peak portion 31 is movable. That is, in the attachment example shown in FIG. 7, the folded plate 3 is attached to the outside of the frame member 2.

  In the mounting example of FIG. 8, the frame material 2 a composed of a grooved steel composed of flanges 11 a, 11 b and a web 12, and the frame material 2 b composed of a grooved steel composed of flanges 13 a, 13 b and a web 14. The example which joins the folding plate 3 to the frame comprised is shown. Here, the folded plate 3 is attached to the inner side of the flange 11b with respect to the frame member 2 composed of the frame members 2a and 2b. That is, in the attachment example shown in FIG. 8, the folded plate 3 is attached to the inside of the frame member 2. By accommodating the folded plate 3 inside the frame member 2, the thickness as a wall panel can be suppressed.

  7 and 8, the peak portion 31 is movable and, of course, has an effect of absorbing energy with respect to the in-plane shear force by being distorted in a direction substantially perpendicular to the peak portion axial direction.

FIG. 9 shows a configuration in which the folded plate 3 is provided on the building structure 5 in which the beams 18 are installed between the upright columns 17. A plate 20 is attached to the column 17, and a plate 19 is attached to the beam 18. Each of the plates 19 and 20 is made of a steel plate or the like, and functions as a member that transmits a shearing force from the column 17 or the beam 18 to the folded plate 3. The folded plate 3 is bonded to the plates 19 and 20 only at the valleys 32. The valley portion 32 and the plates 19 and 20 are joined by welding or the like, and the joint portion 51 is formed in the valley portion 32. The plates 19 and 20 are attached to the columns 17 and 18 by means of welding, bolts, studs, etc., depending on the structure type of the columns 17 and 18 (steel structure, wooden structure, reinforced concrete structure, steel reinforced concrete structure, etc.). It is done.

  FIG. 10 shows another example in which the folded plate 3 is provided on the building structure 5 in which the beams 18 are installed between the upright columns 17. A section steel 61 is bridged between the beams 18. Further, a shape steel 62 is attached along the beam 18, and both ends of the shape steel 62 are joined to the shape steel 61. In the folded plate 3, only the valley portion 32 is joined to the shape steels 61 and 62. The valley portion 32 and the section steels 61 and 62 are joined by welding or the like, and the junction portion 51 is formed in the valley portion 32. The shaped steels 61 and 62 are respectively connected to the columns 17 and 18 by means of welding, bolts, studs, etc., depending on the structure type of the columns 17 and 18 (steel structure, wooden structure, reinforced concrete structure, steel reinforced concrete structure, etc.). It is attached. The section steels 61 and 62 may be a section steel having a cross-sectional shape other than the H-section steel.

  9 and 10, the peak portion 31 is movable, and it is a matter of course that the effect of energy absorption with respect to the in-plane shear force is exhibited by being distorted in a direction substantially orthogonal to the peak portion axial direction.

  In addition, in the Example of FIGS. 7-10, although the folded plate 3 is shown as what was integrally molded, for example, what was divided | segmented into plurality in the direction orthogonal to the peak part axial direction may be sufficient. The joint between the divided folded plates and the joint portion between the edge in the direction orthogonal to the peak portion axial direction and the frame material are basically joined to each other, but can also be set so as not to be joined.

  FIG. 11 is an example in which a viscoelastic plastic body 65 is installed inside the peak portion 31. By installing the viscoelastic plastic body 65, it is possible to exhibit energy absorption performance even for slight shaking due to wind pressure or the like. Further, for a large shake such as an earthquake, it is possible to absorb energy by the viscoelastic plastic deformation of the viscoelastic plastic body 65 and to exhibit the energy absorption due to the distortion of the mountain portion 31 described above. For this reason, the energy absorption performance can be ensured by installing the viscoelastic plastic body 65 inside the peak portion 31 regardless of the magnitude of the applied in-plane shear force Q.

  Hereinafter, the results of experimental verification of the energy absorption performance with respect to the load of the in-plane shear force Q will be described for the above-described folded plate panel structure according to the present invention.

  In FIG. 12, the example of the folded-panel structure 120 which made the cross-sectional shape of the peak part 31 substantially rectangular shape is shown. In this example, as shown in FIG. 12B, the width of the crest 31 is 40 mm (t11 = t12 = 40 mm), and the height H is 20 mm. The thickness of the folded plate 3 is 0.55 mm, and the material yield point is 341 Mpa. As a method for joining the folded plate 3 to the frame member 2, a joining metal piece 121 was brought into contact with the trough portion 32, and tension was introduced into the bolt 122 to fix it as a friction joining.

  In FIG. 13, the example of the folded-panel structure 130 which made the cross-sectional shape of the peak part 31 substantially trapezoid shape is shown. In this example, as shown in FIG. 13B, the side length t11 of the upper base is 25 mm, the side length t12 of the lower base is 40 mm, and the height H of the peak 31 is 20 mm. The thickness of the folded plate 3, the material yield point, and the joining with the frame material 2 are the same as in the example of FIG. 12.

  An experiment for confirming the performance of each of the folded plate panel structures 120 and 130 was conducted. Here, the shear deformation angle γ (rad) when the in-plane shear force Q (kN) was repeatedly applied was measured.

FIG. 14 shows the experimental results of the folded plate panel structure 120 having a substantially rectangular cross section, and shows the relationship between the in-plane shear force Q and the shear deformation angle γ. As shown in the figure, a stable hysteresis characteristic of a spindle shape is shown up to a deformation region of γ = 0.0125 . Thereafter, with the occurrence of local buckling of the plate element, a slight load reduction and slip properties are shown.

FIG. 15 is an experimental result of the folded plate panel structure 130 having a substantially trapezoidal cross section, and shows the relationship between the in-plane shear force Q and the shear deformation angle γ. As shown in the figure, a stable hysteresis characteristic of a spindle shape is shown up to a deformation region of about γ = 0.01 . Thereafter, with the occurrence of local buckling of the plate element, a slight load reduction and slip properties are shown. Compared with the substantially rectangular cross-section of FIG. 14, the deformation region capable of ensuring stable hysteresis is slightly narrowed, but the initial rigidity and proof stress are improved.

  In addition, when the cross section of FIG. 14 is made into a substantially rectangular shape, and when the cross section of FIG. 15 is made into a substantially trapezoid shape, local buckling of the plate element occurs in the vicinity of the end portion in the mountain axis direction. 4 shows a slight load drop and slip properties, but by suppressing local buckling by installing ribs as shown in FIG. 4, the deformation region becomes a stable hysteresis property without load drop and slip properties. Can be enlarged.

  The numerical limitation on the ratio between the side length t11 of the upper base and the side length t12 of the lower base is also based on the same examination as in the experimental example shown in FIGS. Using a folded plate with a plate thickness of 0.4 mm and a material yield point of 286 Mpa, the height H is 20 mm, the lower base side length t12 is a constant value of 40 mm, and the upper base side length t11 is 40 mm, 25 mm, 15 mm. FIG. 16 shows the experimental results in the case of changing to 0 mm (t11 / t12 is changed from 1.0 to 0). From this, it can be seen that the triangular cross section of t11 = 0 mm where the cross section of the peak portion is not distorted has high initial rigidity and proof stress, but the load is drastically reduced due to its elastic behavior, so that deformation performance cannot be ensured. On the other hand, as the side length t11 of the upper base is increased, the deformation value of the maximum proof stress increases, and the deformation performance until the load decreases is improved. In addition, the degree of load reduction from the maximum proof stress is gradually reduced as the side length t11 of the upper base is increased. The numerical limitation on the ratio of the side length t11 of the upper base to the side length t12 of the lower base “t11 / t12 is 0.6 or more and less than 1.0” is the load at t11 = 25 mm (t11 / t12≈0.6). It is determined based on the experimental results of securing a deformation performance of about γ = 0.005, which is one of the criteria for deformation limitation in a building structure, before the decrease occurs.

  In addition, in the Example of this invention, although the wall panel of the building structure was illustrated as object, when applied to a roof panel and a floor panel, it is contained in this invention.

  In addition, although the structure, method, etc. for implementing this invention are disclosed by the above description, this invention is not limited to this. That is, the invention has been illustrated and described with particular reference to certain specific embodiments, but without departing from the spirit and scope of the invention, Various modifications can be made by those skilled in the art in terms of material, quantity, and other detailed configurations.

  Therefore, the description limiting the shape, material, etc. disclosed above is an example for easy understanding of the present invention, and does not limit the present invention. The description by the name of the member which remove | excluded the limitation of one part or all of such is included in this invention.

It is a figure which shows the structure of the folded-panel structure to which this invention is applied. It is an enlarged plan view of the folded plate in the area | region D enclosed with the dotted line of FIG. It is a figure which shows the example comprised so that the shape of the cross section C of the peak part may become a trapezoid in the folded-panel structure to which this invention is applied. It is a figure which shows the example in which the rib was formed in the surface of a trough part and a peak part. It is a figure which shows the example which reduced gradually the cross-sectional dimension of the peak part from the both ends of the peak part axial direction to the center part of the peak part axial direction. (a) is II 'sectional drawing in FIG. 5, (b) is JJ' sectional drawing in FIG. It is a figure which shows the example of attachment with respect to the frame material of the folded plate in the folded plate panel structure to which this invention is applied. It is a figure which shows the example of attachment with respect to the frame material of the folded plate in the folded plate panel structure to which this invention is applied. It is a figure which shows the example of attachment with respect to the frame material of the folded plate in the folded plate panel structure to which this invention is applied. It is a figure which shows the example of attachment with respect to the frame material of the folded plate in the folded plate panel structure to which this invention is applied. It is a figure which shows the example which installed the viscoelastic plastic body inside the mountain part. It is a figure which shows the experiment example of the folded-panel structure which made the shape of the cross section in a mountain part substantially rectangular shape. It is a figure which shows the experimental example of the folded-plate panel structure which made the shape of the cross section in a mountain part substantially trapezoid shape. It is a figure which shows the experimental result of the folded-panel structure which made the shape of the cross section in a mountain part substantially rectangular shape. It is a figure which shows the experimental result of the folded-panel structure which made the shape of the cross section in a mountain part into substantially trapezoid shape. It is a figure which shows the experimental result of the folded-plate panel structure at the time of changing the ratio of the side length of the upper and lower sides in a mountain part, and the side length of a lower base.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Folded plate panel structure 2 Frame material 3 Folded plate 5 Building structure 17 Column 18 Beam 19, 20 Plate 21 End part 22 Central part 25 Rib 31 Mountain part 32 Valley part 35 Drill screw 51 Joint part 61, 62 Shape steel 65 Viscosity Elasto-plastic 91 Upper flange 92 Lower flange 93 Web

Claims (9)

In the folded plate panel structure in which the frame material is joined to the folded plate formed by bending the upper flange and the crest portion formed of the webs at both ends and the trough portion formed of the lower flange at a predetermined interval
Only the valleys are joined and fixed to the frame member, is prevented valleys floating in the width direction of the valley, the peak portions is movable in the crest portion axially substantially perpendicular direction,
When an in-plane shear force is applied to the folded plate panel structure , the peak portion is moved in the movable direction without causing the junction between the valley portion and the frame material to yield before the folded plate. A folded plate panel structure that absorbs energy with respect to the in-plane shear force by being distorted. The folded plate panel structure according to claim 1, wherein a cross section of the peak portion is formed in a substantially rectangular shape. The cross section of the ridges is, according to claim 1, the ratio of the side length of the upper bottom 0.6 or higher, characterized in that it consists of a substantially trapezoidal shape is less than 1.0 for the side length of the lower base Folded board panel structure. 4. The cross-sectional dimension of the peak portion is gradually reduced from both end portions in the peak portion axial direction to a central portion in the peak portion axial direction. 5. Folded board panel structure. The rib is formed in at least 1 surface among the surfaces which form the said trough part and the said peak part at least in the edge part of the said peak part axial direction. The folded plate panel structure described in the item. The folded plate panel structure according to any one of claims 1 to 5, wherein a viscoelastic plastic body is installed inside the peak portion at least at an end portion in the peak portion axial direction.   A building structure using the folded plate panel structure according to any one of claims 1 to 6 as a wall panel. An architectural structure using the folded plate panel structure according to any one of claims 1 to 6 as a roof panel. An architectural structure using the folded plate panel structure according to any one of claims 1 to 6 as a roof panel.

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