JP6417997B2 - Shear panel - Google Patents

Description

  The present invention relates to a shear panel that is bent in an out-of-plane direction and fixed to a frame member.

  Conventionally, providing a folded plate panel structure that exhibits stable energy absorption performance without sudden slippage or slip characteristics that cause displacement to develop significantly compared to load increments in a low load region with respect to cyclic force. For example, the folded-panel structure etc. which are disclosed by patent documents 1, 2 are proposed.

  The folded plate panel structure disclosed in Patent Document 1 is a folded plate in which a frame material 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 a predetermined interval. In the panel structure, only the valley portion is joined and fixed to the frame member to prevent the valley portion from lifting in the width direction of the valley portion, and the mountain portion is movable in a direction substantially orthogonal to the mountain axis direction. When the in-plane shearing force is applied to the folded plate panel structure, the peak portion is moved in the movable direction without yielding the junction between the valley portion and the frame material before the folded plate. It is characterized in that energy is absorbed with respect to the in-plane shearing force by being distorted.

  The load-bearing wall structure disclosed in Patent Document 2 includes a first column body and a second column body that are adjacent to each other at a distance in the horizontal direction, and an elastic-plastic energy that is coupled to the first column body and the second column body. An absorber, and a connecting plate coupled to the first pillar and the second pillar, wherein the elastic-plastic energy absorber has a hat-shaped horizontal cross section, and a folding line thereof is in a vertical direction. It is a steel material positioned between the first pillar body and the second pillar body in a posture.

JP 2010-90650 A JP 2014-190111 A

  However, the folded plate panel structure disclosed in Patent Document 1 can increase energy absorption efficiency by gradually reducing the cross-sectional dimension from both ends in the peak axis direction to the center in the peak axis direction. However, in order to increase the cross-sectional dimensions of both ends in the peak axis direction while suppressing cracking and necking due to local thickness reduction, a flat steel plate is processed into a bent shape, and the peak axis direction It is necessary to extend the both ends of the sheet in the width direction to ensure the line length, and there is a concern about the decrease in rigidity and yield strength due to the reduction in the plate thickness caused by such processing.

  Further, in the load bearing wall structure disclosed in Patent Document 2, an elastic-plastic energy absorber is coupled between the first column body and the second column body in a posture in which a hat-shaped fold line is extended in the vertical direction. However, since there is no increase or decrease in the cross-sectional dimensions of the hat shape in the vertical direction of the elastoplastic energy absorber, it is difficult to increase the yield strength and rigidity, and the energy absorption efficiency may not be improved sufficiently. .

  Therefore, the present invention has been devised in view of the above-described problems, and the object of the present invention is to change the cross-sectional dimension of the peak portion in the axial direction, and in particular, to reduce the plate thickness in the vicinity of the ridge line portion. It is providing the shear panel which can exhibit the stable energy absorption performance by avoiding.

A shear panel according to a first aspect of the present invention is a shear panel that is bent in an out-of-plane direction and is fixed to a frame member, and extends in the axial direction on both sides of the peak portion extending in the axial direction and the width direction of the peak portion. A pair of troughs, the peak part being disposed on one side in the out-of-plane direction, and a pair of webs extending from both ends in the width direction of the peak part flange to the other side in the out-of-plane direction. The trough has a trough flange that extends from one end of the web to the outside in the width direction on the other side in the out-of-plane direction, and the trough flange is joined to the frame member at the joint. The ridge flange and the pair of webs are more central in the axial direction than both ends, and when the cross-sectional dimension in the out-of-plane direction is reduced, and an in-plane shear force is applied to the valley from the frame material. , The joint part descends from the ridge line part which becomes the boundary between the mountain part flange and the web. Without causing the energy to be absorbed by being tilted and distorted in the width direction, and the trough flanges are provided as a pair on both sides in the width direction of the peak portion and extend in the width direction. A notch part that expands in the axial direction is formed in each of the pair of trough flanges, and the pair of notch parts are positions where the trough flanges extend from both ends in the width direction of the peak flange. They are formed on both sides in the width direction of and wherein Rukoto.

  The shear panel according to a second aspect of the present invention is the shear panel according to the first aspect, wherein the notches are formed as a pair on both sides in the width direction of the peak, and are formed at one or two or more locations in the axial direction. Each of the pair of cutouts is arranged with the axial positions being substantially the same.

A shear panel according to a third invention is the shear panel according to the first invention or the second invention, wherein the notches are formed as a pair on both sides in the width direction of the peak, and are formed at one place in the axial direction. The pair of notches are arranged so that the total range from the axial center toward both sides in the axial direction is 1/5 or less of the length dimension .

Shear panel according to the fourth invention, in the first or second aspect of the invention, the cut portion is a pair on both sides in the width direction of the mountain portion, and is formed in two or more places in the axial direction It is characterized by that.

  The shear panel according to a fifth aspect of the present invention is the shear panel according to any one of the first to fourth aspects of the present invention, wherein the trough portion includes a reinforcing plate extending in the axial direction across the axially expanded portion of the notch portion. It is constructed and joined together with the reinforcing plate at the joint.

  The shear panel according to a sixth aspect of the present invention is the shear panel according to any one of the first to fifth aspects, wherein the ridge flange and the pair of webs have different cross-sectional shapes in the out-of-plane direction from each other at both axial ends. It is characterized by being formed.

  According to 1st invention-6th invention, since the notch part expanded in an axial direction is formed in each of a pair of trough flanges, it can be manufactured by simple processes, such as a bending process, and an axial direction Without reducing the plate thickness on both ends, the ridge flange and the pair of webs on the center side from both ends in the axial direction can improve the proof stress and rigidity by reducing the cross-sectional dimension in the out-of-plane direction. It becomes possible.

  According to the first to sixth inventions, a sufficient thickness can be ensured for the valley flanges on both ends in the axial direction by avoiding a decrease in the thickness on both ends in the axial direction. Thus, it is possible to reinforce the stability of energy absorption performance as not causing early cracks or the like due to the plate thickness reduction of the valley side ridge line portion.

  In particular, according to the second aspect of the present invention, each of the pair of cutout portions is arranged so that the axial positions are substantially the same, so that the cross-sectional shape of the peak portion is formed symmetrically with respect to the center in the width direction. Since the cross-sectional shape is axisymmetric at the center in the width direction, the workability can be improved.

In particular, according to the third aspect of the present invention, the notch is disposed at one axial position so that the total range from the axial center to both sides in the axial direction is 1/5 or less of the length dimension. As a result, the cross-sectional dimension in the out-of-plane direction is smaller on the center side than the both end sides in the axial direction, and distortion due to out-of-plane bending can be developed even on the central side in the axial direction. In addition to this region, the region closer to the center side also contributes to energy absorption, and it is possible to further improve the energy absorption efficiency with respect to the in-plane shear force.

In particular, according to the fourth invention, in the axial direction of the two or more locations, that notch is placed at the center side from both ends of the axial direction, that out-of-plane direction of the cross-sectional dimension provided small section Therefore, it is possible to develop strain due to out-of-plane bending even in the axial center side, and not only the area on both ends in the axial direction but also the area closer to the center side contributes to energy absorption. It becomes possible to further improve the energy absorption efficiency with respect to the internal shear force.

  In particular, according to the fifth aspect of the present invention, the reinforcing plate extending in the axial direction is laid over the notch portion so as to straddle the axially expanded portion of the notch portion, thereby suppressing local collapse accompanying the stress concentration of the notch portion. It becomes possible.

  In particular, according to the sixth aspect, when the required performance is different at both ends in the axial direction, such as when one end side in the axial direction requires proof stress and rigidity and the other end side requires deformation capability. Since one end side in the axial direction has a proof stress and a highly rigid cross-sectional shape, and the other end side in the axial direction can have a cross-sectional shape with excellent deformability, the proof stress required at both end sides in the axial direction, Effective design according to rigidity and deformation capability becomes possible.

It is a perspective view which shows the shear panel to which this invention introduced into the frame material is applied. (A) is a front view which shows the state before the frame material in which the shear panel to which this invention is applied is displaced is displaced, (b) is a front view which shows the state after the frame material is displaced. . (A) is a top view which shows the shear panel to which this invention is applied, (b) is the front view. (A) is the front view which shows the shear panel to which this invention is applied, (b) is the side view, (c) is the FF line end view, (d) is the D -D line end view, (e) is the GG line end view. (A) is an enlarged plan view which shows the both ends side of an axial direction with the shear panel to which this invention is applied, (b) is an enlarged plan view which shows the center side. (A) is an enlarged plan view which shows the substantially trapezoid cross-sectional shape with the shear panel to which this invention is applied, (b) is an enlarged plan view which shows the cross-sectional shape of the substantially reverse trapezoid shape. (A) is a front view which shows the state which made the width dimension of the center side small with the shear panel to which this invention is applied, (b) is the side view, (c) is the FF line | wire. End view, (d) is an end view of the DD line, and (e) is an end view of the GG line. (A) is a front view which shows the state by which the web is not formed in the center side with the shear panel to which this invention is applied, (b) is the side view, (c) is the FF line | wire end surface FIG. 4D is an end view of the DD line, and FIG. 4E is an end view of the GG line. (A) is the front view which shows the state from which the cross-sectional shape of each both ends differs in the shear panel to which this invention is applied, (b) is the side view, (c) is the F- F line end view, (d) is its DD line end view, (e) is its GG line end view. (A) is the front view which shows the state by which the notch part was formed in two places of the both ends by the shear panel to which this invention was applied, (b) is the side view, (c) is the The FF line end view, (d) is the DD line end view, (e) is the GG line end view. It is a perspective view which shows the manufacture process of the shear panel to which this invention is applied. It is a front view which shows the manufacture process of the shear panel to which this invention is applied. It is an enlarged front view which shows the notch part expanded in an axial direction with the shear panel to which this invention is applied. (A) is an enlarged front view which shows the substantially V-shaped notch part by the shear panel to which this invention is applied, (b) is an enlarged front view which shows a slit-shaped notch part. (A) is an enlarged front view which shows the substantially U-shaped notch part by the shear panel to which this invention is applied, (b) is an enlarged front view which shows the curved notch part. (A) is an enlarged front view which shows the notch part extended to the web with the shear panel to which this invention is applied, (b) is the enlarged side view. It is a perspective view which shows the manufacture process of the conventional folded plate panel. It is a front view which shows the state which absorbs the in-plane shear force loaded from a frame material with the shear panel to which this invention is applied. (A) is the FF line | wire end surface figure of the shear panel shown in FIG. 18, (b) is the DD line | wire end surface figure, (c) is the GG line | wire end surface. FIG. It is a graph which shows the FEM analysis result which compared rigidity and yield strength with the shear panel to which this invention was applied, and the conventional folded plate panel. It is an enlarged front view which shows the reinforcement board which straddles a notch part with the shear panel to which this invention is applied.

  Hereinafter, the form for implementing the shear panel 1 to which this invention is applied is demonstrated in detail, referring drawings.

  In the shear panel 1 to which the present invention is applied, a folded plate obtained by bending a steel plate or the like is fixed to a frame member 8 as shown in FIG. The shear panel 1 to which the present invention is applied is mainly introduced into a frame member 8 constituting a structural element that receives an in-plane shear force, such as a bearing wall of a building such as a house, a school, an office, or a hospital facility.

  The frame member 8 may be a structural member itself such as a pillar, a frame, or the like using, for example, a steel material such as a grooved steel, an H-shaped steel, or a square steel pipe, as well as a wood or a concrete material. In particular, the frame member 8 is provided with a pair of vertical frames 81 extending in the vertical direction, and a pair of horizontal frames 82 and horizontal rails extending in the horizontal direction are provided as necessary.

  2A, a pair of vertical frames 81 are arranged so that the frame member 8 is separated from each other in the width direction X and substantially parallel to each other in the axial direction Y. As shown in FIG. 2B, the frame member 8 relatively moves in the vertical direction in a pair of vertical frames 81 when an external force P such as an earthquake or wind is applied.

  In the shear panel 1 to which the present invention is applied, a steel plate or the like is bent in the out-of-plane direction Z and fixed to the frame member 8 as shown in FIG. The shear panel 1 to which the present invention is applied is directly fixed to the frame member 8, but is indirectly fixed to the frame member 8 by being fixed to a gusset plate or the like attached to the frame member 8. May be.

  The shear panel 1 to which the present invention is applied is formed by bending a steel plate or the like in the out-of-plane direction Z, and a pair of peaks 2 extending in the axial direction Y and a pair of extending in the axial direction Y, as shown in FIG. The trough part 3 is provided. In the shear panel 1 to which the present invention is applied, each of the pair of trough portions 3 is provided continuously from both sides of the peak portion 2 in the width direction X.

  As shown in FIG. 3A, the peak portion 2 includes a peak flange 21 disposed on one side in the out-of-plane direction Z, and the other side in the out-of-plane direction Z from both ends of the width direction X of the peak flange 21. And a pair of webs 22 extending in the direction. As for the peak part 2, each of the peak part flange 21 and the web 22 is formed in a substantially flat plate shape.

  The trough 3 has a trough flange 31 that extends in the width direction X from one end of the web 22 on the other side in the out-of-plane direction Z. The trough portion 3 has a trough flange 31 extending from one end of the web 22 to the outside in the width direction X toward the opposite side of the crest flange 21 in the width direction X, and on the other side in the out-of-plane direction Z. It arrange | positions and it is formed in substantially flat form, and it joins to the frame material 8 directly or indirectly by joining methods, such as welding, a volt | bolt, a screw, adhesion | attachment.

  As shown in FIG. 3B, the trough 3 is provided with, for example, a plurality of bolts 41 arranged at predetermined intervals in the axial direction Y, and the trough flange 31 is joined to each vertical frame 81. Are joined together. As for the trough part 3, the trough flange 31 is joined also to each horizontal frame 82 by the junction part 4 as needed.

  In addition, as for the peak part 2 and the trough part 3, the width dimension W shall be about 200 mm-400 mm, and the length dimension L shall be about 600 mm-1200 mm.

  As shown in FIG. 4, the ridge portion 21 and the pair of webs 22 are formed with ridge portions 20 that serve as boundaries between the ridge flange 21 and the pair of webs 22. The crest flange 21 and the pair of webs 22 are substantially out of plane at both end sides E in the axial direction Y and central side C in the axial direction Y by being substantially orthogonal to each other in the out-of-plane direction Z of the ridge line portion 20. The cross-sectional shape in the direction Z is formed in a substantially rectangular shape.

  As shown in FIG. 5 (a), the ridge flange 21 and the pair of webs 22 are, for example, provided that the plate thickness dimension t1 is about 1.0 mm to 3.2 mm at both end sides E in the axial direction Y. The width dimension W1 21 is about 100 mm to 300 mm, the height dimension H1 of the web 22 is about 30 mm to 60 mm, and the predetermined cross-sectional dimension A1 (= W1 × H1) in the out-of-plane direction Z.

  As shown in FIG. 5 (b), the ridge flange 21 and the pair of webs 22 are, for example, a plate thickness dimension t2 of about 1.0 mm to 3.2 mm on the central side C in the axial direction Y. The width dimension W2 of 21 is set to about 100 mm to 300 mm, and the height dimension H2 of the web 22 is set to about 10 mm to 30 mm, and the predetermined cross sectional dimension A2 (= W2 × H2) is obtained in the out-of-plane direction Z. The predetermined cross-sectional dimension A2 is A2 = W2 × t2 when the height dimension H2 of the web 22 is 0 mm.

  The crest flange 21 and the pair of webs 22 are respectively provided with a plate thickness dimension t1 and a plate thickness dimension t2 and a width dimension W1 of the crest flange 21 on each of the both end sides E in the axial direction Y and the central side C in the axial direction Y. In addition, the height dimension H1 of the web 22 on both end sides E is made larger than the height dimension H2 of the web 22 on the center side C while making the width dimension W2 substantially the same, so In C, the cross-sectional dimension in the out-of-plane direction Z is reduced while gradually decreasing (A1> A2).

  The peak flange 21 and the pair of webs 22 are not limited to this, and may be inclined with respect to each other in the out-of-plane direction Z of the ridge line portion 20 as shown in FIG. At this time, as shown in FIG. 6A, the peak flange 21 and the pair of webs 22 are inclined so that the pair of webs 22 are spaced apart from each other in the width direction X from the ridge line portion 20. In addition, as shown in FIG. 6B, the pair of webs 22 incline toward each other in the width direction X from the ridge line portion 20 to form a substantially inverted trapezoidal cross-sectional shape.

  As shown in FIG. 6, the peak flange 21 and the pair of webs 22 are formed from both end sides E in the axial direction Y even when the cross-sectional shape in the out-of-plane direction Z is formed in a substantially trapezoidal shape or a substantially inverted trapezoidal shape. At the center side C, the cross-sectional dimension in the out-of-plane direction Z is reduced while being gradually reduced.

  As shown in FIG. 7, the crest flange 21 and the pair of webs 22 have substantially the plate thickness dimension t <b> 1 and the plate thickness dimension t <b> 2 at both end sides E in the axial direction Y and the central side C in the axial direction Y, respectively. While making it the same, the width dimension W1 of the peak flange 21 on both ends E is made larger than the width dimension W2 of the peak flange 21 on the center C, and the height dimension H1 of the web 22 on both ends E is Also by making it larger than the height dimension H2 of the web 22 on the center side C, the cross-sectional dimension in the out-of-plane direction Z can be reduced on the center side C from the both end sides E in the axial direction Y while gradually decreasing. In addition, while making the height dimension H1 of the web 22 on both ends E substantially the same as the height dimension H2 of the web 22 on the center C, the width dimension W1 of the peak flange 21 on both ends E is set to the center C You may make larger than the width dimension W2 of the peak part flange 21 of this.

  As shown in FIG. 8, the peak flange 21 and the pair of webs 22 are only the central side C in the axial direction Y, and the pair of webs 22 are not formed (the height dimension H2 of the web 22 is 0 mm). The trough flanges 31 may be arranged to extend from both ends in the width direction X of the part flange 21. At this time, the crest flange 21 and the pair of webs 22 have a smaller cross-sectional dimension in the out-of-plane direction Z on the central side C than the both end sides E in the axial direction Y, and a plate thickness dimension t2 on the central side C in the axial direction Y. Only remains.

  When only the plate thickness dimension t2 remains on the central side C in the axial direction Y, the crest flange 21 and the pair of webs 22 are out of plane on each of both end sides E in the axial direction Y as shown in FIG. The cross-sectional shapes in the direction Z may be different from each other. The ridge flange 21 and the pair of webs 22 have, for example, a substantially trapezoidal cross-sectional shape at one end side E1 in the axial direction Y, and a substantially inverted trapezoidal cross-sectional shape at the other end side E2 in the axial direction Y. Not limited to this, any cross-sectional shape may be combined.

  As shown in FIG. 4, the valley flanges 31 are provided as a pair on both sides in the width direction X of the peak portion 2 so as to be substantially parallel to the peak flange 21 in the width direction X. The trough flange 31 is formed with a trough-side ridge line portion 30 that becomes a boundary with the web 22. In the valley flange 31, the notch 5 extending substantially linearly in the width direction X is formed at a predetermined position in the axial direction Y in each of the pair of valley flanges 31.

  The trough flange 31 is substantially orthogonal to the web 22 in the out-of-plane direction Z of the trough-side ridge line portion 30 when the crest flange 21 and the pair of webs 22 have a substantially rectangular cross-sectional shape. As shown in FIG. 6, the valley flange 31 is formed in the out-of-plane direction Z of the valley-side ridge line portion 30 when the peak flange 21 and the pair of webs 22 have a substantially trapezoidal shape or a substantially inverted trapezoidal cross-sectional shape. It is formed to extend from the web 22 in a direction that becomes an obtuse or acute angle.

  As shown in FIG. 4, the notch portions 5 are formed as a pair on both sides in the width direction X of the peak portion 2, for example, at one location in the axial direction Y. Each of the pair of notches 5 is disposed so as to face each other in the width direction X with the positions in the axial direction Y being substantially the same. Each of the pair of cutout portions 5 is not limited to this, and may be arranged so that the positions in the axial direction Y are different from each other and are not opposed to each other in the width direction X. Note that the pair of cutout portions 5 means that the same number of cutout portions 5 are formed in each of the valley flanges 31 on both sides in the width direction X regardless of the position in the axial direction Y.

  When the cutout portion 5 is formed at one place in the axial direction Y, the pair of cutout portions 5 are arranged on the center side C in the axial direction Y. Here, the notch 5 has a total range from the center in the axial direction Y of the trough flange 31 toward both sides in the axial direction Y as the central side C in the axial direction Y. It will be arranged so as to be about.

  When the cutout portion 5 is formed at one place in the axial direction Y, a pair of cutout portions 5 may be disposed on both end sides E in the axial direction Y. Here, the notch portion 5 is the axial direction in a range exceeding about 1/5 of the length dimension L in the axial direction Y from the center in the axial direction Y of the valley flange 31 as both end sides E in the axial direction Y. It is arranged in a range excluding the center side C of Y.

  The notches 5 may be formed as a pair on both sides in the width direction X of the peak portion 2 and formed at two or more locations in the axial direction Y. As shown in FIG. 10, for example, when the notch portions 5 are formed at two locations in the axial direction Y, the pair of notch portions 5 formed at the two locations have substantially the same positions in the axial direction Y. As the same thing, it arrange | positions so that it may mutually oppose in the width direction X. FIG.

  When the cutout portions 5 are formed at two locations in the axial direction Y, each of the pair of cutout portions 5 is disposed on each of both end sides E in the axial direction Y. The notch 5 is not limited to this, and one or both of the pair of notches 5 formed at two locations may be arranged on the center side C in the axial direction Y.

  When the notches 5 are formed at two locations in the axial direction Y, the pair of webs 22 are not formed within a range sandwiched between the pair of notches 5 formed at two locations in the axial direction Y. (Height dimension H2 of the web 22 = 0 mm). The pair of webs 22 may be formed with a height dimension H2 of about 10 mm to 30 mm in the range where the notch 5 is sandwiched between the pair of notches 5 formed in two places in the axial direction Y.

  In addition, when the notch parts 5 are formed at three or more locations in the axial direction Y, the notch parts 5 are arranged on the center side C in the axial direction Y, and are arranged on both end sides E in the axial direction Y. The pair of notches 5 may be combined as appropriate.

  As shown in FIG. 11A, the shear panel 1 to which the present invention is applied has a flat plate 7 such as a steel plate formed in a predetermined plane shape in a state before being bent in the out-of-plane direction Z. As shown in b), it is bent in the out-of-plane direction Z by making a mountain fold at the first fold line 71 that becomes the ridge line portion 20 and by making a valley fold at the second fold line 72 that becomes the valley side ridge line portion 30. In the state after this, the peak part 2 and the valley part 3 bent in the out-of-plane direction Z are formed.

  At this time, as shown in FIG. 12A, the shear panel 1 to which the present invention is applied is in a state before being bent in the out-of-plane direction Z, with the notch 5 formed in the valley flange 31 as a boundary, The valley flange 31a on the one end side E1 and the valley flange 31b on the other end side E2 are close to each other in the axial direction Y.

  Next, in the shear panel 1 to which the present invention is applied, as shown in FIG. 12B, the height dimension H1 of the web 22 on both ends E is made larger than the height dimension H2 of the web 22 on the center side C. Thus, since the cross-sectional dimension in the out-of-plane direction Z is made smaller at the center side C than the both end sides E in the axial direction Y, it is formed in the valley flange 31 in a state after being bent in the out-of-plane direction Z. The valley flange 31a on the one end side E1 and the valley flange 31b on the other end side E2 are displaced so as to be separated from each other in the axial direction Y with the cutout portion 5 as a boundary.

  As shown in FIG. 13 (a), the shear panel 1 to which the present invention is applied continues from the side edge 7a of the flat plate 7 to the second folding line 72 before being bent in the out-of-plane direction Z. By forming the substantially straight cut 5a, the valley flange 31a on the one end side E1 and the valley flange 31b on the other end side E2 are not restricted to each other at the cut 5a.

  As shown in FIG. 13B, the shear panel 1 to which the present invention is applied has a valley flange 31a on one end E1 and a valley on the other end E2 in a state after being bent in the out-of-plane direction Z. When the flanges 31b are separated from each other in the axial direction Y, the cutout portions 5 that are expanded in the axial direction Y are formed without being constrained to each other at the cuts 5a.

  In the shear panel 1 to which the present invention is applied, the notch portion 5 that expands in the axial direction Y is formed in each of the pair of trough flanges 31, so that the center side C from the both end sides E in the axial direction Y, Even if the cross-sectional dimension in the out-of-plane direction Z of the crest flange 21 and the pair of webs 22 is reduced, the trough flange 31 is not restrained in the axial direction Y. The flat plate 7 such as a steel plate can be bent in the out-of-plane direction Z by simple processing without reducing the plate thickness.

  In addition, the shear panel 1 to which the present invention is applied is not only provided with a substantially straight cut 5a in each of the pair of trough flanges 31 but also in a state before being bent in the out-of-plane direction Z. As shown in FIG. 14 (a), a substantially V-shaped cut 5a is formed, or as shown in FIG. 14 (b), a slit-like cut 5a cut out substantially in parallel is formed. You can also.

  Furthermore, the shear panel 1 to which the present invention is applied has a substantially U-shaped break in each of the pair of trough flanges 31 in a state before being bent in the out-of-plane direction Z, as shown in FIG. As shown in FIG. 15B, a cut 5a that is curved and cut out is formed, and the cut 5a is curved in an arc shape or the like in the vicinity of the second folding line 72. It is formed into a shape.

  As shown in FIG. 16, the shear panel 1 to which the present invention is applied may extend not only to the trough flange 31 but also to the web 22 to form the notch 5. At this time, by extending to the web 22 and forming the notch 5, the workability in the case of a cross-sectional shape in which the height dimension H2 of the web 22 on the center side C is high can be improved.

  At this time, in the shear panel 1 to which the present invention is applied, the cut line 5a is formed in a curved shape in the vicinity of the second folding line 72, whereby the flat plate 7 is bent in the out-of-plane direction Z and expanded in the axial direction Y. When the notch 5 is formed by opening, stress concentration at the second folding line 72 can be avoided.

  On the other hand, the conventional folded plate panel 9 is not formed with the notch portion 5 that expands in the axial direction Y, so that the trough flange 93 is constrained in the axial direction Y as shown in FIG. In order to increase the cross-sectional dimension in the out-of-plane direction Z of the peak flange 91 and the pair of webs 92 at both end sides E from the central side C in the axial direction Y, as shown in FIG. It is necessary to perform a pre-forming process for extending 7 in the width direction X and the out-of-plane direction Z at both end sides E in the axial direction Y.

  Since the conventional folded plate panel 9 is stretched to the peripheral length necessary for the final shape of the main molding shown in FIG. 17C at the pre-molding stage shown in FIG. 17B, the pre-shaped panel 9 shown in FIG. A reduction in the plate thickness occurs at the forming stage, and the plate thickness is inherited to the main forming step shown in FIG. 17 (c). The plate thickness dimension t 1 on both ends E in the axial direction Y is the center in the axial direction Y. Since the thickness C is smaller than the thickness C2 of the side C and the thickness decreases at both ends E in the axial direction Y, for example, the thickness C2 of the center C is about 2.0 mm. The plate thickness dimension t1 on both end sides E is about 1.5 mm.

  In the shear panel 1 to which the present invention is applied, as shown in FIG. 18, when an external force such as an earthquake or wind acts on the frame member 8, the pair of vertical frames 81 move relative to each other in different directions in the vertical direction. The in-plane shearing force Q is applied from the pair of vertical frames 81 to the trough 3 joined to the frame member 8 by the joint 4. At this time, in the shear panel 1 to which the present invention is applied, the peak flange 21 and the pair of webs 22 are tilted in the width direction X and distorted and deformed without yielding the joint portion 4 ahead of the ridge line portion 20.

  In the shear panel 1 to which the present invention is applied, when the peak flange 21 and the pair of webs 22 on one end side E1 in the axial direction Y tilt toward the left side in the width direction X as shown in FIG. Further, as shown in FIG. 19C, the peak flange 21 and the pair of webs 22 on the other end side E <b> 2 in the axial direction Y tilt toward the right side in the width direction X, and both end sides in the axial direction Y In each of E, the direction in which the peak flange 21 and the pair of webs 22 are tilted in the width direction X is reversed.

  In the shear panel 1 to which the present invention is applied, the peak flange 21 and the pair of webs 22 are tilted in opposite directions toward the left or right side in the width direction X at each of the both end sides E in the axial direction Y. The ridge portion 2 is distorted and deformed, and in particular, bending deformation in the out-of-plane direction Z occurs in the plate portion of the ridge flange 21 and the web 22 in the vicinity of the ridge line portion 20.

  In the shear panel 1 to which the present invention is applied, the deformation amount of the peak portion 2 tilting in the width direction X is larger at the both end sides E than the central side C in the axial direction Y, and the deformation of the peak portion 2 progresses. By bending and yielding from a region where the bending deformation in the vicinity of the ridge line portion 20 becomes large, an elastic-plastic energy absorption performance is exhibited with respect to the in-plane shear force Q applied from the frame member 8. .

  The shear panel 1 to which the present invention is applied is one in which the ridges 2 are deformed alternately in the width direction X even in the case of repeated external forces such as earthquakes, and in the vicinity of the ridges 20 on both sides in the width direction X. In this case, bending deformation occurs alternately, so that an elastic-plastic energy absorption performance is exhibited in the vicinity of the ridgeline portion 20 and the in-plane shear force Q loaded from the frame member 8 is absorbed. .

  In the shear panel 1 to which the present invention is applied, in particular, the deformation amount of the peak portion 2 is larger at the both end sides E than the central side C in the axial direction Y, and the deformation of the peak portion 2 is directed toward the central side C in the axial direction Y. The amount gradually decreases, and as shown in FIG. 19B, the deformation amount of the peak portion 2 becomes extremely small at the center in the axial direction Y.

  For this reason, the shear panel 1 to which the present invention is applied is smaller in the axial direction Y by gradually decreasing the cross-sectional dimensions of the peak flange 21 and the pair of webs 22 at the central side C than the both end sides E in the axial direction Y. It is possible to develop strain due to out-of-plane bending also at the central side C of the steel plate, and not only the region on both end sides E in the axial direction Y but also the region approaching the central side C contributes to energy absorption. Efficiency can be increased.

  As shown in FIG. 18, the shear panel 1 to which the present invention is applied has a notch portion 5 that expands in the axial direction Y formed in each of the pair of trough flanges 31. The ridge flange 21 and the pair of webs 22 are formed in the out-of-plane direction Z on the center side C from the both end sides E in the axial direction Y without reducing the plate thickness on both end sides E in the axial direction Y. By reducing the cross-sectional dimension, it is possible to improve the yield strength and rigidity, and to exhibit a stable energy absorption performance with respect to the in-plane shear force Q loaded from the frame member 8.

  On the other hand, in the conventional folded plate panel 9, as shown in FIG. 17, the plate thickness of the crest flange 91 and the web 92 is reduced particularly in the vicinity of the ridgeline portion 90 on both end sides E in the axial direction Y. Therefore, in spite of an increase in the amount of deformation of the peak flange 91 and the web 92, there is a concern about a decrease in rigidity and a decrease in yield strength due to a decrease in plate thickness. In particular, the shear panel 1 to which the present invention is applied can avoid a reduction in the plate thickness at both end sides E in the axial direction Y. For example, the shear panel 1 in the vicinity of the ridge line portion 20 extends over the entire length in the axial direction Y. The thickness of the peak portion 2 can be made substantially the same.

  FIG. 20 shows the result of comparison of the rigidity and proof strength against the load of the in-plane shear force Q in the shear panel 1 to which the present invention is applied and the conventional folded plate panel 9 by the FEM analysis model. Here, the shear panel 1 to which the present invention is applied has a plate thickness dimension t1 of 2.0 mm, a width dimension W1 of the ridge flange 21 of 200 mm, and a height dimension H1 of the web 22 at both end sides E in the axial direction Y. On the central side C in the axial direction Y, the plate thickness dimension t2 was 2.0 mm, the width flange W2 of the peak flange 21 was 200 mm, and the height dimension H2 of the web 22 was 10 mm. The conventional folded plate panel 9 has axial thickness Y at both ends E, the thickness t1 is 1.5 mm, the width flange W1 of the ridge flange 91 is 200 mm, and the height H1 of the web 92 is 50 mm. On the central side C of Y, the plate thickness dimension t2 was 2.0 mm, the width dimension W2 of the peak flange 91 was 200 mm, and the height dimension H2 of the web 92 was 10 mm.

  As shown in FIG. 20, in the shear panel 1 to which the present invention is applied, the initial rigidity immediately before the peak portion 2 is displaced is improved by about 48%, and the peak portion 2 is compared with the conventional folded plate panel 9. It can be seen that the proof stress when the displacement amount becomes 10 mm is also improved by about 26%. By avoiding the reduction of the plate thickness at both end sides E in the axial direction Y, the rigidity against the load of the in-plane shear force Q, Both proof stress can be improved.

  As shown in FIG. 3, in the shear panel 1 to which the present invention is applied, the trough flanges 31 are joined to the respective vertical frames 81 by the joints 4 by a plurality of bolts 41. The shear panel 1 to which the present invention is applied is a joint portion 4 by bolt joining or the like, and the trough flange 31 is secured with sufficient yield strength, so that the deformation of the peak portion 2 progresses and the vicinity of the ridge line portion 20. When bending yielding is performed from a region where bending deformation is large in the case, it is assumed that cracks or the like are not generated in the valley flange 31 at the joint 4, and the joint 4 is not yielded prior to the ridge line portion 20.

  The shear panel 1 to which the present invention is applied avoids a reduction in plate thickness at both end sides E in the axial direction Y, so that, for example, a sufficient thickness is also applied to the valley flanges 31 at both end sides E in the axial direction Y. As a result, it is possible to ensure the stability of the energy absorption performance as a thing that does not cause an early crack or the like due to a decrease in the plate thickness of the valley side ridge line portion 30.

  As shown in FIG. 21, the shear panel 1 to which the present invention is applied has a reinforcing plate 40 extending in the axial direction Y straddling the expanded portion S in the axial direction Y of the notch portion 5, and is laid on the notch portion 5. The trough flange 31 of the part 3 is joined to each vertical frame 81 with the bolt 41 together with the reinforcing plate 40 at the joint 4.

  In the shear panel 1 to which the present invention is applied, the reinforcing plate 40 extending in the axial direction Y straddling the expanded portion S in the axial direction Y of the notch portion 5 is installed in the notch portion 5, thereby stress concentration of the notch portion 5. It is possible to suppress the local collapse associated with.

  As shown in FIG. 4, the shear panel 1 to which the present invention is applied is arranged such that each of the pair of notches 5 is opposed to each other in the width direction X with the positions in the axial direction Y being substantially the same. As a result, the cross-sectional shape of the peak portion 2 is formed symmetrically with respect to the center in the width direction X, and the workability can be improved.

  As shown in FIGS. 4 and 7, the shear panel 1 to which the present invention is applied has a trough flange 31 extending in the axial direction Y by forming a notch 5 in each of the pair of trough flanges 31. The notch 5 is not constrained as a boundary. At this time, in the shear panel 1 to which the present invention is applied, the cross-sectional dimensions of the peak flange 21 and the pair of webs 22 are centered from both end sides E in the axial direction Y on both sides in the axial direction Y with the notch 5 as a boundary. It is possible to make a transition from a state of gradually decreasing toward the side C to a state of gradually increasing from the central side C in the axial direction Y toward both end sides E.

  As shown in FIGS. 8 and 10, the shear panel 1 to which the present invention is applied is formed so that the peak flange 21 and the pair of webs 22 have predetermined cross-sectional dimensions at both end sides E in the axial direction Y. Thus, the pair of webs 22 may not be formed on the central side C in the axial direction Y. Thus, in the shear panel 1 to which the present invention is applied, the pair of webs 22 are not formed on a part of the central side C in the axial direction Y, and the mountain flange 21 is not restrained by the pair of webs 22. In particular, it becomes possible to develop distortion due to out-of-plane bending even in the central side C in the axial direction Y, and not only the region on both end sides E in the axial direction Y but also the region close to the central side C. The energy absorption efficiency can be further improved by the efficient energy absorption with respect to the in-plane shear force Q.

  The shear panel 1 to which the present invention is applied particularly assumes that the pair of webs 22 are not formed on a part of the central side C in the axial direction Y and the mountain flange 21 is not restrained by the pair of webs 22. Thus, as shown in FIG. 9, the cross-sectional shape in the out-of-plane direction Z can be different on both sides in the axial direction Y with the notch 5 as a boundary.

  In the shear panel 1 to which the present invention is applied, the web 22 is not formed on the center side C in the axial direction Y, and the peak flange 21 and the pair of webs 22 are out-of-plane on each of the both end sides E in the axial direction Y. By forming the cross-sectional shapes in the direction Z different from each other, for example, the one end side E1 in the axial direction Y has a substantially trapezoidal cross-sectional shape with relatively high yield strength, while the other end side E2 in the axial direction Y The cross-sectional shape of a substantially inverted trapezoid having a relatively high deformability can be obtained.

  The shear panel 1 to which the present invention is applied is required, for example, when one end side E1 in the axial direction Y requires strength and rigidity and the other end side E2 in the axial direction Y requires deformation capability. When the end performance in the axial direction Y differs, the one end side E1 in the axial direction Y has a cross-sectional shape with high yield strength and rigidity, and the other end side E2 in the axial direction Y has a cross-sectional shape with excellent deformability. Therefore, an effective design according to the proof stress, rigidity, and deformation ability required at both end sides E in the axial direction Y becomes possible.

  As mentioned above, although the example of embodiment of this invention was demonstrated in detail, all the embodiment mentioned above showed only the example of actualization in implementing this invention, and these are the technical aspects of this invention. The range should not be construed as limiting.

  For example, a plurality of shear panels 1 to which the present invention is applied can be attached to the vertical frame 81 or the horizontal frame 82. At this time, the shear panel 1 to which the present invention is applied may be attached to the horizontal frame 82 with the substantially horizontal direction as the longitudinal direction, or when the distance between the pair of vertical frames 81 is narrow and the frame member 8 is elongated. In addition, the plurality of shear panels 1 may be attached to the vertical frame 81 in a substantially vertical direction.

1: Shear panel 2: Mountain part 20: Edge part 21: Mountain part flange 22: Web 3: Valley part 30: Valley side ridge line part 31: Valley part flange 4: Joint part 40: Reinforcement board 41: Bolt 5: Notch 5a: Cut 7: Flat plate 7a: Side edge 71: First folding curve 72: Second folding curve 8: Frame material 81: Vertical frame 82: Horizontal frame C: Center side E: Both ends Q: In-plane shear force X : Width direction Y: Axial direction Z: Out-of-plane direction

Claims (6)

A shear panel that is bent in an out-of-plane direction and fixed to a frame member,
A crest extending in the axial direction, and a pair of troughs extending in the axial direction on both sides in the width direction of the crest,
The crest has a crest flange disposed on one side in the out-of-plane direction and a pair of webs extending from both ends in the width direction of the crest flange to the other side in the out-of-plane direction.
The trough has a trough flange that extends from one end of the web to the outside in the width direction on the other side in the out-of-plane direction, and the trough flange is joined to the frame member at a joint,
When the peak flange and the pair of webs are in the center side from both ends in the axial direction, the cross-sectional dimension in the out-of-plane direction is reduced, and when the in-plane shear force is loaded from the frame material to the valley, Without pre-yielding the joint part from the ridge line part that becomes the boundary between the ridge flange and the web, it absorbs energy by tilting in the width direction and distorting and deforming,
The valley flanges are provided as a pair on both sides in the width direction of the peak portion, and a notch portion extending in the width direction and expanding in the axial direction is formed in each of the pair of valley flanges ,
A pair of the cutouts, shear panels, wherein Rukoto formed on both sides in the width direction of said valley flange in the width direction of both ends of the crest flanges are arranged to extend position. The notch portions are formed as a pair on both sides in the width direction of the peak portion, and are formed at one or two or more locations in the axial direction. The shear panel according to claim 1, wherein each of the notches is disposed. The notch is a pair on both sides in the width direction of the peak, and is formed at one location in the axial direction, and the total range from the center in the axial direction toward both sides in the axial direction is A pair of said notch parts are arrange | positioned so that it may become 1/5 or less of a length dimension . The shear panel of Claim 1 or 2 characterized by the above-mentioned. The notch, the ridges become a pair on both sides in the width direction of claim 1 or 2 Shear panel according to characterized in that formed in two or more places in the axial direction. The trough is formed by a reinforcing plate extending in the axial direction straddling the expanded portion in the axial direction of the cutout portion, and is joined to the cutout portion together with the reinforcing plate. Item 5. The shear panel according to any one of Items 1 to 4. The said peak part flange and a pair of said web are formed in mutually different cross-sectional shape of an out-of-plane direction in each of the both ends side of an axial direction. Shear panel.

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