JP5176905B2 - Folded panel structure and building structure - Google Patents

Description

  The present invention relates to a folded plate panel structure that constitutes a wall, roof, floor, and the like for a building structure, in which a frame material is joined to a folded plate that is bent and formed in a concavo-convex section, and a building structure using the same.

  Conventionally, corrugated plates and folded plates made of steel plates such as deck plates and sidings are joined to frame materials such as columns, beams, purlins, trunk edges, etc., and vertical loads and winds due to their own weight, snow accumulation, loads, etc. It is used as a structural material that resists out-of-plane loads such as pressure perpendicular to the plate surface.

On the other hand, in recent years, as seen in Patent Documents 1 and 2 and Non-Patent Document 1, a panel structure in which corrugated plates and folded plates are joined to a frame material is made to resist in-plane shearing force, Techniques used as structural materials have also been proposed. In the case of a flat plate, since the out-of-plane bending rigidity is low and it is easy to buckle, reinforcing ribs such as a lattice type are necessary. However, such a reinforcement can be omitted by using corrugated plates or folded plates.
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

  However, in these 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 for in-plane shear force, energy is absorbed by the shear yield of the plate elements constituting the panel. Therefore, after the shear yielding, the stiffness (tangential coefficient) of the plate element is reduced, so that the overall buckling of the panel is induced, and the yield strength is abruptly reduced in a relatively small deformation region, making it difficult to ensure sufficient deformation performance. There was a problem.

  Therefore, the present invention has been devised in view of the above-mentioned problems, and its object is to provide a folded plate panel structure that exhibits stable energy absorption performance without a sudden decrease in yield strength or increase in yield strength, and this. The object is to provide building structures used for walls, roofs, floors, etc.

  In order to solve the above-described problems, the present inventor has found that energy absorption with respect to in-plane shear force can be achieved by the action of a tension field generated after the folded plate panel is subjected to shear buckling.

The folded plate panel structure according to claim 1, wherein a frame member is joined to a folded plate in which peaks and valleys are bent at a predetermined interval in a continuous direction, and an in-plane shear force is applied to the frame member. If it is, the tension fields action occurs after the folded plate was buckled shear seat, a row of Uoriban panel structure of energy absorption for plane shear forces, shear buckling strength in bending the shear seat strength ratio P _t / P _cr of tension fields strength P _t in the tension fields effect on P _cr is characterized in that it is a 0.7 to 1.8.
The folded panel structure according to claim 2 is the folded panel structure according to claim 1, wherein the shear buckling strength P _cr and the tensile field strength P _t are _expressed by the following equations (1) and (2). It is characterized by being.
P _cr = 36βD _x ^1/4 D _y ^3/4 / b (1)
P _t = bts / d · σ _y · sin (ηφ) · cos (ηφ) (2)
here,
b: Width dimension (mm) in the extension direction x of the folded plate
t: Thickness of the folded plate (mm)
d: Pitch in the continuous direction y in the crest and trough of the folded plate (mm)
s: Development length (mm) in the continuous direction y per pitch in the folded plate
I _y : Second moment of inertia around the y axis per pitch of the above folded plate (mm ⁴ )
E: Young's modulus (N / mm ² ) of the material constituting the folded plate
σ _y : Yield strength of the material composing the folded plate (N / mm ² )
φ: φ = tan ^-1 (D _x / 11 / D _y ) ^1/4
D _x : D _x = Et ³ d / 12 / s
D _y : D _y = EI _y / d
η: Angle weighting coefficient (η = 1.5)
β: Coefficient determined by the support conditions for the frame of the folded plate (β = 1.0 to 1.9)
The building structure according to claim 3 is characterized in that the folded plate panel structure according to claim 1 or 2 is used for a wall panel.
The building structure according to claim 4 is characterized in that the folded panel structure according to claim 1 or 2 is used for a roof panel.
The building structure according to claim 5 is characterized in that the folded plate panel structure according to claim 1 or 2 is used for a floor panel.

  According to the present invention having the above-described configuration, a folded plate panel that exhibits stable energy absorption performance that suppresses a sudden decrease in proof stress and an increase in proof stress by absorbing energy by the action of a tension field generated after shear buckling. It can be a structure. By suppressing a sudden decrease in yield strength, the reliability of the structure can be ensured, and by preventing an increase in yield strength, damage to the structure around the panel can be avoided.

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 walls, roofs, floors and the like of building structures. 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 member 2 is composed of a shape steel or a steel plate. Although the frame member 2 is illustrated as having a substantially rectangular shape when viewed as a plan view, it may have another cross-sectional shape such as an H shape, a C shape, or a circle.

  FIG. 1B shows an AA ′ cross section in FIG. In the folded plate 3, a crest 31 and a trough 32 are bent at a predetermined interval in the continuous direction y. Further, the folded plate 3 has a crest 31 and a trough 32 extended in the extending direction x. Incidentally, the extending direction x and the continuous direction y are orthogonal to each other.

  That is, the folded plate panel structure 1 is formed by bending the folded plate so that a horizontal upper flange and a lower flange and a web formed between the upper flange and the lower flange are formed. A portion 31 and a valley portion 32 are formed. The width of the upper flange that forms the peak 31 is uf, and the width of the lower flange that forms the valley 32 is lf. Incidentally, the folded plate 3 is produced by bending a steel plate by roll forming or press forming.

  In FIG. 1, a state in which the valley portion 32 of the folded plate 3 is joined to the female screw provided on the frame member 2 with the bolt 37 through the joint metal piece 36 is shown, but the folded plate 3 and the frame member 2 are joined. In addition to these means, joining by bolts and nuts, welding, adhesion, screws, scissors, etc. may be used, and the peak portion 31 and both the peak portion 31 and the valley portion 32 may be joined to the frame member 2. good. Moreover, although the cross-sectional shape of the folded plate 3 is comprised by substantially rectangular shape, you may be comprised by square shape, trapezoid shape, triangle shape, etc. besides this.

  2 shows another embodiment of a folded panel structure to which the present invention is applied. FIG. 2 (a) shows a plan view thereof, and FIG. 2 (b) shows a side sectional view thereof. . That is, according to the configuration of FIG. 2, a configuration is shown in which the folded plate 3 is provided on the building structure 5 in which the beams 18 are installed between the standing columns 17. A plate 20 is attached to the column 17, and a plate 19 is attached to the beam 18. Steel plates or the like are applied to the plates 19 and 20, respectively. The periphery of the folded plate 3 is joined to the plates 19 and 20 at the peak portion 31 and the valley portion 32. The columns 17 and 18 are made of steel, reinforced concrete, steel reinforced concrete, or the like. Depending on the type of structure, the plates 19 and 20 are welded or bolts or studs to the columns 17 and 18 respectively. It is attached via.

  FIG. 3 shows another example in which the folded plate 3 is provided on the building structure 5 in which the beams 18 are erected between the upright columns 17, and FIG. FIG. 3 (b) shows a plan view thereof, and FIG. 3 (c) shows a side sectional view thereof.

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 so as to be sandwiched between the shape steels 61. As for the folded plate 3, the peak part 31 and the trough part 32 are joined to the shape steels 61 and 62. As shown in FIG. The section steels 61 and 62 are attached to the beam 18 through welding or bolts, studs, or the like. In addition to the H-shaped steel, the shaped steels 61 and 62 may be T-shaped steel, groove-shaped steel, I-shaped steel, or other shaped steel having a rectangular cross section.

  Next, the detailed structure of the folded plate 3 applied to these folded plate panel structures will be described.

  When an in-plane shear force is applied to the frame member 2, energy absorption with respect to the in-plane shear force is enabled by a tension field effect generated after the folded plate 3 is subjected to shear buckling.

Evaluation of shear buckling behavior and shear buckling strength of a flat plate, tension field action and tension field strength are generally known, and are summarized in Non-Patent Document 2 below (Non-Patent Document 2: “Theory of Elastic Stability”, Stephen P. Timoshenko, 1961). Further, the shear buckling strength of the folded plate is also clarified by Non-Patent Document 3, etc. (Non-Patent Document 3: “Buckling Formulas for Corrugated Metal Shear Diaphramgs”,
JTEaslay, Proc. ASCE, J. Struc. Div., Pp. 1403-1417, 1975.7).

  As in the case of a flat plate, the tensile field effect in the folded plate according to the present invention is that the tensile force is applied along the wrinkles in the diagonal direction of the waveform generated by buckling after shear buckling occurs as shown in FIG. This is a phenomenon in which a stress field that acts mainly is formed. In the case of a flat plate having no anisotropy in the bending rigidity of the plate, the wrinkle angle in the oblique direction is approximately 45 ° (φ≈0.79 rad). On the other hand, in a folded plate having anisotropy in rigidity, the wrinkle angle is inclined in the extending direction x having a large bending rigidity and a strong axis direction, and the wrinkle angle is about 5 to 10 ° when shear buckling occurs ( φ ≒ 0.08 ～ 0.18rad). Further, the wrinkle angle changes to about 10 to 20 ° (φ≈0.18 to 0.35 rad) due to the progress of the tension field action.

In the present invention, the shear buckling strength against shear buckling and P _cr, when the tension fields resistance to tension fields act was P _t, yield strength ratio P _t / P of tension fields strength P _t for the shear buckling force P _{cr cr} is 0.7 to 1.8. When the yield ratio P _t / P _cr of the tensile field yield strength P _t is less than 0.7, the yield strength decreases significantly after shear buckling, and the yield strength ratio P _t / P _{cr of} the tension field yield strength P _t becomes 1.8. If exceeded, the increase in yield strength after shear buckling becomes significant, so that stable energy absorption performance cannot be exhibited. In other words, by setting the yield strength ratio P _t / P _cr between 0.7 and 1.8, it is possible to suppress a sudden decline in yield strength or increase in yield strength after shear buckling, and stable energy absorption performance. Can be exhibited.

The inventor actually prepared specimens Nos. 1 to 9 listed in Table 1 for the folded plate 3, constructed a folded plate shear panel structure as shown in FIG. The meaning of the limitation of the proof stress ratio P _t / P _cr was verified by a loading test in which the shear deformation δ was measured. In the loading test, the folded plate panel 3 having various amounts (shape, physical properties, etc.) shown in Table 1 is bolted to the frame material 2 (consisting of a steel material having a 90 mm × 60 mm cross section) with a distance between pins of 800 mm. Yes. Note that the frame members 2 are joined to each other with self-lubricating pin hardware, and the frame members 2 themselves have specifications that do not exhibit proof stress. Table 1 shows the calculated proof stress calculated based on these quantities together with the shape and physical properties of test plates No. 1 to 9, and the experimental proof strength based on the loading test results.

5 to 7 show the relationship between the shear force P and the shear deformation δ of each specimen shown in Table 1, and the black square symbol (■) in the figure represents the experimental strength. The experimental value _e P _cr of shear buckling strength is the load value in the vicinity where the shear force P-shear deformation δ lost linearity, and the experimental value _e P _t of tensile field strength is increased again from the decrease in the yield strength after shear buckling. Defined as a rolling load value.

In FIGS. 5 to 7, white circle symbols (◯) in the drawings represent the shear buckling strength calculated value _c P _cr , and the black solid line (−) represents the tensile field strength calculated value _c P _t . The shear buckling strength _c P _cr and the tensile field strength _c P _t are according to the following formulas (1) and (2).
_c P _cr = 36βD _x ^1/4 D _y ^3/4 / b (1)
_c P _t = bts / d · σ _y · sin (ηφ) · cos (ηφ) (2)
here,
b: Width dimension (mm) in the extension direction x of the folded plate
t: Thickness of the folded plate (mm)
d: Pitch in the continuous direction y in the crest and trough of the folded plate (mm)
s: Development length (mm) in the continuous direction y per pitch in the folded plate
I _y : Second moment of inertia around the y axis per pitch of the above folded plate (mm ⁴ )
E: Young's modulus (N / mm ² ) of the material constituting the folded plate
σ _y : Yield strength of the material composing the folded plate (N / mm ² )
φ: φ = tan ^-1 (D _x / 11 / D _y ) ^1/4
D _x : D _x = Et ³ d / 12 / s
D _y : D _y = EI _y / d
η: Angle weighting coefficient (η = 1.5)
β: Coefficient determined by the support conditions for the frame of the folded plate (β = 1.0 to 1.9)

  Equation (1) is based on Non-Patent Document 3. The coefficient β determined by the support conditions is β = 1.9 when the rotation of the peripheral support portion is restricted and can be regarded as fixed support, and β = 1.0 when the rotation can be regarded as pin support without rotation constraint. What is necessary is just to judge a value suitably according to the detail of a peripheral support part. In addition, in the case where the full width of the valley portion of the folded plate is suppressed with a bolt as shown in FIG. 1, the rotation of the peripheral support portion is constrained. Therefore, in the calculation shown in Table 1, β = 1.9. Even in the case where both the valley portion and the mountain portion of the folded plate are welded to the frame, the rotation of the peripheral support portion is constrained and can be regarded as fixed support. On the other hand, when only the valley is linearly welded to the frame, or when only a part of the valley is joined to the frame with screws or bolts, the rotation support of the peripheral support is small, so pin support, that is, β = 1.0

  The formula (2) is newly proposed so that it can be applied to the folded plate based on the tension field strength formula of the flat plate shown in Non-Patent Document 2, and here, the break due to the waveform It takes into account the area increase (s / d) and the angle of formation of the tension field in the folded plate (ηφ). In addition, the angle of the tension field formation is 1.0 to 2.0 times (1.0 φ ~) with reference to φ in Table 1 in the process of transition from the occurrence of shear buckling to the tensile field behavior and the progress of deformation. The angle changes to about 2.0φ), but by giving the angle weighting coefficient η = 1.5, the expression (2) can ensure good evaluation accuracy with respect to the experimental result. This is because, as shown in Table 1, the test yield strength defined based on FIGS. 5-7 (the No. 3-4 test specimens were subjected to a tensile field strength test because the point of increase in yield strength from the decrease in yield strength after buckling was not clear. The ratio of the calculated yield strength based on the formulas (1) and (2) corresponds well with 1.1 and 0.9 on average for the shear buckling and tension fields, respectively. I understand.

Note that _c P _cr and _c P _t in the equations (1) and (2) are given as the shearing force P (= P1) on the side of the width dimension b in the extension direction x in FIG. It can also be given as the shearing force P (= P2) for the side of the width dimension a at y. In that case, the ratio of the width dimension b and the width dimension a may be taken into consideration and P2 = P1 × a / b. Also, when the width dimension b and the width dimension a are different, the extension direction x and the continuous direction y are either the up / down or left / right direction in the case of a wall, the left / right or front / rear direction in the case of a roof or floor. It may be.

As shown in Table 1, with regard to the experimental value and the calculated value, the proof strength of the tensile field strength P _t ( _c P _t or _e P _t ) in the tensile field action against the shear buckling strength P _cr ( _c P _cr or _e P _cr ) If the ratio P _t / P _cr ( _c P _t / _c P _cr or _e P _t / _e P _cr ) is 0.7 to 1.8, FIG. 5 (a), (b), FIG. 6 (c) As shown in .about.7 (c), it is possible to suppress a sudden decrease in yield strength and increase in yield strength after shear buckling, and to exhibit stable energy absorption performance. On the other hand, as shown in FIGS. 5 (c) to 6 (b), when the yield ratio P _t / P _cr is less than 0.7, the yield strength decreases significantly after shear buckling, and the yield ratio P _t / P _cr is 1. If it exceeds .8, the increase in yield strength after shear buckling becomes significant.

Here, based on FIGS. 5-7, for each specimen Nanba1～nanba9, a description will be given of the relationship of each behavior and strength ratio P _t / P _cr.

In specimen No. 1, the proof stress ratio P _t / P _cr is 0.7 for both the calculated value and the experimental value. From the graph of FIG. 5 (a), it can be seen that a slight decrease in yield strength is observed after reaching the maximum yield strength, but a sudden decrease in yield strength and an increase in yield strength after shear buckling are suppressed.

In specimen No. 2, the proof stress ratio P _t / P _cr is 1.2 as the calculated value and 1.1 as the experimental value. In the graph of FIG. 5 (b), the shear buckling strength P _cr and the tensile field strength P _t are almost the same, and very stable energy absorption in which the deformation progresses while maintaining a constant load after shear buckling. It turns out that the performance is demonstrated.

In specimen No. 3 and specimen No. 4, the yield strength ratio P _t / P _cr is 2.3 and 6.0 as calculated values, respectively. From the graphs of FIG. 5C and FIG. 6A, it can be seen that a significant load increase is observed after shear buckling.

In specimen No. 5, the yield strength ratio P _t / P _cr is 0.5 as the calculated value and 0.6 as the experimental value. From the graph of FIG. 6 (b), it can be seen that a relatively rapid decrease in yield strength is observed after the maximum yield strength is reached.

In specimen No. 6, the yield strength ratio P _t / P _cr is 1.0 as the calculated value and 0.9 as the experimental value. From the graph in Fig. 6 (c), the shear buckling strength P _cr and the tension field strength P _t are almost the same, and the energy is very stable and the deformation progresses while maintaining a constant load after the shear buckling. It turns out that the absorption performance is demonstrated.

In specimen No.7, the ratio of the experimental values for the calculated value is greater for the shear buckling force, due to the fact that smaller for tension fields strength, proof stress ratio calculations P _t / P _cr slightly Although it tends to give a large value, the proof stress ratio P _t / P _cr is 1.8 as the calculated value and 1.2 as the experimental value. From the graph of FIG. 7 (a), it can be seen that a slight increase in load is observed after shear buckling, but a sudden decrease in yield strength or increase in yield strength is suppressed.

In specimen No. 8, the yield strength ratio P _t / P _cr is 1.0 as the calculated value and 0.9 as the experimental value. From the graph of FIG. 7 (b), it can be seen that rapid decrease in yield strength and increase in yield strength after shear buckling are suppressed.

In specimen No. 9, the yield strength ratio P _t / P _cr is 0.9 as the calculated value and 0.8 as the experimental value. From the graph in Fig. 7 (c), it can be seen that sudden decrease in yield strength and increase in yield strength after shear buckling are suppressed.

From the verification described above, it is understood that the specimens No. 1 to No. 2 and the specimens No. 6 to No. 9 have the effects of the present invention. By setting the proof stress ratio P _t / P _cr to 0.7 to 1.8, the tension generated after the folded plate 3 is shear buckled without causing a sudden decrease in proof stress or increase in proof stress after shear buckling. The field action makes it possible to absorb energy against the in-plane shear force.

  In the embodiment of the present invention, the wall of the building structure has been exemplified. However, the present invention includes the case where it is applied to a roof, a floor and the like.

  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 a figure which shows other embodiment of the folded-plate panel structure to which this invention is applied. It is a figure which shows the other example which provides a folded board in the building structure by which a beam is constructed between the standing pillars. It is a figure which shows the state which changed to the tension field behavior, after a folding plate generate | occur | produces shear buckling. (a) is the figure of test body No. 1, (b) is the test body No. 2, and (c) is a diagram showing the shear force P-shear deformation δ relationship of test body No. 3. (a) is the figure of test body No. 4, (b) is a figure of test body No. 5, (c) is a figure which shows the shear force P-shear deformation (delta) relationship of test body No. 6. FIG. (a) is the figure of test body No. 7, (b) is the figure of test body No. 8, (c) is a figure which shows the shear force P-shear deformation (delta) relationship of test body No. 9. FIG.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Folded plate panel structure 2 Frame material 3 Folded plate 5 Building structure 17 Column 18 Beams 19 and 20 Plate 31 Mountain part 32 Valley part 36 Joint metal fitting 37 Bolt 61, 62 Shape steel

Claims (5)

Joining the frame material to the folded plate in which the crest and trough are bent at predetermined intervals in the continuous direction,
When the plane shear force to the frame member is loaded, the tension fields action occurs after the folded plate was buckled shear seat, the energy absorption to plane shear force lines of Uoriban panel structure There,
A folded plate panel structure, wherein a proof stress ratio P _t / P _cr of a tensile field strength P _t in the tension field action to a shear buckling strength P _cr in the shear buckling is 0.7 to 1.8 . The shear buckling force P _cr and the tension fields strength P _t is the following (1), (2) folding plate panel structure according to claim 1, characterized by being represented by the formula.
P _cr = 36βD _x ^1/4 D _y ^3/4 / b (1)
P _t = bts / d · σ _y · sin (ηφ) · cos (ηφ) (2)
here,
b: Width dimension (mm) in the extension direction x of the folded plate
t: Thickness of the folded plate (mm)
d: Pitch in the continuous direction y in the crest and trough of the folded plate (mm)
s: Development length (mm) in the continuous direction y per pitch in the folded plate
I _y : Second moment of inertia around the y axis per pitch of the above folded plate (mm ⁴ )
E: Young's modulus (N / mm ² ) of the material constituting the folded plate
σ _y : Yield strength of the material composing the folded plate (N / mm ² )
φ: φ = tan ^-1 (D _x / 11 / D _y ) ^1/4
D _x : D _x = Et ³ d / 12 / s
D _y : D _y = EI _y / d
η: Angle weighting coefficient (η = 1.5)
β: Coefficient determined by the support conditions for the frame of the folded plate (β = 1.0 to 1.9) A building structure using the folded panel structure according to claim 1 or 2 for a wall panel. 3. A building structure using the folded panel structure according to claim 1 or 2 for a roof panel. A building structure using the folded panel structure according to claim 1 or 2 for a floor panel.