JP2013014956A - Steel perforated beam reinforcing structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a steel perforated beam reinforcing structure having improved reinforcing effects.SOLUTION: An upper end portion 16A and a lower end portion 16B as the upper and lower ends (the ends on the long side) of each reinforcing plate 16 are welded to the surface of a web portion 12B of a beam bracket 12. Specifically, the reinforcing plate 16 has the upper end portion 16A and the lower end portion 16B continuously fillet-welded throughout their lengths to the web portion 12B. Thus, the reinforcing plate 16 can resist over its whole cross section area to the shearing force working on the web portion 12B of the beam bracket 12.

Description

  The present invention relates to a reinforcing structure for a steel perforated beam.

  2. Description of the Related Art Conventionally, a reinforcing structure that reinforces a beam end portion in which an opening is formed in a steel beam is known (for example, Patent Document 1). In the reinforcing structure disclosed in Patent Document 1, a through-hole (opening) is formed in the beam joint portion that connects the beam bracket and the beam main body across the web portion of the beam bracket and the web portion of the beam main body. . Above and below the through-holes, there are provided angles that span the web portion of the beam bracket and the web portion of the beam body. These angles reinforce the beam joint portion having a cross-sectional defect by the through hole.

JP-A-5-179756

  However, in the reinforcing structure disclosed in Patent Document 1, since the central portion of the angle is frictionally joined to the web portion of the beam bracket and the web portion of the beam body with a high-strength bolt, the upper and lower ends of the angle are the web of the beam bracket. It is not integrated with the web part of the beam part and the beam body, but becomes a free end part. Therefore, the upper and lower ends of the angle cannot resist the shear force acting on the web portion of the beam bracket and the web portion of the beam body, and it may be difficult to obtain a sufficient reinforcing effect.

  In view of the above facts, an object of the present invention is to obtain a steel perforated beam reinforcing structure with improved reinforcing effect.

  The reinforcing structure for a steel perforated beam according to claim 1 is provided on one side of the steel beam in which a through hole is formed in a web portion while avoiding a beam joint portion, and the longitudinal direction of the steel beam is A reinforcing plate having upper and lower ends joined to the web portion, respectively, and arranged above and below the through hole in the beam axis direction.

  According to the reinforcing structure for a steel perforated beam according to claim 1, the upper and lower ends of the reinforcing plate are joined to the web portion, so that the reinforcing plate has a total cross-sectional area against the shearing force acting on the web portion of the steel beam. It becomes possible to resist. Therefore, the reinforcing effect of the reinforcing plate is improved.

  The steel beam in the present invention is a concept including not only a bracket type steel beam having a beam joint part but also a non-bracket type steel beam having no beam joint part.

The steel perforated beam reinforcing structure according to claim 2 is the steel perforated beam reinforcing structure according to claim 1, wherein the reinforcing surface is cut at a cut surface perpendicular to the beam axis direction and passing through the center of the through hole. When the plate and the web part are cut, the total value of the cross-sectional areas of the reinforcing plate is equal to or larger than the maximum defective cross-sectional area of the web part lost by the through hole, and the longitudinal direction of the reinforcing plate from the cut surface When the length to both ends in the direction is S ₁ and S ₂ , and the radius of the through hole is R, when the reinforcing plate is L-shaped steel, S ₁ ≧ 2.5R and S ₂ ≧ 2.5R When the reinforcing plate is other than L-shaped steel, S ₁ ≧ 3.0R and S ₂ ≧ 3.0R.

  According to the reinforcing structure of a steel perforated beam according to claim 2, it is possible to obtain a mechanical property equivalent to that of a non-piercing (no opening) steel beam having no through hole in the web portion.

The steel perforated beam reinforcing structure according to claim 3 is the steel perforated beam reinforcing structure according to claim 1, wherein the reinforcing surface is cut along a cross section perpendicular to the beam axis direction and passing through the center of the through hole. A steel column to which the steel beam is joined when the total value of the cross-sectional areas of the reinforcing plate is equal to or greater than the maximum deficient cross-sectional area of the web part lost by the through hole when the plate and the web part are cut The distance from the restraining end of the web portion restrained by the center to the center of the through hole is D, the radius of the through hole is R, the length from the cut surface to one end in the longitudinal direction of the reinforcing plate on the steel column side S ₁ , and when the length from the cut surface to the other longitudinal end of the reinforcing plate is S ₂ , when the reinforcing plate is L-shaped steel, 1.75R ≦ D ≦ 2.75R, and D -0.25R ≦ _{S 1} ≦ D, and S Is a ≧ 2.5R, when the reinforcing plate is non-L-shaped steel, are the 1.75R ≦ D ≦ 3.25R, and D-0.25R ≦ _{S 1} ≦ D and _{S 2} ≧ 3.0R, Yes.

According to the reinforcing structure for a steel perforated beam according to claim 3, it is possible to obtain a mechanical property equivalent to that of a non-piercing (no opening) steel beam having no through hole in the web portion. Further, as compared with the length S ₂ of the reinforcing plate, it is possible to shorten the length S ₁ of the reinforcing plate of steel pillar side. Therefore, the material cost of the reinforcing plate can be reduced.

  As described above, according to the steel perforated beam reinforcing structure according to the present invention, the reinforcing effect can be improved.

(A) is a front view which shows the H-shaped steel beam to which the reinforcement structure of the steel perforated beam which concerns on one Embodiment of this invention was applied, (B) is the 1B-1B sectional view taken on the line of FIG. 1 (A). It is. (A) is a partially enlarged sectional view of FIG. 1 (B), and (B) is a sectional view corresponding to FIG. 2 (A) showing a comparative example. It is a front view which shows the H-shaped steel beam to which the modification of the reinforcement structure of the steel perforated beam which concerns on one Embodiment of this invention was applied. (A) is a front view which shows the H-shaped steel beam to which the modification of the reinforcement structure of the steel perforated beam which concerns on one Embodiment of this invention was applied, (B) is 4B-4B of FIG. 4 (A). It is line sectional drawing. It is a front view which shows the H-shaped steel beam to which the modification of the reinforcement structure of the steel perforated beam which concerns on one Embodiment of this invention was applied. (A) And (B) is a front view which shows the H-shaped steel beam to which the modification of the reinforcement structure of the steel perforated beam which concerns on one Embodiment of this invention was applied. It is sectional drawing equivalent to FIG. 1 (B) which shows the steel beam to which the modification of the reinforcement structure of the steel perforated beam which concerns on one Embodiment of this invention was applied. (A) is a front view which shows the basic model of an analysis model, (B) is the 8B-8B sectional view of FIG. 8 (A). It is sectional drawing equivalent to FIG. 8 (B) which shows another analysis model. It is a table | surface which shows the detail of the analysis model used for performance analysis. (A) is a schematic graph for demonstrating the total plastic yield strength which is an evaluation item of an analysis result, (B) is a schematic graph for demonstrating the plastic deformation magnification which is the evaluation item. It is a graph which shows the load displacement relationship obtained from the analysis result. It is a graph which shows the load displacement relationship obtained from the analysis result. It is a graph which shows the load displacement relationship obtained from the analysis result. It is a graph which shows the load displacement relationship obtained from the analysis result.

  Hereinafter, a steel perforated beam reinforcing structure according to an embodiment of the present invention will be described with reference to the drawings.

  1 (A) and 1 (B) show an H-shaped steel beam 10 as a steel beam to which the steel perforated beam reinforcing structure according to this embodiment is applied. The arrow X indicates the beam axis direction of the steel beam. Of the beam axis directions, the direction toward the end of the steel beam (steel column) is the beam axis direction outer side, and the direction toward the center of the steel beam is This will be described below as the inner side in the beam axis direction.

  The H-shaped steel beam 10 is constructed between the steel column 30 and a steel column (not shown). The H-shaped steel beam 10 includes a beam body (not shown) and beam brackets 12 respectively connected to both ends in the longitudinal direction of the beam body. The beam bracket 12 is made of H-shaped steel equivalent to FA rank, and the end of the beam bracket 12 is abutted against the outer surface of the steel column 30 and joined by welding or the like. In addition, the beam bracket 12 is joined to the steel column 30 in advance at a factory or the like, and the H-shaped steel beam 10 is configured by connecting the beam main body to the beam bracket 12 by welding, high-strength bolts, or the like. . Moreover, in this embodiment, although the steel column 30 is comprised with the square steel pipe, you may comprise with H-section steel etc.

  The beam bracket 12 as a steel beam includes a pair of upper and lower flange portions 12A and a web portion 12B that connects these flange portions 12A. One end of the web portion 12 </ b> B of the beam bracket 12 is abutted and welded to the outer surface of the steel column 30, and is a constrained end 12 </ b> BK whose deformation is constrained by the steel column 30. Moreover, the through-hole 14 used for an installation etc. is formed in the web part 12B. The through hole 14 is a circular hole having a radius R with the center C as the center, and is formed in the plasticized region on the steel column 30 side avoiding the beam joint portion (connecting portion) between the beam bracket 12 and the beam body (not shown). Has been. Due to the through hole 14, the web portion 12 </ b> B of the beam bracket 12 is partially missing. Note that the plasticized region here means a region on the end side of the H-shaped steel beam 10 that is easily plasticized first when subjected to seismic force, for example, from the beam end of the H-shaped steel beam 10. It is an area that is 1 to 2 times the beam formation.

  A pair of reinforcing plates 16 are provided on one surface of the flange portion 12 </ b> A of the beam bracket 12. The pair of reinforcing plates 16 is formed of a flat bar (flat steel plate) whose cross-sectional area is substantially constant over the entire length, and is superimposed above and below (on both sides in the vertical direction) the through-hole 14 in the web portion 12B. The pair of reinforcing plates 16 are arranged substantially in parallel with the longitudinal direction being the beam axis direction (arrow X direction), and one end in the longitudinal direction (one end outside the beam axis direction) Lo is a through-hole 14 in a front view. The other end in the longitudinal direction (the other end in the beam axis direction) Li is located on the inner side in the beam axis direction than the through hole 14.

  2A, the upper end 16A and the lower end 16B as the upper and lower ends (ends on the long side) of the reinforcing plate 16 are joined to the surface of the web portion 12B of the beam bracket 12. As shown in FIG. Has been. Specifically, the upper end 16A and the lower end 16B of the reinforcing plate 16 are continuously welded to the web portion 12B by fillet welding over the entire length thereof. Thereby, the reinforcing plate 16 can resist the shearing force acting on the web portion 12B of the beam bracket 12 with the entire cross-sectional area.

  In this embodiment, the longitudinal end 16Lo and the longitudinal other end 16Li of the reinforcing plate 16 are not joined to the surface of the web portion 12B of the beam bracket 12, but may be joined by welding or the like. Further, the upper end portion 16A and the lower end portion 16B of the reinforcing plate 16 may be joined to the surface of the web portion 12B of the beam bracket 12 with an adhesive such as epoxy resin. Further, it is desirable that the reinforcing plate 16 has the upper end portion 16A or the lower end portion 16B close to the edge of the through hole 14 while leaving a welding allowance.

  Next, various setting values of the reinforcing plate 16 will be described in detail. Note that the setting values described below are based on the results of performance analysis described later.

  First, the cross-sectional area of the reinforcing plate 16 will be described.

The cross-sectional area of each reinforcing plate 16 is set so as to compensate for the loss of the web portion 12 </ b> B caused by the through hole 14. Specifically, as shown in FIG. 1B, a beam bracket cut at a cutting plane CP (line 1B-1B) perpendicular to the beam axis direction (arrow X direction) and passing through the center C of the through hole 14. 12 and the cross section of each reinforcing plate 16, the total value F _sum of the cross sectional areas F of the two reinforcing plates 16 is equal to or _larger than the maximum cross sectional defect area G _max of the web portion 12B of the beam bracket 12 by the through hole 14 (F _sum ≧ G _max ). In the cross section shown in FIG. 1B, since the cut surface CP passes through the center C of the through hole 14, the cross-sectional defect area of the web portion 12B of the beam bracket 12 by the through hole 14 is maximized.

  1A and 2A, the width (length in the vertical direction) W of each reinforcing plate 16 is not less than the radius R of the through hole 14 (W ≧ R), and each reinforcing plate The plate thickness t of the plate 16 is preferably set to be equal to or greater than the plate thickness u of the web portion 12B of the beam bracket 12 (t ≧ u). Further, from the viewpoint of welding workability, the plate thickness t of the reinforcing plate 16 is preferably set to be one size up or less than the plate thickness u of the web portion 12B of the beam bracket 12.

  Moreover, in this embodiment, although the cross-sectional area F of each reinforcement plate 16 was set substantially the same, it is not restricted to this. The cross-sectional area F of each reinforcing plate 16 only needs to satisfy the above-described conditions. For example, the width W and the thickness t of each reinforcing plate 16 may be set to different values.

  Next, the length of the reinforcing plate 16 in the longitudinal direction will be described.

As shown in FIG. 1 (A), the other longitudinal end 16Li to the length (length required) S ₂ of the reinforcing plate 16 along the beam axis from the cutting plane CP may satisfy the following formula (1) Is set to
S ₂ ≧ 3R (1)

On the other hand, one longitudinal end 16Lo to the length (length required) S ₁ of the cut surface reinforcing plate 16 along the beam axis from the CP, along the beam axis from the restrained end 12BK of the web portion 12B of the beam brackets 12 When the distance to the center C of the through hole 14 is D, the following formulas (2) and (3) are satisfied.
When 1.75R ≦ D ≦ 3.25R,
D−0.25R ≦ S ₁ ≦ D (2)
2. When 25R <D,
S ₁ ≧ 3R (3)

Here, the deformation of the restraining end 12BK in the web portion 12B of the beam bracket 12 is restrained by the steel column 30. Therefore, in the region near the restraint end 12BK in the web portion 12B (hereinafter referred to as “constraint end side region E”), the reinforcing effect by the steel column 30 is obtained, so that local buckling hardly occurs. Therefore, it is not necessary to reinforce the restraint end region E with the reinforcing plate 16. Therefore, if the strength reduction region of the web portion 12B by the through-hole 14 and the restraining end region E overlap, than the overlapping amount required length required length S ₁ of the reinforcing plate 16 mentioned above in accordance with the of S ₂ Is also shortened.

In the present embodiment, a region (V = 0.25R) from the constraining end 12BK of the beam bracket 12 to the through hole 14 side (inward in the beam axis direction) 0.25R is defined as a constraining end side region E. The through hole 14 is formed so that the proof strength lowering region of the web portion 12B by 14 overlaps with the constraining end side region E, that is, within the range of 1.75R ≦ D ≦ 3.25R. Thus, the length S ₁ of the reinforcing plate 16 is set so as to satisfy the above equation (2). The minimum value of the length _{S 1} of the reinforcing plate 16 is 1.5R.

On the other hand, as shown in FIG. 3, the through-hole 14 is formed so that the proof strength reduction region of the web portion 12 </ b> B and the constrained end side region E by the through-hole 14 do not overlap, that is, within the range of 3.25R <D. If it is, the length S ₁ of the reinforcing plate 16 so as to satisfy the above equation (3) is set. In this case, since the reinforcing effect of the steel columns can not be obtained, should the length S ₁ of the reinforcing plate 16 is the same as the length S ₂ of the reinforcing plate 16 described above _(see equation (1)).

  Next, the operation according to this embodiment will be described.

  As shown in FIG. 2A, a pair of reinforcing plates 16 are provided on one side of the web portion 12B of the beam bracket 12. These reinforcing plates 16 are arranged above and below the through hole 14 in the web portion 12B, and the upper end portion 16A and the lower end portion 16B are joined to the surface of the web portion 12B. That is, the upper end portion 16 </ b> A and the lower end portion 16 </ b> B of the reinforcing plate 16 are integrated with the web portion 12 </ b> B of the beam bracket 12. As a result, the reinforcing plate 16 can resist the shearing force acting on the web portion 12B of the beam bracket 12 with its entire cross-sectional area, and the shear stress distribution Q in the predetermined cross section of the reinforcing plate 16 becomes rectangular. Therefore, the reinforcing effect of the reinforcing plate 16 is improved.

  On the other hand, as in the comparative example shown in FIG. 2B, in the configuration in which the central portion of the reinforcing plate 16 is joined to the web portion 12B of the beam bracket 12 by the high strength bolt 40 and the nut 42, the upper end portion of the reinforcing plate 16 is used. 16A and the lower end part 16B are not integrated with the web part 12B of the beam bracket 12, but become a free end part. Therefore, the upper end portion 16A and the lower end portion 16B of the reinforcing plate 16 cannot resist the shearing force acting on the web portion 12B of the beam bracket 12, and the shear stress distribution Q in a predetermined cross section becomes a parabolic shape (semicircular shape). . Accordingly, the reinforcing effect of the reinforcing plate 16 is reduced.

  As described above, in the present embodiment, the upper end portion 16A and the lower end portion 16B of the reinforcing plate 16 are joined to the surface of the web portion 12B of the beam bracket 12, so that the shearing force acting on the web portion 12B of the beam bracket 12 can be prevented. Since the reinforcing plate 16 resists with its entire cross-sectional area, the reinforcing effect of the reinforcing plate 16 is improved.

  Moreover, in this embodiment, since it is the structure which provides a pair of reinforcement plate 16 on the single side | surface of the web part 12B of the beam bracket 12, it is workability compared with the structure which provides a pair of reinforcement plate 16 on both surfaces of the said web part 12B. Will improve.

  Further, as in the prior art (for example, Patent Document 1), the web portion of the beam bracket and the web portion of the beam body are formed above and below the through-hole formed in the beam joint portion connecting the beam bracket and the beam body. In the configuration in which the angle is provided so as to extend, the web portion of the beam bracket and the web portion of the beam body are not continuous in the beam joint portion, and these web portions do not resist the shearing force. Therefore, since the angle mainly resists the shearing force acting on the beam joint portion, the bearing load of the angle increases. Further, since the web portion of the beam bracket and the web portion of the beam body are not continuous, not only the shearing force but also a local bending moment (local bending moment) acts on the angle. Therefore, since the load-bearing load of the angle is further increased, the required plate thickness of the angle is increased.

  On the other hand, in the present embodiment, since the through hole 14 is formed in the web portion 12B of the beam bracket 12 while avoiding the beam joint portion, and the reinforcing plate 16 is provided above and below the through hole 14, the reinforcing plate 16 is provided. And the web part 12B remaining around the through hole 14 resists the shearing force. Therefore, compared to the prior art, the load bearing strength of the reinforcing plate 16 is reduced, so that the thickness of the reinforcing plate 16 can be reduced.

  As another conventional technique, there is a reinforcing method in which a ring plate (ring-shaped contact plate) or the like is joined to a web portion such as a beam bracket along the outer periphery of the through hole. In this reinforcing method, since the ring plate has a circular shape, the steel material is wasted when the ring plate is cut out from the steel material. Furthermore, since it is necessary to form a ring plate having a through hole larger than the through hole of the web portion in order to secure the welding allowance, the waste of the steel material is great.

On the other hand, in this embodiment, since the shape of the reinforcement plate 16 is a rectangle, since the reinforcement plate 16 can be cut out efficiently from a steel plate, there is little waste of steel materials. Furthermore, based on the result of the performance analysis described later, the total value F _sum and the lengths S ₁ and S ₂ of the cross-sectional area F of each reinforcing plate 16 are set. Therefore, since excessive reinforcement can be suppressed, the waste of the steel material of the reinforcement plate 16 can be omitted. Furthermore, by setting the total value F _sum of the cross-sectional areas F of the reinforcing plates 16 and the lengths S ₁ and S ₂ based on the results of performance analysis described later, it is equivalent to the beam bracket 12 without the through holes 14. The mechanical properties of can be obtained.

Further, as described above, the through hole 14 is formed in the web portion 12B of the beam bracket 12 so that the proof stress decreasing region around the through hole 14 overlaps the constraining end side region E on the constraining end 12BK side. . Accordingly, the steel column 30 reinforces the proof stress lowering region around the through hole 14, and therefore, compared with the length S ₂ from the cut surface CP to the other longitudinal end 16 Li of the reinforcing plate 16 extending inward in the beam axis direction. , it is possible to shorten the longitudinal direction to one end 16Lo length S ₁ of the reinforcing plate 16 extending from the cutting plane CP to the beam axis direction outward (steel columns 30 side). Therefore, the material cost of the reinforcing plate 16 can be reduced. Further, since a gap corresponding to the constraining end side region E can be formed between the steel column 30 and the longitudinal end 16Lo of the reinforcing plate 16, the joining operation of the reinforcing plate 16 to the web portion 12B of the beam bracket 12 is facilitated. Become.

  As described above, according to the steel perforated beam reinforcing structure according to this embodiment, the reinforcing effect of the reinforcing plate 16 on the web portion 12B of the beam bracket 12 in which the through hole 14 is formed can be improved.

  Next, a modified example of the steel perforated beam reinforcing structure according to the embodiment will be described.

  In the said embodiment, although the flat bar was used as the reinforcement plate 16, shape steel may be used. For example, the reinforcing plate 18 may be made of L-shaped steel as in the modification shown in FIGS. 4 (A) and 4 (B). Specifically, the reinforcing plate 18 is made of L-shaped steel and includes a flange portion 18T and a web portion 18U. The reinforcing plate 18 is arranged such that the web portion 18U overlaps the web portion 12B of the beam bracket 12 and the flange portion 18T faces the through hole 14 side.

Here, the reinforcing plate 18 is provided with a flange portion 18T extending from the upper end portion 16A or the lower end portion 16B toward the out-of-plane direction of the reinforcing plate 16 on the upper end portion 16A or the lower end portion 16B of the reinforcing plate 16 in the above embodiment. It is a thing. That is, the web portion 18U of the reinforcing plate 18 corresponds to the reinforcing plate 16 (flat bar, see FIG. 1A) in the above embodiment, and the upper end portion 18U1 and the lower end portion 18U2 thereof are corners of the web portion 12B of the beam bracket 12. Joined by meat welding or the like. Further, the total value F _sum of the cross-sectional areas F of the web portions 18U of the two reinforcing plates 18 is equal to or _larger than the maximum cross-sectional defect area G _max of the web portion 12B of the beam bracket 12 by the through hole 14 (F _sum ≧ G _max ). It is set to be.

Furthermore, the other longitudinal end 18Li to the length (length required) S ₂ of the cut surface reinforcing plate 18 along the beam axis from the CP is set so as to satisfy the following formula (4).
S ₂ ≧ 2.5R (4)

On the other hand, the length (required length) S ₁ from the cut surface CP to the longitudinal end 18Lo of the reinforcing plate 18 along the beam axis direction is set so as to satisfy the following expressions (5) and (6). .
When 1.75R ≦ D ≦ 2.75R,
D−0.25R ≦ S ₁ ≦ D (5)
If 2.75R <D,
S ₁ ≧ 2.5R (6)

By thus constructing the reinforcing plate 18 in the L-section steel, as compared with the reinforcing plate 16 formed of a flat bar (see FIG. 1 (B)), required length S ₁ of the reinforcing plate _18, S ₂ Can be shortened. Therefore, the material cost of the reinforcing plate 18 can be reduced. Further, as can be seen from the result of performance analysis described later, the deformation performance of the H-shaped steel beam 10 can be improved as compared with the reinforcing plate 16.

  In addition, as a shape steel which comprises a reinforcement plate, it is also possible to use T-shaped steel, C-shaped steel, H-shaped steel, Z-shaped steel, etc., for example. For example, when the reinforcing plate is made of T-shaped steel, the flange portion of T-shaped steel that is superimposed on the web portion 12B of the beam bracket 12 corresponds to the reinforcing plate 16 (flat bar) in the above embodiment. When the reinforcing plate is made of C-shaped steel, the C-shaped steel web portion or the flange portion overlapped with the web portion 12B of the beam bracket 12 corresponds to the reinforcing plate 16 (flat bar) in the above embodiment. In addition, the necessary conditions of the reinforcement plate comprised with T-shape steel, C-shape steel, H-shape steel, Z-shape steel, etc. are the same as that of the reinforcement plate comprised with the flat bar mentioned above.

  Next, in the said embodiment, although the bracket type H-shaped steel beam 10 which has a beam joint part (illustration omitted) was demonstrated to the example, the said embodiment is applied also to the H-shaped steel beam which does not have a beam joint part. Is possible. For example, FIG. 5 shows a non-bracket type H-shaped steel beam 20 joined to a steel column 30 by a diaphragm method. The H-shaped steel beam 20 as a steel beam includes a pair of upper and lower flange portions 20A corresponding to the FA rank and a web portion 20B corresponding to the FA rank in which the through holes 14 are formed. The H-shaped steel beam 20 is joined by welding or the like to a pair of outer diaphragms 32 having a flange portion 20A provided on the outer peripheral surface of the steel column 30, and a web portion 20B provided on the outer surface of the steel column 30. The gusset plate 34 is overlapped and joined by a high-strength bolt 36.

  As described above, the H-shaped steel beam 20 joined to the steel column 30 by the diaphragm method generally does not have a beam joint portion, but the embodiment can be applied to such an H-shaped steel beam 20 as well. That is, the through-hole formed in the web portion while avoiding the beam joint portion in the above embodiment does not mean that the beam joint portion is essential, as in the H-shaped steel beam 20 in this modification. It is a concept that also includes a through hole 14 formed in the web portion 20B in which no beam joint portion exists. The diaphragm is not limited to the outer diaphragm 32 but may be an inner diaphragm or a through diaphragm.

  Moreover, in the structure which joins the steel column 30 and the web part 20B of the H-shaped steel beam 20 by the gusset plate 34, the site | part along the edge part 34A inside the beam axial direction of the gusset plate 34 in the web part 20B is a web part. It becomes the restraining end 20BK of 20B. Therefore, when using the above formulas (1) to (3), the distance D to the center C of the through hole 14 is obtained with reference to the constraint end 20BK. The same applies not only to the gusset plate 34 but also to the case where the steel column 30 and the web portion 20B of the H-shaped steel beam 20 are joined by a member corresponding to the gusset plate 34.

  Next, when two through holes 22 and 24 are formed adjacent to the web portion 12B of the beam bracket 12 as in the modification shown in FIG. You may reinforce the peripheral part of the two through-holes 22 and 24 in the part 12B.

Specifically, in the web portion 12B of the beam bracket 12, two through holes 22 and 24 having different radii are formed adjacent to each other. The through hole 22 is a circular hole having a radius R ₁ centered on the center C ₁ , and the through hole 24 is a circular hole having a radius R ₂ (R ₁ > R ₂ ) centered on the center C ₂ . . A pair of reinforcing plates 26 are respectively provided above and below these through holes 22 and 24 so as to straddle the two through holes 22 and 24. The pair of reinforcing plates 26 are provided on one side of the web portion 12B of the beam bracket 12.

Also relates to a pair of reinforcing plates 26, the longitudinal direction to the other end 26Li length _{S 2} of the reinforcing plate 26 from the cutting plane CP ₂ passing through the center _{C 2} along the beam axis direction of the through hole 24, the equation (1 ), And the length S ₁ from the cut surface CP ₁ passing through the center C ₁ of the through hole 22 to the longitudinal end 26Lo of the reinforcing plate 26 along the beam axis direction is expressed by the above formula (2). And it is set to satisfy Equation (3). Furthermore, conditions such as the width W and the cross-sectional area of the reinforcing plate 26 are the same as in the above embodiment.

In this modification, the length S ₁ of the reinforcing plate 26 is set on the basis of the radius R ₁ of the through hole 22, the length S ₂ of the reinforcing plate 26 is set on the basis of the radius R ₂ of the through-holes 24 The For example, when calculating the length _{S 1} of the reinforcing plate 26, the radius _{R 1} of the through hole 22 is used as the radius R in the formula (2) and (3). Further, assuming that the larger of the radius R ₁ and the radius R ₂ is R _max , the width W of the reinforcing plate 26 is set such that W ≧ R _max . Incidentally, the radius _{R 2} of the radius _{R 1} and the through hole 24 of the through hole 22 may be the _same, may be R 1 _{<R 2.}

  In this way, by reinforcing the peripheral portions of the through holes 22 and 24 in the web portion 12B by the pair of reinforcing plates 26 extending over the two through holes 22 and 24, the two through holes 22 and 24 are separated by separate reinforcing plates 26. Compared with the structure to reinforce, the number of reinforcing plates 26 can be reduced. Therefore, the workability is improved. Further, the reinforcement of the peripheral portions of the two through holes 22 and 24 is studied separately, and the through hole 24 is close to the through hole 22 even when the reinforcement is required only in the peripheral portion of the through hole 22. In some cases, the performance cannot be secured only by reinforcing the peripheral portion of the through hole 22 due to the influence of the through hole 24. In this case, the performance can be ensured by making the peripheral portions of the through holes 22 and 24 continuous reinforcement by the pair of reinforcing plates 26.

Incidentally, the average value of the radius _{R 2} of the radius _{R 1} and the through hole 24 of the through hole 22 and _{R ave (= (R 1 +} R 2) / 2), between the center _C 1, _{C 2} of the through holes 22, 24 When 4R _ave <P when the distance is P, the peripheral portions of the through holes 22 and 24 in the web portion 12B are reinforced with separate reinforcing plates 46 and 48 as shown in FIG. 6B. You may do it. Further, the bending moment acting on the beam bracket 12 decreases as the distance from the steel column 30 increases. Therefore, when 4R _ave <P and the through hole 24 is separated from the steel column 30 to the extent that reinforcement is not necessary, the through hole 24 may not be reinforced.

Further, in the modified example shown in FIG. 6 (B), from the longitudinal direction to the end 46Lo length _{S 1,} and the cutting surface CP ₁ of the cutting plane CP ₁ from the reinforcing plate 46 to the other longitudinal end 46Li the reinforcing plate 46 for obtaining the length _{S 2,} as the radius R in the above formula (1) to (3), it may be used a radius _{R 1} of the through hole 22. Similarly, when obtaining the other longitudinal end 48Li to the length _{S 2} of the reinforcing plate 48 from the longitudinal direction to the end 48Lo length _{S 1,} and the cutting surface CP ₂ of the reinforcing plate 48 taken along the CP ₂ is The radius R ₂ of the through hole 24 may be used as the radius R in the above formulas (1) to (3).

  Next, in the above-described embodiment, the H-shaped steel beam 10 has been described as an example of the steel beam. However, for example, the above-described method is applied to the steel beam 50 whose cross-sectional shape is a closed cross-section as in the modification illustrated in FIG. A form may be applied. Specifically, the steel beam 50 includes a pair of upper and lower flange portions 50A and a plurality (two in this modification) of web portions 50B that connect these flange portions 50A. These web portions 50B are provided to face each other between a pair of upper and lower flange portions 50A, and constitute a closed section together with the flange portions 50A. Moreover, the through-hole 52 is formed in each web part 50B. Further, a pair of reinforcing plates 16 are provided on the outer surface of each web portion 50B, and each web portion 50B is reinforced by these reinforcing plates 16.

  In the steel beam 50 having a closed cross section as described above, the above embodiment is particularly effective. This is because in the steel beam 50 having a closed cross section, it is difficult to join the reinforcing plate 16 to the inner surface of the web portion 50B. Similarly, the above embodiment is also effective for a box-shaped steel beam having a closed cross section.

  Further, for example, when a small beam is attached around the through hole 14 in the above embodiment, the reinforcing plate 16 may be turned and welded. Furthermore, the reinforcing plate 16 is not limited to a single member (single plate), and a plurality of divided members can be joined and used so as to have the same performance as that of a single member. The same applies to the case of division by a gusset plate for a small beam.

  As mentioned above, although one embodiment of the present invention was described, the present invention is not limited to such an embodiment, and one embodiment and various modifications may be used in combination as appropriate, and the gist of the present invention will be described. Of course, various embodiments can be implemented without departing from the scope.

  Next, performance analysis will be described.

<Overview>
In this performance analysis, the length, shape, etc. of the reinforcing plate were used as parameters, and the analysis was performed by the finite element method using an analysis model.

<Analysis model>
8A and 8B show basic models of each analysis model. The H-shaped steel beam 60 in the basic model simulates a long-span beam with an excellent bending moment, and is a cantilever whose one end in the longitudinal direction is fixed to a steel column (not shown). The H-shaped steel beam 60 is an FA-rank equivalent H-shaped steel (strength 490 N / mm class ² ) having a pair of upper and lower flange portions 60 </ ^b > A and a web portion 60 </ ^b > B, with a beam span of 1600 mm and a beam formation of 300 mm. Yes. Further, the web portion 60B of the H-shaped steel beam 60 circular through hole 64 is formed with a radius R around the center C (= 55 mm), the maximum cross-sectional deficient area _{G max} web portion 60B is 660 mm ² (= Radius 55 mm × 2 × plate thickness 6 mm). The distance D from the restraining end 60BK of the web portion 60B of the H-shaped steel beam 60 to the center C of the through hole 64 is 2R. Furthermore, the plate | board thickness of the web part 60B of the H-shaped steel beam 60 is 6 mm.

  As a reinforcement with respect to the web part 60B of the H-shaped steel beam 60, as shown in FIG. 9 and a configuration in which a pair of L-shaped steel 68 as a reinforcing plate is provided on one side of the web portion 60B as shown in FIG. 9 (hereinafter referred to as “reinforcement type 2”).

The pair of flat bars 66 in the reinforcement type 1 are provided above and below the through hole 64, and upper and lower ends are fixed to the surface of the web portion 60 </ b> B of the H-shaped steel beam 60. The pair of L-shaped steels 68 in the reinforcement type 2 includes a flange portion 68T and a web portion 68U. The web portion 68U is overlapped with the web portion 60B of the H-shaped steel beam 60, and the flange portion 68T is placed on the through hole 64 side. It is arranged toward the. Further, in the L-shaped steel 68, the upper and lower ends of the web portion 68U are fixed to the web portion 60B of the H-shaped steel beam 60. The strengths of the flat bars 66 and 70 and the L-shaped steel 68 are set to the same 490 N / mm class ² as the H-shaped steel beam 60.

  FIG. 10 shows details of the models 1 to 9. About these models 1-9, in the state which fixed the longitudinal direction one end part of the H-shaped steel beam 60, it is perpendicular to the applied point P (intermediate point between the flange parts 60A) of the longitudinal direction other end part of the H-shaped steel beam 60. The displacement at the same applied point (displacement measurement point) P was measured while applying a load upward.

  Note that the model 1 has a non-hole configuration in which the through hole 64 is not formed in the basic model. The various dimensions of the reinforcing plate shown in FIG. 10 indicate the dimensions of the flat bar 66 in the reinforcing type 1 and the dimensions of the web portion 60B of the L-shaped steel 68 in the reinforcing type 2.

<Evaluation criteria>
In the performance evaluation, two items of total plastic yield strength and plastic deformation magnification were evaluated. In addition, it is an indispensable condition that the two items of total plastic yield strength and plastic deformation magnification satisfy the following reference values. As shown in FIG. 11 (A), the total plastic yield strength is the load at the intersection 84 where the extension line 80 of the initial stiffness intersects the extension line 82 of the secondary gradient in the load deformation relationship obtained from the analysis result ( The total plastic proof stress of models 2 to 9 was evaluated based on the total plastic proof strength of non-porous model 1. Also, the plastic deformation ratio is an indicator for the deformation performance, as shown in FIG. 11 (B), the displacement of all the plastic yield strength described above and [delta] _P, the displacement of the maximum strength is taken as [delta] _U, plastic Deformation magnification = (δ _U / δ _P ) −1, and P-1-1-1 classification corresponding to the FA rank specified in the steel structure limit state design guideline and explanation (Architectural Institute of Japan) Based on the plastic deformation ratio ≧ 4), the plastic deformation ratios of models 2 to 9 were evaluated.

<Results of performance analysis>
12 to 15 show the results of performance analysis.

First, FIG. 12 shows the analysis results of model 1 and models 2-4. In model 2 to 4, the length _{S 2} of the flat bars 66 are different (see Figure 10).

As can be seen from FIG. 10 and FIG. 12, in the models 2 to 4, the total plastic body yield strength is 160.51 kN, 162.28 kN, and 160.95 kN, respectively, which are equal to or higher than the reference value (the total plastic yield strength of the model 1 is 153.76 kN) became. In the models 2 and 3, the plastic deformation magnifications were 3.55 and 3.69, respectively, which were lower than the standard values (plastic deformation magnification <4). On the other hand, in the model 4, the plastic deformation magnification was 4.23, which was not less than the reference value (plastic deformation magnification ≧ 4). Therefore, the flat length _{S 1} of the bars 66 above 1.75R, and when the length _{S 2} of the flat bar 66 is not less than 3.0R, Model 1 equivalent Mechanical Behavior imperforate obtain Can be confirmed.

Here, it is shorter than the flat in the bar 66, should the length S ₁ is necessary length S _2. This is because, as shown in FIG. 8 (A), since the supporting condition of the restraining end 60BK of the web portion 60B of the H-shaped steel beam 60 is fixed, deformation around the restraining end 60BK is reduced. Conceivable. In this analysis, the distance D from the restraint end 60BK of the web portion 60B of the H-shaped steel beam 60 to the center C of the through hole 64 is 2R. Therefore, a region from the distance D minus a required length _{S 1} of the flat bar 66 and L-shaped steel 68, i.e., the region from the restraining end 60BK to 0.25R (= 2R-1.75R) into the through-hole 64 side ( In FIG. 1 (A), it can be confirmed that the reinforcement by the flat bar 66 is unnecessary.

Next, FIG. 13 shows the analysis results of Model 1 and Models 5-7. In model 5-7, the length _{S 2} of the L-shaped steel 68 is different (see FIG. 10).

As can be seen from FIGS. 10 and 13, in models 5 to 7, the total plastic yield strengths are 161.62 kN, 163.16 kN, and 163.16 kN, respectively, which are equal to or higher than the reference value (total plastic yield strength of model 1. became. In model 5, the plastic deformation ratio was 3.72, which was lower than the reference value (plastic deformation ratio <4). On the other hand, in the models 6 and 7, the plastic deformation magnification was 4.27 and 5.06, which was equal to or greater than the reference value (plastic deformation magnification ≧ 4). Therefore, the length _{S 1} is more 1.75R of L-shaped steel 68, and the length _{S 2} of the L-shaped steel 68 is at a higher 2.5R, Model 1 equivalent Mechanical Behavior of free holes It can be confirmed that it is obtained. Further, in the models 5 to 7 using the L-shaped steel 68, the plastic deformation magnification was larger than the models 2 to 4 using the flat bar 66. From this, it can be confirmed that by using the L-shaped steel 68, the deformation performance of the H-shaped steel beam 60 is improved as compared with the flat bar 66.

  Next, FIG. 14 shows the analysis results of model 1 and models 4 and 8. The model 8 is a model simulating the joining with the steel column by the diaphragm method. In the model 4, the gusset plate 34 (see FIG. 5) is provided on one side of the web portion 60B of the H-shaped steel beam 60. is there. 5, in the model 8, from the end 34A (see FIG. 5) of the gusset plate 34 in the web portion 20B of the H-shaped steel beam 20 to the center C of the through hole 14. The distance D is 2R. Further, the support condition is fixed for the area of the web portion 20B where the gusset plates 34 are overlapped.

  As can be seen from FIG. 14, the analysis result of model 8 approximated the analysis result of model 4. Therefore, in the model 8, the portion along the end 34A (see FIG. 5) on the inner side in the beam axis direction of the gusset plate 34 in the web portion 60B corresponds to the restraining end 60BK of the web portion 60B in the model 4. I can confirm. This is considered to be the same for the configurations in which the gusset plates are provided in the models 2 to 9 to which the reinforcement types 1 and 2 are applied.

Next, FIG. 15 shows analysis results of model 4 and model 9 using SS400 (intensity 400 N / mm ² class) as the flat bar 66 in model 4. In model 4, SN490 (strength 490 N / mm class ² ) is used for the flat bar 66.

  As can be seen from FIG. 15, the analysis result of model 9 approximated the analysis result of model 4. From this, it can be confirmed that the steel material strength of the flat bar 66 may be equal to the steel material strength of the H-shaped steel beam 60 or may be about one rank lower than the steel material strength of the H-shaped steel beam 60. This is considered to be the same for the strength of the flat bars 66 and the L-shaped steel 68 in the reinforcement types 1 and 2.

  From the results of the performance analysis described above, the effectiveness of the steel perforated beam reinforcement structure according to the above embodiment was confirmed.

12 Beam bracket 12B Web portion 12BK Restraint end 14 Through hole 16 Reinforcing plate 16A Upper end portion 16B Lower end portion 16Lo Longitudinal end 16Li Longitudinal other end 18 Reinforcing plate 18U1 Upper end portion 18U2 Lower end 18Lo Longitudinal end 18Li Longitudinal other end 20 Shaped beam 20B Web portion 20BK Restraint end 22 Through hole 24 Through hole 26 Reinforcement plate 26Lo Longitudinal end 26Li Longitudinal other end 30 Steel column 34A End (constraint end)
46 Reinforcing plate 46Lo Longitudinal end 46Li Longitudinal other end 48 Reinforcing plate 48Lo Longitudinal end 48Li Longitudinal other end 50 Steel beam 50B Web portion 52 Through hole 60 H-shaped steel beam 60B Web portion 60BK Constraining end 64 Through hole 66 Flat bar (Reinforcement plate)
68 L-shape steel (reinforcement plate)
70 Flat bar (reinforcement plate)
CP cut surface CP ₁ cut surface CP ₂ cut surface

Claims (3)

A steel beam with a through hole formed in the web part avoiding the beam joint part,
Reinforcing plates provided on one side of the web portion, arranged in the upper and lower sides of the through-holes with the longitudinal direction being the beam axis direction of the steel beam, and upper and lower ends joined to the web portion;
A steel perforated beam reinforcement structure. When the reinforcing plate and the web portion are cut at a cutting plane orthogonal to the beam axis direction and passing through the center of the through hole, the total value of the cross-sectional areas of the reinforcing plate is lost by the through hole. It is said that it is more than the maximum missing cross-sectional area of the web part,
When the length from the cut surface to both ends in the longitudinal direction of the reinforcing plate is S ₁ and S ₂ , and the radius of the through hole is R,
When the reinforcing plate is L-shaped steel, S ₁ ≧ 2.5R and S ₂ ≧ 2.5R,
_2. The steel perforated beam reinforcing structure according to claim 1, wherein when the reinforcing plate is other than L-shaped steel, S ₁ ≧ 3.0R and S ₂ ≧ 3.0R. When the reinforcing plate and the web portion are cut at a cutting plane orthogonal to the beam axis direction and passing through the center of the through hole, the total value of the cross-sectional areas of the reinforcing plate is lost by the through hole. It is said that it is more than the maximum missing cross-sectional area of the web part,
The distance from the constraining end of the web portion constrained by the steel column to which the steel beam is joined to the center of the through hole is D, the radius of the through hole is R, and the reinforcement on the steel column side from the cut surface a length of up to one longitudinal end of the plate S _1, the length from the cutting surface to the other longitudinal end of the reinforcing plate when the S _2,
When the reinforcing plate is L-shaped steel, 1.75R ≦ D ≦ 2.75R, D−0.25R ≦ S ₁ ≦ D, and S ₂ ≧ 2.5R,
If the reinforcing plate is non-L-shaped steel, 1.75R ≦ D ≦ 3.25R, and _{D-0.25R ≦ S 1 ≦ D} , and according to claim 1 which is the _{S 2} ≧ 3.0R Steel frame perforated beam reinforcement structure.

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