JPH08151686A - Pillar/beam connecting part provided with energy absorbing mechanism - Google Patents

Abstract

PURPOSE: To perform an economical design displaying large earthquake resisting power by a small amount of steel material while eliminating necessity of a member for mounting an energy absorbing part, by mounting in a haunch shape the energy absorbing part in a beam or pillar of a pillar/beam connecting part. CONSTITUTION: An H-shaped section steel frame pillar 1 and beam 2 are rigidly connected to form a frame. In a pillar/beam connecting part, in a member axial direction from a crossing part with a pillar flange 1a of a lower flange 2a of the beam 2, an energy absorbing part 3 of T-shaped sectional shape, manufactured of pillar base material and a very low yielding point steel or the like having a yield point lower than a beam base material, is arranged with a web part 3a of the energy absorbing part 3 in parallel to a web of the beam 2, to provide a constitution integrally connected into a right angled triangular haunch shape changed by a tilt angle in accordance with a stress gradient in a member axial direction from a beam end. By this pillar/ beam connection, in the case of receiving horizontal external force of earthquake or the like, the beam base material 2 is left as stooped in an elastic limit, to plasticize the energy absorbing part 3 almost over a total length, and vibration energy is efficiently absorbed as plastic energy, to display an earthquake resisting effect.

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an energy applied to a beam-column joint portion of a building structure in which a column and a beam are joined to form a rigid frame, which absorbs vibration energy as plastic energy and suppresses building vibration. The present invention relates to a beam-column joint provided with an absorption mechanism.

[0002]

2. Description of the Related Art Conventionally, vibration energy is absorbed as plastic energy to suppress building vibration, which is carried out at a beam-column joint of a building structure in which columns and beams are joined to form a rigid frame.
About the seismic-resistant beam-column joints, the following are known and implemented. At the end of the column and beam of the column-beam joint where the column and beam are joined,
A mechanism in which extremely mild steel material having a much lower yield point than that of the base material is laminated, and the extremely mild steel material is plasticized at the time of an earthquake to obtain a restoring force characteristic with large damping (JP-A-4-1373, JP-A-4-29767).
No. 4, JP-A-5-156839). A mechanism that enhances the toughness of the frame by joining the beam end of the beam-column joint where the column and beam are joined together with an end plate that plastically deforms before the local buckling of the beam material (Japanese Patent Publication No. 63-53340). See the invention of Japanese Utility Model Publication No. 1-13682). In a normal structure design, it is customary to form a haunch shape near the end of the beam as shown in FIG.

[0003]

According to the above mechanism, it is possible to suppress the vibration of a building by absorbing the vibration energy as plastic energy. However, with this mechanism, it is not possible to sufficiently secure the formation from the neutral axis to the ultra-soft steel material, so it is not possible to give a high plasticity rate to the ultra-soft steel material, and the damping effect is small. For example, considering the case where the upper flange of the beam forms a composite beam with the floor slab as shown in FIGS. 20A and 20B, and the ultra-soft steel material is laminated only on the lower flange, the strain distribution form of this example is as shown in FIG. . That is, this seismic performance is shown in Figure 1.
2 is considered to be a condition that Xa is close to 0, the bending moment at the position of section A (bending moment within the elastic limit of the base metal) My is small, and the base metal is within the elastic limit for the bending moment of the required size. When I try to keep it
The cross section of the beam base material must be enlarged. Further, the plasticity ratio is about 2.5 or less, and a large energy absorption capacity cannot be expected.

Next, the above-mentioned mechanism is intended for a small building frame, and it is difficult to apply it to a large-scale building frame targeted by the present invention. Also, once the end plate has undergone plastic deformation, it cannot be expected to absorb the vibration energy due to repeated displacement. The above design scheme is not intended to reduce vibration by absorbing energy. In the design for the external force at the primary design level, the base material portion is required to be substantially elastic, so that energy absorption cannot be expected at the beam-column joint having the configuration shown in FIG. 19, for example. That is, when the relationship between the bending moment and the rotational deformation at the beam end is schematically shown, it becomes linear as shown in FIG. 22, and the area corresponding to the energy absorption amount does not occur.

Therefore, an object of the present invention is to increase the stress that the entire cross section can bear within the elastic limit of the base material portion, and at the same time, increase the plasticity ratio (the ratio of the strain amount to the yield strain amount) of the energy absorbing portion. It is possible to increase the energy absorption capacity by increasing it, and it is possible to expect a sufficient effect of reducing the response to external force at the primary design level even though the base material part is in an elastic state, and the elastic limit of the base material can be expected. An object of the present invention is to provide a beam-column joint having an energy absorbing mechanism whose ability can be adjusted and which is effective in structural design.

[0006]

As means for solving the above-mentioned problems, a column-beam joint provided with an energy absorbing mechanism according to the invention of claim 1 rigidly joins the columns to form a ramen. Energy of T-shaped cross-sectional shape made of a metal material having a lower yield point than the pillar material or the beam material in the material-beam direction of the pillar-beam joint of the building structure The absorbent part is integrally joined in a haunch shape in which the web part is arranged in parallel with the web of the pillar or the beam.

The column of the column-beam joint of the present invention is a reinforced concrete structure or a steel frame reinforced concrete structure column, the beam is a steel frame structure, and the energy absorbing portion is joined to the flange of the beam (see FIG. 4). ). The energy absorbing portion of the beam-column joint according to the present invention is characterized in that it is joined to both sides of the flange of the column or the flange of the beam in a symmetrical haunch shape (see FIG. 2 or FIG. 3).

The energy absorbing portion of the beam-column joint of the present invention is
The width dimension of the flange portion and the height of the web portion are characterized by a cross-sectional change shape in which the flange intersection portion of the column or beam is maximum and gradually decreases in the material axis direction (see FIGS. 7A to 7C). . In the beam-column joint portion of the present invention, the width dimension of the flange of the portion to which the energy absorbing portion of the column or beam is joined is
It is characterized in that it is formed smaller than the width dimension of the flange portion of the energy absorbing portion.

In the column or beam of the column-beam joint of the present invention,
The flange of the portion where the energy absorbing portion is joined is cut off, and the web portion of the energy absorbing portion is joined directly to the web. The energy absorbing portion in the beam-column joint of the present invention is characterized by being formed of an extremely low yield point steel, a low yield point steel or stainless steel.

The column referred to in the present invention includes the case where it is an earthquake-resistant stud as well as the column which constitutes a normal ramen.

[0011]

As a general configuration example of the present invention, consider a case where the upper flange of the beam base material 2 forms a composite beam with the floor slab 4 as shown in FIG. 11A. The strain distribution generated in the cross section is as shown in FIG. 11B, and the plastic strain E is generated in the energy absorbing portion. When the composition of the energy absorbing portion is represented by the symbol X, the bending moment M that can be borne by the entire cross section is roughly calculated by the following [Numerical formula] with reference to the strain distribution form of FIG. 11B when the beam base material is within the elastic limit. 1].

[0012]

[Equation 1]

The symbol A _r in the equation is the cross-sectional area of the tensile reinforcing bar 5 of the floor slab portion 4 forming the composite beam, and A _f is the cross-sectional area per flange of the beam base material (H-shaped cross-sectional beam) cross section),
A _w is the web cross-sectional area of the beam base material (H-shaped cross-section beam), A _a is the cross-sectional area of the flange portion of the energy absorbing portion, t _w is the plate thickness of the web portion of the energy absorbing portion, and σ _y 'is the energy absorbing portion. Is the yield stress of the material that constitutes, and μ ₁ is the plasticity ratio of the flange part of the energy absorbing part, and μ ₂ is the average value of the plasticity ratio of the web part of the energy absorbing part. Further, X ₁ is the distance from the center of the cross section of the energy absorbing portion (extremely low yield point steel) to the neutral axis, and is represented by the following [Equation 2].

[0014]

[Equation 2]

Other symbols are as shown in FIGS. 11A and 11B. The above [Equation 1] shows the case where the energy absorbing part is on the compression side, and the lower limit of the elastic limit of the beam base material is generally [Equation 1] when μ ₁ becomes the following [Equation 3]. expressed.

[0016]

(Equation 3)

The symbol σ _y in the above [Formula 3] is the yield stress level of the beam base material. Now, as an example, the above A _r = 21.6 cm ² ,
A _f = 75.0cm ² , A _w = 51.75cm ² , A _a = 75.0cm ² , d = 12.5c
Solving M for m, h = 57.5 cm, σ _y = 3.3 t / cm ² , σ _y '= 1.0 t / cm ^{2 using} the above [Equation 1] and [Equation 2] with μ ₁ as a parameter The result is shown by a thin solid line in FIG. 12, and the bending moment M _y at the elastic limit of the beam base material is shown by a thick solid line in consideration of the condition of [Equation 3]. Here, for simplicity, the relationship between μ ₁ and μ ₂ is expressed by the following [Equation 4].

[0018]

[Equation 4]

In FIG. 12, the vertical axis represents the bending moment M that the entire cross section bears, and the horizontal axis represents the component X _a of the energy absorbing portion. The larger this formation X _a , the larger M _y . Further, when a bending moment M of the same magnitude is generated in the cross section, μ ₁ does not change so much even if X _a is increased. FIG.
The symbol ● in 2 indicates an example in which an energy absorbing portion whose composition changes at a constant gradient is incorporated as shown in FIG. 13, and the symbol ○ indicates each of A to A in the example in which an energy absorbing portion whose configuration is uniform is incorporated as shown in FIG. The relationship between the magnitude of the bending moment at the position of the E cross section and the formation of the energy absorbing portion is shown. The bending moments in the examples of FIGS. 13 and 14 are 16 m × 8 m spans, and the longitudinal length near the 10th floor when a 20-story steel building receives a seismic force of about 0.25 base shear (corresponding to the primary design level external force). Beam (16m)
It is a value that is considered to occur in. Comparing the ● mark and the ○ mark, the plasticity ratios of the energy absorbing parts are almost the same at the positions of the respective cross sections, and it can be said that the energy absorbing capacities of FIG. 13 and FIG. 14 are equal after all. Therefore, the shape of the haunch is shown in FIG.
It can be said that the example of 3 has an excellent shape because the amount of material used is smaller and the transmission of force near the position of the cross section E is smooth. From FIG. 12, the plasticity ratio at the position of section A is 4.
It becomes 5 or more, and it is clear that a large energy absorption capacity can be expected. By the way, the relationship between the bending moment and the rotational deformation at the primary design level is schematically shown in FIG. 11C.

Next, as a general example of a different structure of the present invention, the width dimension of the flange 2a of the beam base material 2 to which the energy absorbing portion is joined as shown in FIG. 15A is the width dimension of the flange portion 3a of the energy absorbing portion 3. Consider the case where the upper flange of the beam base material 2 is smaller than the above and forms a composite beam with the floor slab 4. The strain distribution generated in the cross section is as shown in FIG. 15B, and a large plastic strain E is generated in the energy absorbing portion 3. When the composition of the energy absorbing portion 3 is represented by the symbol X _a , the bending moment M that the entire cross section can bear is approximately calculated as follows when the beam base material is within the elastic limit, with reference to the strain distribution form of FIG. 15B. [Formula 5] of

[0021]

(Equation 5)

The symbol A _r in the equation is the cross-sectional area of the tensile reinforcing bar 5 of the floor slab portion 4 forming the composite beam, A _fu is the cross-sectional area of the upper flange of the beam base material 2 (H-shaped cross-section beam), and A _fb is The cross-sectional area of the lower flange 2a ′ of the beam base material (H-shaped cross-section beam), A _w is the beam base material (H
The web cross-sectional area of the mold section beam), A _a is the energy absorbing portion 3
Cross-sectional area of the flange part of the energy absorption part 3, t _w is the plate thickness of the web part of the energy absorption part 3, σ _y 'is the yield stress of the material forming the energy absorption part 3, and μ ₁ is the plasticity of the flange part of the energy absorption part 3. The rate, μ ₂ is an average value of the plasticity rate of the web portion of the energy absorbing portion 3. X ₁ is the distance from the center of the cross section of the ultra low yield point steel to the neutral axis and is represented by the following [Equation 6].

[0023]

(Equation 6)

Other symbols are as shown in FIGS. 15A and 15B. [Equation 5] represents the case where the energy absorbing portion 3 is on the compression force side, and the lower limit of the elastic limit of the beam base material 2 is generally expressed by the following [Equation 5] where μ ₁ is the following [Equation 7]. It is represented by the case.

[0025]

(Equation 7)

The symbol σ _y in [Equation 7] is the yield stress level of the beam base material. As an extreme example of the present invention, consider the case where there is no lower flange of the beam base material (A _fb = 0) as shown in FIGS. 10A and 10B. The dimensions of each ^{_{part, A r = 21.6cm 2, A}} fu = 75.0cm 2, A
_w = 51.75cm ² , A _a = 75.0cm ² , d = 12.5cm, h = 57.5cm,
FIG. 16 shows the results of solving the bending moment M with σ _y = 3.3t / cm ² and σ _y '= 1.0t / cm ² and using the above [Formula 5] and [Formula 6] with μ ₁ as a parameter. A thin solid line shows the bending moment M _y at the elastic limit of the beam base material 2 in consideration of the condition of [Equation 7]. Here, for the sake of simplicity, the relationship between μ ₁ and μ ₂ can be expressed by the following [Equation 8].

[0027]

(Equation 8)

In FIG. 16, the vertical axis represents the bending moment M that the entire cross section bears, and the horizontal axis represents the component X _a of the energy absorbing portion 3.
The larger this formation X _a , the larger M _{y, and} the larger M that can be borne by the same μ ₁ . The mark ● in FIG. 16 is the one in FIG. 10A.
3 shows the relationship between the magnitude of the bending moment and the formation of the energy absorbing portion 3 at the positions of the cross sections A to E. The bending moment in the examples of FIGS. 10A and 10B has a span of 16 m × 5 m, and a steel frame building of about 20 stories has a base shear of about 0.25 (1
It is a value considered to occur on the longitudinal beam (16 m) near the 10th floor when it receives an earthquake force of the next design level external force).
The plasticity ratio of the energy absorption portion at each cross-section position is 3 to
4, a relatively uniform and large plastic deformation occurs over the entire energy absorbing portion, and it is clear that a large energy absorbing capacity can be expected.

Next, as shown in FIGS. 18A and 18B, the performance curve of the beam 2 in which the lower flange of the beam base material 2 has a usual size is shown in FIG.
It was shown to. According to FIG. 17, the component X _a of the energy absorption unit 3 is
Since the bending moment M that can be borne by the same μ ₁ does not become large even if the stress becomes large, the plasticity at the position where the stress is small as in the cross-sections D to E in FIG. The rate becomes small, and it is difficult to cause large plastic deformation over the entire energy absorbing portion. In this respect, it can be said that the beam of FIG. 10A is superior to the beams of FIGS. 18A and 18B.

However, referring to FIGS. 16 and 17, the beam of FIGS. 10A and 10B has a smaller value of M _Y than the beam of FIG. In addition, in FIG. 16 and FIG. 17, the following [Equation 9]
The total plastic moment M _p , which is represented by the above, at which the entire cross section of the beam base material is in the yield state is shown by a thick broken line. In FIG. 16, the difference from M _Y to M _p is smaller than that in FIG. This indicates that the beam base material has a small margin from the beginning of yield to the final state, which is not desirable.

[0031]

[Equation 9]

The above problem is caused by the problem shown in FIG. 8A, B or FIG.
It is possible to adjust by arranging the lower flange 2a having a small cross section like A and B, and it is possible to design a beam end having an intermediate performance between FIG. 16 and FIG. That is, a beam end portion having appropriate values of M _y and M _P and exhibiting a large energy absorbing ability by relatively large and large plastic deformation throughout the energy absorbing portion can be obtained.

[0033]

EXAMPLE An example of the present invention shown in the drawings will be described below.
1A and 1B are column-beam joints of a building structure in which a steel frame pillar 1 having an H-shaped cross section and a steel frame beam 2 having the same H-shaped cross section are rigidly joined to form a rigid frame, and the lower flange 2a of the beam 2 is shown. In the axial direction from the intersection with the column flange 1a in the column, the yield point is lower than that of the column base material and the beam base material (structural steel = ordinary steel), or the extremely low yield point steel or the low yield point steel or the stainless steel. The energy absorbing portion 3 having a T-shaped cross section formed by, for example, has the web portion 3a arranged in parallel with the web of the beam 2 and is adapted to the stress gradient generated from the end of the beam in the axial direction due to an earthquake or wind load. It shows a structure integrally joined to a right-angled triangular haunch shape that changes depending on the inclination angle. In the figure, reference numeral 4 is a floor slab, and 6 is a stiffener for reinforcement. Energy absorption part 3
Welding is adopted as the joining means so that the stress is sufficiently transmitted. When the beam base material 2 is ordinary steel (structural steel), the material of the energy absorbing portion 3 is an extremely low yield point steel such as so-called pure iron.
Alternatively, low yield point steel such as low carbon steel (mild steel), stainless steel, etc. are suitable, and when the beam base material 2 is high tensile steel, ordinary steel can also be used. Such material conditions are common to the examples described below.

According to this beam-column joint, the beam base material 2 is kept within the elastic limit at the beam end where a relatively large stress is generated when a horizontal external force such as an earthquake or wind load is applied. ,
The energy absorbing portion 3 is plasticized over substantially the entire length thereof, efficiently absorbs vibration energy as plastic energy, and exerts a seismic (vibration damping) effect. In other words, the effect of reducing the response to the external force at the primary design level (the external force assuming the use limit state) can be expected.

Next, in the embodiment shown in FIG. 2, the energy absorbing parts 3, 3 having a T-shaped cross section are vertically symmetrical in the haunches at the upper and lower flange ends of the beam 2 constituting the beam-column joint. It is a structure joined to the shape. It can be applied to the blow-through part and the beam-column joint of the outer frame. In the embodiment shown in FIG. 3, the left and right flanges 1a, 1a of the column 1 forming the beam-column joint section intersects with the lower flange 2a of the beam 2 downward from the intersection with the lower flange 2a of the beam 2. The energy absorption part 3 is a right-angled triangle having a maximum portion that gradually declines downward with a constant gradient, and is joined in a left-right symmetrical haunch shape.

In the embodiment shown in FIG. 4, the pillar 1 is made of reinforced concrete or steel frame reinforced concrete, and a right angle is made from the flange end of the lower flange 2a of the steel frame beam 2 which is erected by being joined to the reinforcing steel frame 7. Triangular energy absorption part 3
Is integrally joined in a haunch shape. next,
FIG. 5 shows an embodiment in which the haunch shape of the energy absorbing portion 3 is formed non-linearly. Further, in FIG. 6, the haunch shape of the energy absorbing portion 3 is a linear change shape,
It shows an example of a trapezoidal shape with the right end cut off.

Next, in the embodiment shown in FIGS. 7A to 7C, the width dimension of the flange portion 3b and the height dimension of the web portion 3a of the energy absorbing portion 3 forming the right-angled triangle haunch are the flange end of the beam. The portion (intersection with the flange 1a of the pillar 1) is maximum (see FIG. 7B) and gradually decreases in the axial direction of the material to minimize the right end (see FIG. 7C in comparison with FIG. 7B). It is characterized by having done. This shows an effective method of cross-sectional design that causes a large amount of plastic strain (plastic energy) in the energy absorbing portion 3 while keeping the beam base material 2 at the elastic limit, and absorbs a large amount of energy with a small amount of steel material. It is an example of an economic design that demonstrates its ability.

Next, in the embodiment shown in FIGS. 8A and 8B, the beam 2 is used.
The width dimension of the lower flange 2a of the beam member 2 to which the energy absorbing portion 3 is to be joined so as to form a haunch from the flange end of the energy absorbing portion 3 in the axial direction is significantly larger than the width dimension of the flange portion 3b of the energy absorbing portion 3. It has a small structure. also,
While keeping the beam base material 2 within the elastic limit, the energy absorbing portion 3
This is an example of a design method effective for increasing the energy absorption capacity by making the plasticity ratio relatively large over the entire length of the and making it relatively uniform. 9A and 9B show an embodiment of a structure in which the energy absorbing portion 3 is integrally joined to the upper and lower flanges of the beam end in a vertically symmetrical haunch shape under the same technical idea as FIGS. 8A and 8B. There is.

10A and 10B, as a more extreme example, the lower flange of the end portion of the beam base material 2 to which the energy absorbing portion 3 is joined is completely cut off and the web is directly T-shaped. It shows a configuration in which the web portion 3a of the energy absorbing portion having a sectional shape is joined by welding. By doing so, the plasticity ratio of the energy absorbing portion at each cross-sectional position of the beam end is 3 to
4, it becomes relatively large and relatively large plastic deformation occurs over the entire length of the energy absorbing portion 3 to exert a large energy absorbing ability.

Each of the above embodiments is merely an example of the best typical structure. Although not shown and described individually, the present invention broadly embraces examples of various applications and uses which are obvious to those skilled in the art based on the technical idea of the present invention, or are made to a degree of design change. Needless to say.

[0041]

EFFECTS OF THE INVENTION The present invention has a structure in which an energy absorbing portion is attached to a beam or a pillar of a beam-column joint in a haunch shape. Therefore, a wall or a brace for attaching the energy absorbing portion,
Since it does not require studs and is not constrained in the construction plan, it can be placed in a large number in the frame of the building structure in a well-balanced manner and is highly practical.

The column-beam joint of the present invention is a beam end or column in which a large stress is generated so as to assume yielding if it is an ordinary member when subjected to a horizontal external force such as an earthquake or wind load in the structural plan. Since it is carried out in the section, it is possible to generate a large amount of plastic strain in the energy absorbing section by performing an appropriate cross-section design and material design, and to reduce the vibration energy input to the building due to earthquakes, wind loads, etc. Enables economical cross-sectional design that effectively absorbs and suppresses building vibration. In addition, it is possible to quantitatively grasp the seismic (or vibration damping) effect and to study safety, etc., by using the study method for the cross-sectional design of members that is performed in normal structural design.

According to the present invention, the energy absorbing portion undergoes a large plastic deformation over the entire length of the energy absorbing portion while keeping the base material portion at the elastic limit, thereby increasing the plasticity ratio and increasing the plasticity ratio. The vibration energy can be effectively absorbed as plastic energy, and a large amount of steel material can exert a large seismic capacity, which enables economical design. As a result, it is possible to fully expect the effect of reducing the response to the external force at the primary design level.

[Brief description of drawings]

FIG. 1A is a front view showing a beam-column joint portion of a first embodiment of the present invention, and B is a sectional view taken along the line BB.

FIG. 2 is a front view showing a beam-column joint portion according to a second embodiment of the present invention.

FIG. 3 is a front view showing a beam-column joint portion according to a third embodiment of the present invention.

FIG. 4 is a front view showing a beam-column joint portion according to a fourth embodiment of the present invention.

FIG. 5 is a front view showing a beam-column joint portion according to a fifth embodiment of the present invention.

FIG. 6 is a front view showing a beam-column joint portion of a sixth embodiment of the present invention.

7A is a front view showing a beam-column joint portion of a seventh embodiment of the present invention, B is a sectional view taken along the line BB, and C is a sectional view taken along the line CC.

FIG. 8A is a front view showing a beam-column joint portion of an eighth embodiment of the present invention, and B is a sectional view taken along the line BB.

FIG. 9A is a front view showing a beam-column joint portion of a ninth embodiment of the present invention, and B is a sectional view taken along the line BB.

10A is a front view showing a beam-column joint portion of a tenth embodiment of the present invention, and B is a sectional view taken along the line BB.

11A is a cross-sectional view of a beam-column joint model of a composite beam, B is a strain distribution diagram of the same, and C is a schematic diagram showing a relationship between a bending moment of an external force at a primary design level and rotational deformation.

FIG. 12 is a graph showing the relationship between the magnitude of the bending moment of a beam and its success.

FIG. 13 is a model view of a column-beam joint part indicated by a black circle in the graph of FIG.

FIG. 14 is a model view of a column-beam joint part indicated by a circle in the graph of FIG.

FIG. 15A is a cross-sectional view of a column-beam joint model of a composite beam, and B is a strain distribution diagram of the same.

FIG. 16 is a graph showing the relationship between the magnitude of the bending moment of a beam and its success.

FIG. 17 is a performance curve diagram of the beam shown in FIG. 18.

FIG. 18A is a cross-sectional view of a column-beam joint model in which the lower flange of the beam has a large width dimension, and B is a cross-sectional view at the A position.

FIG. 19 is a front view showing a beam-column joint portion of a conventional haunch-shaped beam.

FIG. 20A is a front view of a beam-column joint portion in which an extremely soft steel material is laminated on a lower flange of a conventional beam, and B is a cross-sectional view taken along the line BB.

FIG. 21 is a strain distribution diagram of the beam-column joint shown in FIGS. 21A and 21B.

22 is a schematic diagram showing the relationship between the bending moment and the rotational deformation of the beam-column joint in FIG.

[Explanation of symbols]

 1 pillar 1a pillar flange 2 beam 2a beam flange 3 energy absorption part 3a web part 3b flange part

 ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Moto Taniguchi, 1-5 Otsuka, Inzai-cho, Inba-gun, Chiba Prefecture Takenaka Corporation Technical Research Institute

Claims (7)

[Claims] 1. In a column-beam joint of a building structure in which a column and a beam are rigidly joined to form a rigid frame, a column of the column-beam joint or a material axis direction of a flange intersection of the beam,
An energy absorbing portion having a T-shaped cross section made of a metal material having a lower yield point than a pillar material or a beam material is integrally joined to a haunch shape in which the web portion is arranged in parallel with the web of the pillar or beam. A beam-column joint having an energy absorbing mechanism, which is characterized in that 2. The energy absorbing mechanism according to claim 1, wherein the column is a reinforced concrete structure or a steel frame reinforced concrete structure column, the beam is a steel frame structure, and the energy absorbing portion is joined to a flange of the beam. Beam-column joints. 3. The column-beam joint part having an energy absorbing mechanism, wherein the energy absorbing part of claim 1 is joined to both sides of a column flange or a beam flange in a symmetrical haunch shape. . 4. The energy absorbing portion according to claim 1, wherein the width of the flange portion and the height of the web portion are such that the crossing shape is such that the flange intersection portion of the column or beam is maximum and gradually decreases in the axial direction of the material. A beam-column joint having an energy absorbing mechanism, which is characterized in that 5. The pillar or the beam according to claim 1, wherein the width of the flange of the portion to which the energy absorbing portion is joined is smaller than the width of the flange of the energy absorbing portion. And a beam-column joint having an energy absorbing mechanism. 6. The pillar or beam according to any one of claims 1 to 4, wherein the flange of the portion to which the energy absorbing portion is joined is cut off, and the web portion of the energy absorbing portion is directly joined to the web. , Beam-column joint with energy absorption mechanism. 7. A beam-column joint with an energy absorbing mechanism, wherein the energy absorbing portion according to any one of claims 1 to 6 is formed of ultra-low yield point steel, low yield point steel or stainless steel. .