KR20170014540A - Buckling Restraint Brace with assembly type steel restraint material - Google Patents

Buckling Restraint Brace with assembly type steel restraint material Download PDF

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Publication number
KR20170014540A
KR20170014540A KR1020150108092A KR20150108092A KR20170014540A KR 20170014540 A KR20170014540 A KR 20170014540A KR 1020150108092 A KR1020150108092 A KR 1020150108092A KR 20150108092 A KR20150108092 A KR 20150108092A KR 20170014540 A KR20170014540 A KR 20170014540A
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South Korea
Prior art keywords
stiffener
plate
reinforcing member
core
buckling
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KR1020150108092A
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Korean (ko)
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KR101733091B1 (en
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오상훈
신승훈
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부산대학교 산학협력단
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/38—Connections for building structures in general
    • E04B1/58—Connections for building structures in general of bar-shaped building elements
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces

Abstract

The present invention relates to a buckling buckle having a steel double-stiffening double stiffener. The double stiffener structure allows the length of the yield zone to be adjusted with respect to the required stiffness so that flexible handling is possible. Stability problems and local buckling problems.
According to the present invention, there is provided a method of manufacturing a semiconductor device, comprising: a core material that absorbs energy and undergoes yield deformation when a cyclic load due to an earthquake is applied; A stiffener for restricting both ends of the core material at both ends while retaining the core material and restraining buckling; And a pair of connecting members connecting both ends of the reinforcing member to the building frame, wherein the reinforcing member is composed of a double stiffener of a first stiffener and a second stiffener facing each other with a gap therebetween, And the length of the yielding section with respect to the required stiffness can be adjusted by adjusting the spacing between the end portions of the stiffener.

Description

[0001] The present invention relates to a buckling restraint brace with an assembled double stiffener,

The present invention relates to a non-buckling bridge, and in particular, it is possible to flexibly cope with the requirement of the double-stiffener structure by controlling the length of the yielding section with respect to the required stiffness. Further, since the concrete charging in the stiffener is unnecessary, In which the reinforcing member is made of a steel reinforcing material.

Generally, a braced frame has a relatively high stiffness and strength, which is advantageous in resistance to horizontal loads such as earthquakes and winds. Thus, a braced frame is an excellent seismic element and can control damage caused by excessive horizontal displacement As a structural element.

However, the braced frame does not exhibit a large resistance effect against the seismic load because the buckling occurs when the ultimate load greater than the design seismic load is applied, so that the stiffness and the strength are sharply reduced and the energy dissipation is also reduced due to unstable behavior There is a problem in that the bracing and the brittle fracture of the joint occur due to the repeated load.

Particularly, in the case of the center braced frame, unbalance force acts on the beam due to the imbalance in force between the tensile bracing and the compressive bracing after buckling of the compression bracing. The layer which can not support the unbalance force has a great problem in structural stability such that the damage is concentrated and formed into a soft layer.

Buckling Restrained Braces (Buckling Restrained Braces) have been proposed to solve the buckling problems of the above braces. The non-buckling dam is proposed to cause inelastic deformation when subjected to a large earthquake load. Normally, as shown in Fig. 1 (a), a steel pipe 12 or a filler (mortar, concrete, etc.) As shown in FIG.

The buckling buckle has a merit that it can dissipate large energy in case of earthquake by preventing sudden strength deterioration due to buckling when compressing existing steel buckets, minimizes damage of other structural elements, concentrates damage to buckling buckets, It can be replaced after the earthquake. In addition, the strength and stiffness of the leaning brace can be easily adjusted to provide flexibility in structural design, and the behavior for inelastic analysis can be easily modeled.

As shown in FIG. 2, the type of the non-buckling bird is divided into three regions, ie, a constraint-yielding region, a constraint non-yielding region, and an unconstrained non-yielding region.

The restrained yielding section is a section yielding from the non-buckling bird, which requires stable hysteresis in the plastic zone after yielding under repeated loads such as earthquakes. Therefore, a material having high ductility is used. Buckling is suppressed by the reinforcing material, do. In addition, the constraint non-yielding section is a part connecting the unconstrained non-yielding section and the constraining yielding section, and is mainly composed of a cross section, and a reverse space exists for the core to move within the stiffener. And, the unconstrained non-yielding section exists to connect the non-buckling bird to the joint, and the shape of the joint is generally composed of bolt joint, pin joint, and weld joint.

However, due to the space uncertainty caused by the manufacturing error in the conventional buckling buckling method, an acupressing action occurs between the core material expanding by the high-order buckling mode of the core material and the filling material during compression, The compressive strength of the non - buckling buoy was significantly increased compared with the tensile strength by transmitting the axial force to the reinforcement. As in the case of the ordinary brace frame, the difference in the bearing capacity is caused by introducing an unbalance force to the beam member connected to the brace in the new buckling frame, causing the plastic hinge to be generated at the beam end, causing the behavior of the main structure to become unstable, The fatigue life of the constrained yield zone is significantly reduced due to the deformation of the core due to buckling and the increase of the curvature due to the yielding of the buckled core.

Also, when the concrete is filled in the stiffener, the manufacturing error and the stopper function become incomplete, and thus the hysteresis space between the core and the concrete can not be properly secured. The stiffener tube expands due to the action of the core and the filling material, Even if the hysteresis space corresponding to the design interlayer displacement is appropriately secured, the hysteresis space can not guarantee the safety of the brace if further deformation occurs. In addition, local buckling of the end portion of the stiffener affects the buckling stability of the stiffener as a whole, resulting in a failure of the buckling restraint mechanism of the core to be expressed properly.

In addition, since the length of the yielding section can not be easily adjusted with respect to the required stiffness in the case of the conventional unladen track, it is impossible to flexibly respond to the required stiffness.

Korean Patent Publication No. 2009-0030053 (Mar. 24, 2009)

It is an object of the present invention to provide a double stiffener structure capable of flexibly coping with the required stiffness by adjusting the length of the yield zone, There is provided a buckling bucket provided with a steel-made double stiffener in which no concrete charging is required and thus there is no problem of dimensional stability and local buckling.

In order to achieve the above object, the present invention provides a buckling buckle according to the technical idea of the present invention, comprising: a core material absorbing energy when a cyclic load due to an earthquake is applied; A stiffener for restricting both ends of the core material at both ends while retaining the core material and restraining buckling; And a pair of connecting members connecting both ends of the reinforcing member to the building frame, wherein the reinforcing member is composed of a double stiffener of a first stiffener and a second stiffener facing each other with a gap therebetween, The length of the yielding section with respect to the required stiffness can be adjusted by adjusting the spacing between the end portions of the stiffener.

Here, the opposite end portions of the first reinforcing member and the second reinforcing member may be formed in an oblique direction.

The first reinforcing member and the second reinforcing member are respectively provided with a long plate and a single plate which face each other with a predetermined distance therebetween so as to suppress in-plane buckling of the core material positioned therebetween, A first reinforcing member and a second reinforcing member, the first reinforcing member and the second reinforcing member having a first reinforcing member and a second reinforcing member, And the reinforcing members are arranged in a symmetrical form.

Further, at both end portions of the core member, restraint portions having wider width than other portions are formed, and the end plate and the long plate are formed with slits that are constrained by the restraining portions.

Further, the end portions of the first reinforcing member and the second reinforcing member, which are opposite to each other, are respectively provided with a stiffener end plate, and are bolted to the connecting member end plate provided on the connecting member.

The core member may have a flat stick shape, and both end portions may have a restricting portion having a wider width than other portions, and may be constrained by being inserted into slits formed at both ends of the reinforcing member.

The stiffener may include a pair of stiffeners installed along the longitudinal direction of the core so as to be opposed to both sides of the core, so as to suppress lateral buckling of the core.

The stiffener may have a length shorter than a length of the core.

The stiffener may include a facing plate facing the core material and a supporting plate having one side long side joined perpendicularly along the longitudinal center line of the opposite side plate and the other side long side supported on the inner side surface of the reinforcing member .

The connecting member may include a connecting member end plate to be bolted to a stiffener end plate provided at an opposite end of the end portion of the first stiffener and the second stiffener, And a non-yielding body connecting the reinforcing member end plate and the pin connecting portion to each other.

In addition, the non-yielding body may have a + -shaped cross section.

The unbuckled lug with the steel-made double-stiffener according to the present invention is composed of a double stiffener of a first stiffener and a second stiffener that face each other with their end portions being spaced apart from each other and adjust the spacing between the ends of the first stiffener and the second stiffener It is possible to flexibly cope with the requirement that the length of the yielding section can be adjusted with respect to the required stiffness.

In addition, the present invention minimizes the problem of dimensional stability and local buckling due to no need to fill concrete in the reinforcement.

FIGS. 1 and 2 are views for explaining a conventional method of unbending buckling
3 is a perspective view of an unbending bucket with a double stiffener according to an embodiment of the present invention.
FIG. 4 is a plan view of an unbending bucket having a double stiffener according to an embodiment of the present invention.
FIG. 5 is an exploded view for explaining a configuration of an unbending bucket having a double stiffener according to an embodiment of the present invention.
6 is a cross-sectional perspective view showing an internal cross-section of a unbending bucket with a double stiffener according to an embodiment of the present invention.

BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a perspective view of a double stiffener according to an embodiment of the present invention; Fig. The present invention is capable of various modifications and various forms, and specific embodiments are illustrated in the drawings and described in detail in the text. It is to be understood, however, that the invention is not intended to be limited to the particular forms disclosed, but on the contrary, is intended to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the invention. Like reference numerals are used for like elements in describing each drawing. In the accompanying drawings, the dimensions of the structures are enlarged to illustrate the present invention, and are actually shown in a smaller scale than the actual dimensions in order to understand the schematic structure.

Also, the terms first and second, etc. may be used to describe various components, but the components should not be limited by the terms. The terms are used only for the purpose of distinguishing one component from another. For example, without departing from the scope of the present invention, the first component may be referred to as a second component, and similarly, the second component may also be referred to as a first component. On the other hand, unless otherwise defined, all terms used herein, including technical or scientific terms, have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. Terms such as those defined in commonly used dictionaries are to be interpreted as having a meaning consistent with the contextual meaning of the related art and are to be interpreted as either ideal or overly formal in the sense of the present application Do not.

FIG. 3 is a perspective view of an unbending bucket with a double stiffener according to an embodiment of the present invention, FIG. 4 is a perspective view of a buckling bucket with a double stiffener according to an embodiment of the present invention, FIG. 6 is an exploded perspective view illustrating an internal section of a new unbending buoy having a double stiffener according to an embodiment of the present invention. FIG. 6 is an exploded perspective view illustrating a structure of a buckling bucket having a double stiffener according to an embodiment of the present invention.

As shown in FIG. 1, the unbending buckle according to an embodiment of the present invention includes a connecting member 110 located in a non-yielding region, a core 120 located in a yielding region, a stiffener 130, and a stiffener 140 And the reinforcing member 130 is composed of a double stiffener of a first stiffener 130a and a second stiffener 130b facing each other with their end portions spaced apart from each other without requiring concrete filling in the stiffener 130, And the end portions of the second stiffener 130b. Therefore, the length of the yield zone accommodating the yield strain of the core member 120 with respect to the required stiffness can be easily controlled, so that a flexible response can be achieved.

Hereinafter, the non-buckling member according to the embodiment of the present invention will be described in detail with reference to the above-described components.

The core 120 is a primary yielding member of a buckling buoy, and undergoes yielding deformation while absorbing energy when subjected to cyclic loading due to an earthquake or the like. The core member 120 is provided as a member having both ends of the restricting portion 121 having a wider width than the other portions (the width of the upper and lower portions in the drawing is larger) and is accommodated in the reinforcing member 130. The stiffener 130 and the stiffener 130 provided on the both sides of the core member 120 inhibit the out-of-plane buckling of the core member 120. The inboard buckling of the core member 120 is controlled by the stiffener 130 and the end plate 132, The restricting portion 121 having a wider width than the other portions is constrained by the slits 131a and 132a formed in the long plate 131 and the single plate 132 of the stiffener 130, respectively.

As shown in the figure, the reinforcing member 130 is formed in a rectangular tube shape and restrains both ends of the core member 120 without concrete by receiving the core member 120 and being assisted by the stiffener 140 At the same time, buckling of the core member 120 is suppressed.

It should be noted that the stiffener 130 is made of a double stiffener of a first stiffener 130a and a second stiffener 130b facing each other with their end portions being spaced apart from each other. According to this configuration, since the length of the yielding section with respect to the required stiffness can be easily adjusted by adjusting the spacing between the ends of the first stiffener 130a and the second stiffener 130b, it is possible to provide a more flexible countermeasure . Particularly, although the first stiffener 130a and the second stiffener 130b face each other in the diagonal direction, the first stiffener 130a and the second stiffener 130b are spaced apart from each other, To be dispersed rather than concentrated in one place. Thus, even if the first stiffener 130a and the second stiffener 130b are widely spaced apart from each other, it is possible to protect the core 120 from buckling intensively due to the gap.

The first stiffener 130a and the second stiffener 130b, which are spaced apart from each other with a gap therebetween, will be described in detail. The stiffener 130a and the second stiffener 130b, A pair of planar plates 131 and 132 for suppressing in-plane buckling and a pair of side plates 132 facing each other while being spaced apart from each other and restricting lateral buckling of the core 120, And a stiffener end plate 134 provided at the opposite end face of the cross section facing the first stiffener 130a and the second stiffener 130b. The first stiffener 130a and the second stiffener 130b are disposed symmetrically with each other so as to face each other between the long plate 131 and the single plate 132. [

According to the configuration of the stiffener 130, the slits 131a and 132a formed in the long plate 131 of the first stiffener 130a and the second stiffener 130b and the slits 131a and 132a formed in the single plate 132, And the stiffener end plate 134 is bonded and restrained, a failure mode due to local buckling that may occur at both ends of the core 120 can be prevented. Generally, the unreinforced section of the core extending from the stiffener is the space required to bond the brace to the frame, which is the most vulnerable part of the new buckling core buckling. In the case of the prior art, It has a larger cross-section than the center part, or is mostly stiffened to the gusset plate using a stiffener. In order to prevent transverse buckling of the non - reinforced sections and joints, a gusset plate of ┼ type is attached to the end of the core by using a splice plate in a total of 4 rows. . However, in the case of the new unbending buckling according to the embodiment of the present invention, the connecting portion is pin-joined to the building frame, so that the construction can be facilitated, and the maximum cross section of the core member 120 and the core member 120 is divided into the first stiffener 130a and the second stiffener 130a. Is secured to the slits (131a, 132a) formed in the stiffener (130b) so that the safety against local buckling can be improved.

The stiffener end plate 134 provided on the first stiffener 130a and the second stiffener 130b and the stiffener end plate 134 provided on the first stiffener 130a and the second stiffener 130b for connecting the first stiffener 130a and the second stiffener 130b to the coupling member 110, The connecting member 110 and the connecting member end plate 114 of the connecting member 110 are assembled together. The connecting member 110, which is a non-yielding member, and the yielding member are assembled, (130) to adjust the design strength and design stiffness of the unbuckled bridge. That is, the main variables that determine the seismic performance of the new buckling frame are the yield load, the yield displacement, and the stiffness ratio of the buckle. These parameters are considered as the design variables of the buckling buoy according to the embodiment of the present invention. In the conventional technique, even if the yield displacement is reduced by shortening the yielding length, the core material is still weak in the out-of-plane direction in the non-reinforced section, so that the length of the stiffener can not be reduced. Which in turn leads to disadvantageous economic results. In addition, when the core material is used as a low-yielding steel, the yield displacement can be reduced to allow the breakage of the bracing to proceed even at a small interlayer displacement, and since the elongation is about 50% or more, high ductility can be secured when the repeated load is applied The deviation of the yield strength becomes large, and the residual strain tends to occur excessively in the frame. However, according to the embodiment of the present invention, the yielding section and the non-yielding section are bolted together and the yielding section length is adjusted with respect to the required stiffness of the non-buckling section.

The stiffener 140 serves to suppress the out-of-plane buckling of the core 120 with the stiffener 130 in such a manner that the stiffener 140 supports the core 120 in a face-to- The stiffener 140 includes a face plate 141 facing the core member 120 in the longitudinal direction and a face plate 141 facing the face plate 120 along the longitudinal center line of the face plate 141, And a support plate 142 supported on the inner surface of the reinforcing member 130. [ Here, the stiffener 140 is formed to have a length shorter than the length of the core 120 to secure a hysteresis space so as not to interfere with the spacing between the first stiffener 130a and the second stiffener 130b.

According to this configuration, since the non-reinforcing stiffener 130 is installed as a double stiffener of the first stiffener 130a and the second stiffener 130b and the stiffener 140 is disposed on both sides of the core 120, It is possible to secure a history space between the stiffener 140 and the stiffener end plate 134 without significantly affecting the overall behavior. In addition, it is possible to flexibly cope with the required rigidity through securing a sufficient hysteresis space, as well as to improve the dimensional stability and appropriately secure the dimension of the unattached section. In this case, the core member 120 is deformed and transmitted to the stiffener 130 The required bending strength can be reduced, and the cost of the stiffener 130 can be reduced. Generally, when the concrete is poured into the inside, an unstable space due to manufacturing error causes an acupressure action between the core material expanding by the high-order buckling mode of the core material and the filling material at the compressive side, So that the compressive strength of the non-buckling member is greatly increased compared to the tensile strength. And the difference of these strengths introduces the unbalance force to the beam member connected to the bracing in the new bracing frame as in the case of the new frame, and causes the problem of unstable behavior of the main structure by generating plastic hinge at the bracing part. Also, when the width of the space is excessively allowed, the curvature increases due to the deformation of the core due to the buckling and yielding of the buckled core, and thus the fatigue life of the constraining yielding zone is significantly lowered. However, in the case of the present invention, such problems can be solved.

The connecting member 110 includes a connecting member end plate 114 that is bolted to correspond to the stiffener end plate 134 of the first stiffener 130a and the second stiffener 130b as described above, And a pin coupling portion 111 provided at an opposite end where the plate 134 is installed and having a pin hole so as to be pin-coupled with the building frame and having an intermediate end plate 112 on the opposite side thereof. And a non-yielding main body 113 having a + -shaped cross section connecting the stiffener end plate 134 and the pin coupling portion 111.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is to be understood that the invention is not limited to the disclosed exemplary embodiments. It is clear that the present invention can be suitably modified and applied in the same manner. Therefore, the above description does not limit the scope of the present invention, which is defined by the limitations of the following claims.

110: connecting member 111: pin connecting portion
112: intermediate end plate 113: non-yielding body
114: joint end plate 120: core
121: restrainer 130: stiffener
130a: first stiffener 130b: second stiffener
131: Plate 132: Veneer
133: side plate 134: stiffener end plate
140: stiffener 141: facing plate
142:

Claims (12)

A core material which absorbs energy and undergoes yield deformation when a repeated load due to an earthquake is applied;
A stiffener for restricting both ends of the core material at both ends while retaining the core material and restraining buckling;
And a pair of connecting members connecting both end portions of the reinforcing member to the building frame,
The stiffener is composed of a double stiffener of a first stiffener and a second stiffener facing each other with a gap therebetween and adjusts the length of the yield zone for the required stiffness by adjusting the spacing between the ends of the first stiffener and the second stiffener Which is characterized by the fact that it is made to be able to do so. The method according to claim 1,
Wherein the end portions of the first reinforcing member and the second reinforcing member facing each other are formed in an oblique direction. 3. The method of claim 2,
Wherein the first reinforcing member and the second reinforcing member are respectively provided with a long plate and a single plate which face each other at a distance so as to face each other so as to suppress buckling in the plane of the core material positioned therebetween, And a pair of side plates for preventing out-of-plane buckling of the core member,
Wherein the first reinforcing member and the second reinforcing member are arranged symmetrically with respect to the long plate and the single plate of the first reinforcing member so that the end plate and the long plate of the second reinforcing member face the end portions. The method of claim 3,
Wherein a restricting portion having a width greater than that of other portions is formed at both ends of the core member, and the slit is formed in the end plate and the long plate so that the restricting portion is fitted and constrained. The method of claim 3,
Wherein a reinforcing end plate is provided at an end opposite to an opposite end of the first reinforcing member and the second reinforcing member, respectively, and is bolted to the connecting end plate provided on the connecting member. The method according to claim 1,
Wherein the core member has a flat stick shape and both end portions are formed with restraining portions having a wider width than other portions and are constrained while being inserted into slits formed at both ends of the reinforcing member. The method according to claim 6,
And a pair of stiffeners installed along the longitudinal direction of the core so as to be in contact with both sides of the core in the inside of the stiffener to suppress the out-of-plane buckling of the core. 8. The method of claim 7,
Wherein the stiffener is formed to have a length shorter than the length of the core material so as not to interfere with the spacing between the first reinforcing member and the second reinforcing member. 8. The method of claim 7,
Wherein the stiffener comprises a facing plate facing the core member and a supporting plate having one side long side joined perpendicularly along the longitudinal center line of the facing plate and the other side long side supported on the inner side surface of the reinforcing member. New unbuckling with reinforcement. The method according to claim 1,
The connecting member includes a connecting member end plate to be bolted to a stiffener end plate respectively provided at an opposite end of the opposite end of the first stiffener and the second stiffener and an opposite end to which the stiffener end plate is installed, And a non-buckling body for connecting the stiffener end plate and the pin connecting portion to each other. 11. The method of claim 10,
Characterized in that the non-yielding body has a cross-section of + shape. A core member having a flat stick shape and having restraint portions having wider widths than other portions at both ends, and absorbing and deforming when energy is repeatedly applied by an earthquake;
A first reinforcing member of a first reinforcing member and a second reinforcing member which face each other with an interval therebetween so as to be able to receive buckling of the core member by accommodating the core member therein and which is spaced apart from the end portions of the first reinforcing member and the second reinforcing member So that the length of the yield zone with respect to the required stiffness can be adjusted. The first stiffener and the second stiffener face each other with different lengths to suppress in-plane buckling of the core located therebetween, And a pair of side plates for preventing out-of-plane buckling of the core member while connecting side surfaces of the end plate and the end plate facing each other with a gap between the long plate and the single plate formed with the slit that is constrained by the constraint portion of the core member, The first stiffener and the second stiffener are symmetrically arranged with respect to the long plate and the single plate of the stiffener such that the end plate and the long plate of the second stiffener face each other Value is, and the first stiffener and a second stiffener comprising a reinforcement, each end plate to the opposite end of the end portion facing one of the ends is provided with a reinforcement;
A face plate which faces the core member and which is formed to have a length shorter than a length of the core member and which is provided along the longitudinal direction of the core member in a form of being in contact with both sides of the core member in the inside of the reinforcing member, A pair of stiffeners each of which is composed of a supporting plate having one side long side joined orthogonally along the longitudinal center line of the facing plate and the other side long side supported on the side surface of the reinforcing member
A connecting member end plate that is bolted to correspond to the stiffener end plate of the first stiffener and the second stiffener; a pin connecting portion that is formed at an opposite end of the stiffener end plate, And a connecting member made of a non-yielding body having a + -shaped cross section connecting the stiffener end plate and the pin connecting portion.
KR1020150108092A 2015-07-30 2015-07-30 Buckling Restraint Brace with assembly type steel restraint material KR101733091B1 (en)

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KR102311233B1 (en) * 2020-11-27 2021-10-13 광운대학교 산학협력단 Emergency reinforced steel hysteresis damper for secondary deformation control in the event of an earthquake in a wooden structure
CN113944358A (en) * 2021-10-14 2022-01-18 北京工业大学 Assembled beam-column node constraint type pure steel buckling-restrained energy-dissipation brace
CN113958001A (en) * 2021-12-22 2022-01-21 北京市建筑设计研究院有限公司 Parallel multiple sleeve type double-yield-point buckling restrained brace
CN114351887A (en) * 2022-01-21 2022-04-15 长春工程学院 Self-reset buckling-restrained brace device with replaceable energy consumption section
CN114856019A (en) * 2022-06-17 2022-08-05 中南建筑设计院股份有限公司 Replaceable self-resetting buckling restrained brace
CN115405004A (en) * 2022-05-07 2022-11-29 浙江省交通运输科学研究院 Shear-stretch hybrid type segmented buckling-preventing energy-consuming support and manufacturing process
CN117286943A (en) * 2023-11-27 2023-12-26 北京市建筑设计研究院有限公司 Series-type buckling restrained brace with double yield points

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CN110295781A (en) * 2019-07-18 2019-10-01 华侨大学 A kind of anti-buckling support device and preparation method thereof of multistage surrender
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KR102311233B1 (en) * 2020-11-27 2021-10-13 광운대학교 산학협력단 Emergency reinforced steel hysteresis damper for secondary deformation control in the event of an earthquake in a wooden structure
CN113152710A (en) * 2021-03-17 2021-07-23 河北工业大学 Self-resetting reciprocating energy-consumption buckling-restrained brace
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CN113944358A (en) * 2021-10-14 2022-01-18 北京工业大学 Assembled beam-column node constraint type pure steel buckling-restrained energy-dissipation brace
CN113958001A (en) * 2021-12-22 2022-01-21 北京市建筑设计研究院有限公司 Parallel multiple sleeve type double-yield-point buckling restrained brace
CN114351887A (en) * 2022-01-21 2022-04-15 长春工程学院 Self-reset buckling-restrained brace device with replaceable energy consumption section
CN115405004B (en) * 2022-05-07 2023-08-08 浙江省交通运输科学研究院 Shearing and stretching mixed type sectional buckling-restrained brace and manufacturing process thereof
CN115405004A (en) * 2022-05-07 2022-11-29 浙江省交通运输科学研究院 Shear-stretch hybrid type segmented buckling-preventing energy-consuming support and manufacturing process
CN114856019A (en) * 2022-06-17 2022-08-05 中南建筑设计院股份有限公司 Replaceable self-resetting buckling restrained brace
CN117286943A (en) * 2023-11-27 2023-12-26 北京市建筑设计研究院有限公司 Series-type buckling restrained brace with double yield points

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