CA2948274A1 - Buckle restraining brace - Google Patents
Buckle restraining brace Download PDFInfo
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- CA2948274A1 CA2948274A1 CA2948274A CA2948274A CA2948274A1 CA 2948274 A1 CA2948274 A1 CA 2948274A1 CA 2948274 A CA2948274 A CA 2948274A CA 2948274 A CA2948274 A CA 2948274A CA 2948274 A1 CA2948274 A1 CA 2948274A1
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- dissipation core
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- 230000000452 restraining effect Effects 0.000 title 1
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 101
- 239000010959 steel Substances 0.000 claims abstract description 101
- 230000021715 photosynthesis, light harvesting Effects 0.000 claims abstract description 75
- 230000002093 peripheral effect Effects 0.000 claims abstract description 42
- 238000003466 welding Methods 0.000 claims abstract description 10
- 238000004519 manufacturing process Methods 0.000 claims abstract description 6
- 238000000034 method Methods 0.000 claims description 6
- 210000000988 bone and bone Anatomy 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 4
- 238000012423 maintenance Methods 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 5
- 239000002184 metal Substances 0.000 description 2
- 238000010521 absorption reaction Methods 0.000 description 1
- 230000032683 aging Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000009776 industrial production Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
Classifications
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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
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- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Joining Of Building Structures In Genera (AREA)
- Building Environments (AREA)
- Vibration Prevention Devices (AREA)
Abstract
The present application provides an all-steel double-plate self-reset buckling-restrained brace and the manufacturing method thereof, and relates to the technical field of construction. The brace comprises two energy dissipation core plates, a peripheral frame constraint component, two steel force transfer plates, two end plates, stiffening plates, and a plurality of reset ribs. The above-mentioned components are assembled by welding and riveting. After deformation of energy dissipation core plates under pressure, the relative movement between steel force transfer plate and the peripheral frame constraint component makes the relative distance between two end plates become bigger, such that the reset ribs can extend under tension or press and realize self-reset function. Thus the problem that the construction installing the conventional buckling-restrained brace has large residual deformation after moderate or violent earthquake can be solved, and the post-earthquake maintenance and reconstruction cost can be effectively reduced.
Description
Description All-Steel Double-Plate Self-Reset Buckling-Restrained Brace Device and Method Field of the Invention The present invention relates to an all-steel double-plate self-reset buckling-restrained brace device and a method, which are especially applicable to all-steel double-plate self-reset buckling-restrained bracing in the construction field.
Background Art After the Hanshin Earthquake in Japan and the Northridge Earthquake in USA, the engineer realized buckling-restrained braces have outstanding energy dissipation and shock absorption performance, and began to use buckling-restrained braces in many projects in Japan and USA. In China, buckling-restrained bracing systems have been used in many buildings in recent years.
A bucking-restrained brace usually consists of an energy dissipation core, peripheral constraining members, and a non-bonded structural layer. Under the action of minor earthquakes, the energy dissipation core of the bucking-rcstrained brace is in an elastic stage, and provides lateral rigidity for the main structure; under the action of moderate earthquakes or violent earthquakes, the energy dissipation core of the bucking-restrained brace enters into a yield stage first, and dissipates a great deal of earthquake input energy. Thus, the original pattern of energy dissipation via the plastic hinges at the two ends of the main structure is converted into a pattern of centralized energy dissipation on the bucking-restrained brace, and thereby the main structure is protected well.
I lowever, a bucking-restrained brace is a metal damper, which dissipates energy by means of metal yielding; consequently, the bucking-restrained brace has severe residual deformation after a moderate earthquake or violent earthquake. In addition, conventional bucking-restrained braces usually employ a reinforced concrete peripheral constraint cross section or a steel-concrete composite peripheral constraint cross section, resulting in many problems, such as difficulties in the control of processing accuracy and high wet construction workload, etc.
In recent years, domestic and foreign researchers seldom made researches on all-steel assembled self-reset bucking-restrained braces, and quick and integrated industrial production of steel-structure self-reset bucking-restrained braces has not been realized yet.
Contents of the Invention In view of the above-mentioned technical problems, the present invention provides an all-steel double-plate self-reset buckling-restrained brace device, which has a simple all-steel structure, has little residual deformation after a moderate earthquake or violent earthquake, and has low reconstruction cost, and provides a method for manufacturing the brace device.
To attain the technical object described above, the all-steel double-plate self-reset buckling-restrained brace device provided in the present invention mainly comprises energy dissipation core plates, an peripheral frame constraint component, force transfer steel plates, stiffening plates, reset ribs, end plates, and rubber plates, the peripheral frame constraint component comprises an joist steel and two U-steel; the energy dissipation core plates comprises a middle core plate part and two connection head parts arranged at the two ends, the middle core plate part of each of the energy dissipation core plates is arranged with rubber plates at the left and right sides, the middle core plate parts of the two energy dissipation core plates clamp the left and right sides of the web plate of the joist steel respectively, and are in the same length as the joist steel; the connection head parts at the two ends of the energy dissipation core plates protrude from the joist steel; the stiffening plates are arranged between the connection head parts of the two energy dissipation core plates respectively; the steel force transfer plates in the same length as the joist steel are arranged on the middle core plate parts of the two energy dissipation core plates respectively; the left and right Description U-steel are fixed to the joist steel by bolts, so that the energy dissipation corc plates, the steel force transfer plates, and the rubber plates are fixed together tightly; two end plates are inserted through rectangular openings in the energy dissipation core at the two sides of the peripheral frame constraint component, and seal the two sidcs of the peripheral frame constraint component; a plurality of reset ribs are arranged between the two end plates.
The energy dissipation core plate is a linc-styled single steel plate, or the energy dissipation core plate is in a staged and gradually-varied dog bone shape, in which the cross section of the middle core plate part is smaller than the cross section of each of the two connection head parts at the ends.
The rubber plate has a thickness of 1-2mm.
The stiffening plates are attached and welded between the two connection head parts of the two energy dissipation core plates, notches for accommodating the stiffening plates are arranged in the head part of the web plate of the peripheral constraint joist steel corresponding to the stiffening plates, and lateral limiting structures inserted into each other with convex and concave shapes are arranged between the bottom of the notches and the ends of the stiffening plates.
The end plates have a rectangular slot in the middle respectively, and are inserted along a connection section, and the end plates are not welded to the peripheral frame constraint component or the steel force transfer plates, and can slide freely in the length direction of the energy dissipation core.
The method for manufacturing an all-steel double-plate self-reset buckling-restrained brace device provided in the present invention comprises the following steps:
a. arranging rubber plates having a thickness of 1-2mm at the two sides of the web plate of an joist steel in a peripheral frame constraint component;
b. arranging and centering two energy dissipation core plates at the outer sides of rubber plates at the two sides of the web plate of the joist steel, and welding the left sides of the energy dissipation core plates to the left end of the joist steel in the peripheral frame constraint component respectively;
c. arranging stiffening plates between connection head parts at the ends of the two energy dissipation core plates, and connecting the stiffening plates by welding;
d. arranging rubber plates having a thickness of 1-2mm at the outer sides of the two energy dissipation core plates respectively;
e. arranging steel force transfer plates on the rubber plates arranged at the outer sides of the two energy dissipation core plates respectively, and welding the right ends of thc steel force transfer plates to thc right side of the energy dissipation core plates respectively;
f. arranging two peripheral U-steel at the two sides of the two steel force transfer plates respectively, and connecting the peripheral U-steel to the joist steel by bolts;
g. inserting the end plates into the two ends of the two energy dissipation core plates respectively via rectangular slots, till they reach to the peripheral frame constraint component, and mounting a plurality of reset ribs between the two end plates.
Beneficial effects: Conwared with conventional bucking-restrained braces, the brace device provided in the present invention has a structure that can be reset after a violent earthquake or moderate earthquake, and greatly reduces residual deformation; compared with existing self-reset braces, the bucking-restrained brace provided in the present substitutes friction energy dissipation with core plate yielding energy dissipation, and thereby avoids bolt looseness and aging, failure, and corrosion of friction surfaces, etc. The brace device provided in the present invention employs a
Background Art After the Hanshin Earthquake in Japan and the Northridge Earthquake in USA, the engineer realized buckling-restrained braces have outstanding energy dissipation and shock absorption performance, and began to use buckling-restrained braces in many projects in Japan and USA. In China, buckling-restrained bracing systems have been used in many buildings in recent years.
A bucking-restrained brace usually consists of an energy dissipation core, peripheral constraining members, and a non-bonded structural layer. Under the action of minor earthquakes, the energy dissipation core of the bucking-rcstrained brace is in an elastic stage, and provides lateral rigidity for the main structure; under the action of moderate earthquakes or violent earthquakes, the energy dissipation core of the bucking-restrained brace enters into a yield stage first, and dissipates a great deal of earthquake input energy. Thus, the original pattern of energy dissipation via the plastic hinges at the two ends of the main structure is converted into a pattern of centralized energy dissipation on the bucking-restrained brace, and thereby the main structure is protected well.
I lowever, a bucking-restrained brace is a metal damper, which dissipates energy by means of metal yielding; consequently, the bucking-restrained brace has severe residual deformation after a moderate earthquake or violent earthquake. In addition, conventional bucking-restrained braces usually employ a reinforced concrete peripheral constraint cross section or a steel-concrete composite peripheral constraint cross section, resulting in many problems, such as difficulties in the control of processing accuracy and high wet construction workload, etc.
In recent years, domestic and foreign researchers seldom made researches on all-steel assembled self-reset bucking-restrained braces, and quick and integrated industrial production of steel-structure self-reset bucking-restrained braces has not been realized yet.
Contents of the Invention In view of the above-mentioned technical problems, the present invention provides an all-steel double-plate self-reset buckling-restrained brace device, which has a simple all-steel structure, has little residual deformation after a moderate earthquake or violent earthquake, and has low reconstruction cost, and provides a method for manufacturing the brace device.
To attain the technical object described above, the all-steel double-plate self-reset buckling-restrained brace device provided in the present invention mainly comprises energy dissipation core plates, an peripheral frame constraint component, force transfer steel plates, stiffening plates, reset ribs, end plates, and rubber plates, the peripheral frame constraint component comprises an joist steel and two U-steel; the energy dissipation core plates comprises a middle core plate part and two connection head parts arranged at the two ends, the middle core plate part of each of the energy dissipation core plates is arranged with rubber plates at the left and right sides, the middle core plate parts of the two energy dissipation core plates clamp the left and right sides of the web plate of the joist steel respectively, and are in the same length as the joist steel; the connection head parts at the two ends of the energy dissipation core plates protrude from the joist steel; the stiffening plates are arranged between the connection head parts of the two energy dissipation core plates respectively; the steel force transfer plates in the same length as the joist steel are arranged on the middle core plate parts of the two energy dissipation core plates respectively; the left and right Description U-steel are fixed to the joist steel by bolts, so that the energy dissipation corc plates, the steel force transfer plates, and the rubber plates are fixed together tightly; two end plates are inserted through rectangular openings in the energy dissipation core at the two sides of the peripheral frame constraint component, and seal the two sidcs of the peripheral frame constraint component; a plurality of reset ribs are arranged between the two end plates.
The energy dissipation core plate is a linc-styled single steel plate, or the energy dissipation core plate is in a staged and gradually-varied dog bone shape, in which the cross section of the middle core plate part is smaller than the cross section of each of the two connection head parts at the ends.
The rubber plate has a thickness of 1-2mm.
The stiffening plates are attached and welded between the two connection head parts of the two energy dissipation core plates, notches for accommodating the stiffening plates are arranged in the head part of the web plate of the peripheral constraint joist steel corresponding to the stiffening plates, and lateral limiting structures inserted into each other with convex and concave shapes are arranged between the bottom of the notches and the ends of the stiffening plates.
The end plates have a rectangular slot in the middle respectively, and are inserted along a connection section, and the end plates are not welded to the peripheral frame constraint component or the steel force transfer plates, and can slide freely in the length direction of the energy dissipation core.
The method for manufacturing an all-steel double-plate self-reset buckling-restrained brace device provided in the present invention comprises the following steps:
a. arranging rubber plates having a thickness of 1-2mm at the two sides of the web plate of an joist steel in a peripheral frame constraint component;
b. arranging and centering two energy dissipation core plates at the outer sides of rubber plates at the two sides of the web plate of the joist steel, and welding the left sides of the energy dissipation core plates to the left end of the joist steel in the peripheral frame constraint component respectively;
c. arranging stiffening plates between connection head parts at the ends of the two energy dissipation core plates, and connecting the stiffening plates by welding;
d. arranging rubber plates having a thickness of 1-2mm at the outer sides of the two energy dissipation core plates respectively;
e. arranging steel force transfer plates on the rubber plates arranged at the outer sides of the two energy dissipation core plates respectively, and welding the right ends of thc steel force transfer plates to thc right side of the energy dissipation core plates respectively;
f. arranging two peripheral U-steel at the two sides of the two steel force transfer plates respectively, and connecting the peripheral U-steel to the joist steel by bolts;
g. inserting the end plates into the two ends of the two energy dissipation core plates respectively via rectangular slots, till they reach to the peripheral frame constraint component, and mounting a plurality of reset ribs between the two end plates.
Beneficial effects: Conwared with conventional bucking-restrained braces, the brace device provided in the present invention has a structure that can be reset after a violent earthquake or moderate earthquake, and greatly reduces residual deformation; compared with existing self-reset braces, the bucking-restrained brace provided in the present substitutes friction energy dissipation with core plate yielding energy dissipation, and thereby avoids bolt looseness and aging, failure, and corrosion of friction surfaces, etc. The brace device provided in the present invention employs a
2 Description simple all-steel structure and involves very low production cost.
Description of the Drawings Fig. 1 is a schematic diagram of the overall structure of the brace device in the present invention;
Fig. 2 is a schematic diagram of the energy dissipation core in the present invention;
Fig. 3 is a schematic assembly diagram of the energy dissipation core and the steel force transfer plates in the present invention;
Fig. 4 is a schematic diagram of the peripheral frame constraint component in the present invention;
Fig. 5 is a schematic plan view of the stiffening plates in the present invention;
Fig. 6 is a schematic plan view of the end plates in the present invention;
Fig. 7 is a schematic assembly diagram of the stiffening plates, end plates, and reset ribs in the present invention;
Fig. 8 is a sectional view 1-1 of the brace device in the present invention;
Fig. 9 is a sectional view 2-2 of the brace device in the present invention;
Fig. 10 shows an embodiment of the present invention in engineering application.
In the figures: 1 - energy dissipation core plate; 2 - peripheral frame constraint component; 3 - steel force transfer plate; 4 - stiffening plate; 5 - reset rib; 6 - cnd plate; 7 -rubber plate Embodiments Hereunder the present invention will be described in detail with reference to the examples shown in the accompanying drawings.
As shown in Fig. 1, the all-steel double-plate self-reset buckling-restrained brace device provide in the present invention comprises energy dissipation core plates I, a peripheral frame constraint component 2, steel force transfer plates 3, stiffening plates 4, reset ribs 5, end plates 6, and rubber plates 7; as shown in Figs. 2 and 3, the energy dissipation core plate 1 is a line-styled single steel plate, or the energy dissipation core plate 1 is in a staged and gradually-varied dog bone shape, in which the cross section of the middle core plate part is smaller than the cross section of each of the two connection head parts at the ends.
As shown in Fig. 4, the peripheral frame constraint component 2 comprises an joist steel 2-1 and two U-steel 2-2; the energy dissipation core plate 1 comprises a middle core plate part and two connection head parts arranged at the two ends, the middle core plate part of the energy dissipation core plate 1 is arranged with rubber plates 7 having a thickness of 1-2mm at the left and right sides, the middle core plate parts of the two energy dissipation core plates 1 clamp the left and right sides of the web plate of thc joist steel 2-1 respectively, and are in the same length as the joist steel 2-1;
the connection head parts at the two ends of the energy dissipation core plates I protrude from the joist steel 2-1, whcrein, one U-steel 2-2 is arranged at each side of the middle web plate of the joist steel 2-1 in a way that the web plate of the U-steel 2-2 is opposite to the web plate of the joist steel 2-1, the upper and lower flanges of the joist steel 2-1 and the flanges of the U-steel 2-2 have holes at the positions where they contact with each other, and are connected with the bolt 8, so as to form the peripheral constraint frame component 2; notches for accommodating the stiffening plates are arranged in the head parts of the web plate of joist steel 2-1 in the peripheral constraint frame component; the peripheral constraint frame component 2 is in the same length as the steel force transfer plates 3; the right end of the peripheral frame constraint component 2 is welded to the right side of the energy dissipation core plates I symmetrically:
Description of the Drawings Fig. 1 is a schematic diagram of the overall structure of the brace device in the present invention;
Fig. 2 is a schematic diagram of the energy dissipation core in the present invention;
Fig. 3 is a schematic assembly diagram of the energy dissipation core and the steel force transfer plates in the present invention;
Fig. 4 is a schematic diagram of the peripheral frame constraint component in the present invention;
Fig. 5 is a schematic plan view of the stiffening plates in the present invention;
Fig. 6 is a schematic plan view of the end plates in the present invention;
Fig. 7 is a schematic assembly diagram of the stiffening plates, end plates, and reset ribs in the present invention;
Fig. 8 is a sectional view 1-1 of the brace device in the present invention;
Fig. 9 is a sectional view 2-2 of the brace device in the present invention;
Fig. 10 shows an embodiment of the present invention in engineering application.
In the figures: 1 - energy dissipation core plate; 2 - peripheral frame constraint component; 3 - steel force transfer plate; 4 - stiffening plate; 5 - reset rib; 6 - cnd plate; 7 -rubber plate Embodiments Hereunder the present invention will be described in detail with reference to the examples shown in the accompanying drawings.
As shown in Fig. 1, the all-steel double-plate self-reset buckling-restrained brace device provide in the present invention comprises energy dissipation core plates I, a peripheral frame constraint component 2, steel force transfer plates 3, stiffening plates 4, reset ribs 5, end plates 6, and rubber plates 7; as shown in Figs. 2 and 3, the energy dissipation core plate 1 is a line-styled single steel plate, or the energy dissipation core plate 1 is in a staged and gradually-varied dog bone shape, in which the cross section of the middle core plate part is smaller than the cross section of each of the two connection head parts at the ends.
As shown in Fig. 4, the peripheral frame constraint component 2 comprises an joist steel 2-1 and two U-steel 2-2; the energy dissipation core plate 1 comprises a middle core plate part and two connection head parts arranged at the two ends, the middle core plate part of the energy dissipation core plate 1 is arranged with rubber plates 7 having a thickness of 1-2mm at the left and right sides, the middle core plate parts of the two energy dissipation core plates 1 clamp the left and right sides of the web plate of thc joist steel 2-1 respectively, and are in the same length as the joist steel 2-1;
the connection head parts at the two ends of the energy dissipation core plates I protrude from the joist steel 2-1, whcrein, one U-steel 2-2 is arranged at each side of the middle web plate of the joist steel 2-1 in a way that the web plate of the U-steel 2-2 is opposite to the web plate of the joist steel 2-1, the upper and lower flanges of the joist steel 2-1 and the flanges of the U-steel 2-2 have holes at the positions where they contact with each other, and are connected with the bolt 8, so as to form the peripheral constraint frame component 2; notches for accommodating the stiffening plates are arranged in the head parts of the web plate of joist steel 2-1 in the peripheral constraint frame component; the peripheral constraint frame component 2 is in the same length as the steel force transfer plates 3; the right end of the peripheral frame constraint component 2 is welded to the right side of the energy dissipation core plates I symmetrically:
3 Description As shown in Fig. 5, stiffening plates 4 are arranged between the connection head parts of the two energy dissipation core plates 1;
As shown in Figs. 6 and 7, steel force transfer plates 3 in the same length as the joist steel 2-1 are arranged on the middle core plate parts of the two energy dissipation core plates 1 respectively, and two U-steels 2-2 are fixed to the left and right sides of the joist steel 2-1 by bolts; as shown in Figs.
8 and 9, rubber plates 7 are arranged between the two steel force transfer plates 3 and the two U-steels 2-2 respectively, so that the energy dissipation core plates 1 can expand freely when they yield under pressure, and the energy dissipation core plates 1, steel force transfer plates 3 and rubber plates 7 are fixed together tightly; the two end plates 6 have a rectangular opening respectively, and are inserted along a connection section; the end plates are not welded to the peripheral frame constraint component 2 or the steel force transfer plates 3, and can slide freely in the length direction of the energy dissipation core; the stiffening plates 4 are attached and welded between the connection head parts at two ends of the two energy dissipation core plates 1, notches for accommodating the stiffening plates are arranged in the head part of the web plate of the peripheral constraint joist steel 2-1 corrcsponding to the stiffening plates
As shown in Figs. 6 and 7, steel force transfer plates 3 in the same length as the joist steel 2-1 are arranged on the middle core plate parts of the two energy dissipation core plates 1 respectively, and two U-steels 2-2 are fixed to the left and right sides of the joist steel 2-1 by bolts; as shown in Figs.
8 and 9, rubber plates 7 are arranged between the two steel force transfer plates 3 and the two U-steels 2-2 respectively, so that the energy dissipation core plates 1 can expand freely when they yield under pressure, and the energy dissipation core plates 1, steel force transfer plates 3 and rubber plates 7 are fixed together tightly; the two end plates 6 have a rectangular opening respectively, and are inserted along a connection section; the end plates are not welded to the peripheral frame constraint component 2 or the steel force transfer plates 3, and can slide freely in the length direction of the energy dissipation core; the stiffening plates 4 are attached and welded between the connection head parts at two ends of the two energy dissipation core plates 1, notches for accommodating the stiffening plates are arranged in the head part of the web plate of the peripheral constraint joist steel 2-1 corrcsponding to the stiffening plates
4, lateral limiting structures that are inserted into each other with convex-concave shape are arranged between the bottom of the notches and the ends of the stiffening plates 4, and a plurality of reset ribs 5 are arranged between the two end plates 6.
As shown in Fig. 10, in an embodiment of the present invention in actual engineering application, the connection head parts at two ends of the energy dissipation core plates 1 are connected via pin shafts to gusset plates of the structural frame of a building; thus, the installation is completed.
The method for manufacturing an all-steel double-plate self-reset buckling-restrained brace device provided in the present invention comprises the following steps:
a. arranging rubber plates 7 having a thickness of 1-2mm at the two sides of the web plate of an joist steel 2-1 in a peripheral frame constraint component 2;
b. arranging and centering two energy dissipation core plates 1 at the outer sides of rubber plates 7 at the two sides of the web plate of the joist steel 2-1, and welding the left sides of the energy dissipation core plates 1 to the left end of the joist steel 2-1 in the peripheral frame constraint component respectively;
c. arranging stiffening plates 4 between connection head parts at the ends of the two energy dissipation core plates 1, and connecting the stiffening plates 4 by welding;
d. arranging rubber plates 7 having a thickness of 1-2mm at the outer sides of the two energy dissipation core plates 1 respectively;
e. arranging steel force transfer plates 3 on the rubber plates 7 arranged at thc outer sides of the two energy dissipation core plates l respectively, and welding the right ends of the steel force transfer plates 3 to thc right side of the energy dissipation core plates I
respectively;
f. arranging two peripheral U-steel 2-2 at the two sides of the two steel force transfer plates 3 respectively, and connecting the peripheral U-steel 2-2 to the joist steel 2-1 by bolts;
g. inserting the end plates 6 into the two ends of the two energy dissipation core plates 1 respectively via rectangular slots, till they reach to the peripheral frame constraint component 2, and mounting a plurality of reset ribs 5 between the two end plates 6.
As shown in Fig. 10, in an embodiment of the present invention in actual engineering application, the connection head parts at two ends of the energy dissipation core plates 1 are connected via pin shafts to gusset plates of the structural frame of a building; thus, the installation is completed.
The method for manufacturing an all-steel double-plate self-reset buckling-restrained brace device provided in the present invention comprises the following steps:
a. arranging rubber plates 7 having a thickness of 1-2mm at the two sides of the web plate of an joist steel 2-1 in a peripheral frame constraint component 2;
b. arranging and centering two energy dissipation core plates 1 at the outer sides of rubber plates 7 at the two sides of the web plate of the joist steel 2-1, and welding the left sides of the energy dissipation core plates 1 to the left end of the joist steel 2-1 in the peripheral frame constraint component respectively;
c. arranging stiffening plates 4 between connection head parts at the ends of the two energy dissipation core plates 1, and connecting the stiffening plates 4 by welding;
d. arranging rubber plates 7 having a thickness of 1-2mm at the outer sides of the two energy dissipation core plates 1 respectively;
e. arranging steel force transfer plates 3 on the rubber plates 7 arranged at thc outer sides of the two energy dissipation core plates l respectively, and welding the right ends of the steel force transfer plates 3 to thc right side of the energy dissipation core plates I
respectively;
f. arranging two peripheral U-steel 2-2 at the two sides of the two steel force transfer plates 3 respectively, and connecting the peripheral U-steel 2-2 to the joist steel 2-1 by bolts;
g. inserting the end plates 6 into the two ends of the two energy dissipation core plates 1 respectively via rectangular slots, till they reach to the peripheral frame constraint component 2, and mounting a plurality of reset ribs 5 between the two end plates 6.
Claims (6)
1. An all-steel double-plate self-reset buckling-restrained brace device, comprising energy dissipation core plates (1), a peripheral frame constraint component (2), steel force transfer plates (3), stiffening plates (4), reset ribs (5), end plates (6), and rubber plates (7), the peripheral frame constraint component (2) comprises an joist steel (2-1) and two U-steels (2-2); the energy dissipation core plate (1) comprises a middle core plate part and two connection head parts arranged at the two ends, the middle core plate part of the energy dissipation core plate (1) is arranged with rubber plates (7) at the left and right sides, the middle core plate parts of the two energy dissipation core plates (1) clamp the left and right sides of the web plate of the joist steel (2-1) respectively, and are in the same length as the joist steel (2-1); the connection head parts at the two ends of the energy dissipation core plates (1) protrude from the joist steel (2-1); the stiffening plates (4) are arranged between the connection head parts of the two energy dissipation core plates (1) respectively; the steel force transfer plates (3) in the same length as the joist steel (2-1) are arranged on the middle core plate parts of the two energy dissipation core plates (1) respectively; two U-steels (2-2) are fixed to the joist steel (2-1) by bolts, so that the energy dissipation core plates (1), the steel force transfer plates (3), and the rubber plates (7) are fixed together tightly; two end plates (6) are inserted through rectangular openings in the energy dissipation core at the two sides of the peripheral frame constraint component (2), and seal the two sides of the peripheral frame constraint component (2); a plurality of reset ribs (5) are arranged between the two end plates (6).
2. The all-steel double-plate self-reset buckling-restrained brace device according to claim 1, wherein, the energy dissipation core plate (1) is a line-styled single steel plate, or the energy dissipation core plate (1) is in a staged and gradually-varied dog bone shape, in which the cross section of the middle core plate part is smaller than the cross section of each of the two connection head parts at the ends.
3. The all-steel double-plate self-reset buckling-restrained brace device according to claim 1, wherein, the rubber plate (7) has a thickness of 1-2mm.
4. The all-steel double-plate self-reset buckling-restrained brace device according to claim 1, wherein, the stiffening plates (4) are attached and welded between the two connection head parts of the two energy dissipation core plates (1), notches for accommodating the stiffening plates are arranged in the head part of the web plate of the peripheral constraint joist steel (2-1) corresponding to the stiffening plates (4), and lateral limiting structures inserted into each other with convex-concave shape are arranged between the bottom of the notches and the ends of the stiffening plates (4).
5. The all-steel double-plate self-reset buckling-restrained brace device according to claim 1, wherein, the end plates have a rectangular slot in the middle respectively, and are inserted along a connection section, and the end plates are not welded to the peripheral frame constraint component or the steel force transfer plates, and can slide freely in the length direction of the energy dissipation core.
6. A method for manufacturing an all-steel double-plate self-reset buckling-restrained brace device, comprising the following steps:
a. arranging rubber plates (7) having a thickness of 1-2mm at the two sides of the web plate of an joist steel (2-1) in a peripheral frame constraint component (2);
b. arranging and centering two energy dissipation core plates (1) at the outer sides of rubber plates (7) at the two sides of the web plate of the joist steel (2-1), and welding the left sides of the energy dissipation core plates (1) to the left end of the joist steel (2-1) in the Claims peripheral frame constraint component respectively;
c. arranging stiffening plates (4) between connection head parts at the ends of the two energy dissipation core plates (1), and connecting the stiffening plates (4) by welding;
d. arranging rubber plates (7) having a thickness of I ¨2mm at the outer sides of the two energy dissipation core plates (1) respectively;
e. arranging steel force transfer plates (3) on the rubber plates (7) arranged at the outer sides of the two energy dissipation core plates (1) respectively, and welding the right ends of the steel force transfer plates (3) to the right side of the energy dissipation core plates (1) respectively;
f. arranging two peripheral U-steel (2-2) at the two sides of the two steel force transfer plates (3) respectively, and connecting the peripheral U-steel (2-2) to the joist steel (2-1) by bolts;
g. inserting the end plates (6) into the two ends of the two energy dissipation core plates (1) respectively via rectangular slots, till they reach to the peripheral frame constraint component (2), and mounting a plurality of reset ribs (5) between the two end plates (6).
a. arranging rubber plates (7) having a thickness of 1-2mm at the two sides of the web plate of an joist steel (2-1) in a peripheral frame constraint component (2);
b. arranging and centering two energy dissipation core plates (1) at the outer sides of rubber plates (7) at the two sides of the web plate of the joist steel (2-1), and welding the left sides of the energy dissipation core plates (1) to the left end of the joist steel (2-1) in the Claims peripheral frame constraint component respectively;
c. arranging stiffening plates (4) between connection head parts at the ends of the two energy dissipation core plates (1), and connecting the stiffening plates (4) by welding;
d. arranging rubber plates (7) having a thickness of I ¨2mm at the outer sides of the two energy dissipation core plates (1) respectively;
e. arranging steel force transfer plates (3) on the rubber plates (7) arranged at the outer sides of the two energy dissipation core plates (1) respectively, and welding the right ends of the steel force transfer plates (3) to the right side of the energy dissipation core plates (1) respectively;
f. arranging two peripheral U-steel (2-2) at the two sides of the two steel force transfer plates (3) respectively, and connecting the peripheral U-steel (2-2) to the joist steel (2-1) by bolts;
g. inserting the end plates (6) into the two ends of the two energy dissipation core plates (1) respectively via rectangular slots, till they reach to the peripheral frame constraint component (2), and mounting a plurality of reset ribs (5) between the two end plates (6).
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510625360.5 | 2015-09-28 | ||
| CN201510625360.5A CN105256911B (en) | 2015-09-28 | 2015-09-28 | The double plate Self-reset anti-flexure support devices of all steel and production method |
| PCT/CN2015/097295 WO2017054323A1 (en) | 2015-09-28 | 2015-12-14 | All-steel dual-plate self-centring buckling-restrained brace device and method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CA2948274A1 true CA2948274A1 (en) | 2017-03-28 |
| CA2948274C CA2948274C (en) | 2019-04-30 |
Family
ID=55096813
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CA2948274A Expired - Fee Related CA2948274C (en) | 2015-09-28 | 2015-12-14 | Buckle restraining brace |
Country Status (5)
| Country | Link |
|---|---|
| CN (1) | CN105256911B (en) |
| AU (1) | AU2015394927B1 (en) |
| CA (1) | CA2948274C (en) |
| RU (1) | RU2665737C1 (en) |
| WO (1) | WO2017054323A1 (en) |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US10988952B2 (en) * | 2017-07-25 | 2021-04-27 | Shandong University | Buckling-restrained brace containing L-shaped energy dissipation element, building and assembly method |
| US10858827B2 (en) * | 2017-07-25 | 2020-12-08 | Shandong University | Buckling-restrained brace with flat energy dissipation element, building and assembly method |
| CN107975159B (en) * | 2017-12-01 | 2023-11-24 | 山东大学 | Assembled self-resetting energy consumption supporting device and building |
| CN112267591B (en) * | 2020-11-10 | 2024-09-27 | 郑州大学 | Self-resetting buckling restrained brace with replaceable energy-consumption inner core |
| TWI751095B (en) * | 2021-08-06 | 2021-12-21 | 財團法人國家實驗研究院 | Dual-core self-resetting energy dissipation support device with compressed elastic unit |
| CN113982343B (en) * | 2021-08-13 | 2024-05-24 | 重庆大学 | Novel assembled take SMA to reset buckling restrained brace device |
| CN113833144B (en) * | 2021-09-29 | 2023-05-16 | 东南大学 | Friction energy consumption rotary self-resetting node device |
| CN114351887B (en) * | 2022-01-21 | 2024-08-06 | 长春工程学院 | Energy consumption section replaceable self-resetting buckling restrained brace device |
| CN114263291B (en) * | 2022-01-29 | 2022-09-06 | 哈尔滨工业大学 | Anti-buckling support system with elastic pin connecting end part being reinforced and adjustable in length and installation method |
Family Cites Families (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09279695A (en) * | 1996-04-13 | 1997-10-28 | Konoike Constr Ltd | Earthquake-resisting reinforcing structure and viscoelastic damper |
| JP2001262859A (en) * | 2000-03-21 | 2001-09-26 | Toyo Tire & Rubber Co Ltd | Damping equipment |
| JP3820523B2 (en) * | 2002-06-19 | 2006-09-13 | 清水建設株式会社 | Brace damper |
| KR101297884B1 (en) * | 2004-03-03 | 2013-08-19 | 폴리발러 리미티드 파트너쉽 | Self-Centering Energy Dissipative Brace Apparatus with Tensioning Elements |
| JP5324197B2 (en) * | 2008-12-01 | 2013-10-23 | 清水建設株式会社 | Brace damper |
| CN101824922B (en) * | 2010-05-31 | 2011-11-09 | 哈尔滨工业大学 | Self reset curvature-prevention support component |
| RU2535567C2 (en) * | 2012-07-20 | 2014-12-20 | Фёдор Анатольевич Жарков | Quakeproof building |
| CN103195185A (en) * | 2013-04-11 | 2013-07-10 | 北京工业大学 | I-shaped single-plate assembling steel structure prestressed buckling preventing support |
| CN103195188A (en) * | 2013-04-11 | 2013-07-10 | 北京工业大学 | I-shaped double-plate assembling steel structure prestressed buckling preventing support |
| CN103233525A (en) * | 2013-04-11 | 2013-08-07 | 北京工业大学 | Channel steel assembling type steel structure prestress anti-bending support |
| CN103233528B (en) * | 2013-05-10 | 2015-07-01 | 东南大学 | Self-reset buckling limitation support |
| CN103206029B (en) * | 2013-05-10 | 2015-04-08 | 东南大学 | Micro-vibration energy-consumption viscoelastic buckling restrained brace |
| CN203462607U (en) * | 2013-09-17 | 2014-03-05 | 广州大学 | Assembled clean steel buckling restrain energy consumption support |
| US20150184413A1 (en) * | 2014-01-01 | 2015-07-02 | Steven E. Pryor | Self-Centering Braced Frame for Seismic Resistance in Buildings |
| CN103981965A (en) * | 2014-04-11 | 2014-08-13 | 北京工业大学 | Self-resetting-prestress bending-preventing support of channel-steel assembled steel structure |
| CN205088811U (en) * | 2015-09-28 | 2016-03-16 | 中国矿业大学 | Two boards of all steel are from restoring to throne buckling restrained brace device |
-
2015
- 2015-09-28 CN CN201510625360.5A patent/CN105256911B/en active Active
- 2015-12-14 WO PCT/CN2015/097295 patent/WO2017054323A1/en active Application Filing
- 2015-12-14 RU RU2016142332A patent/RU2665737C1/en not_active IP Right Cessation
- 2015-12-14 AU AU2015394927A patent/AU2015394927B1/en not_active Ceased
- 2015-12-14 CA CA2948274A patent/CA2948274C/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| WO2017054323A1 (en) | 2017-04-06 |
| CN105256911B (en) | 2018-04-13 |
| CA2948274C (en) | 2019-04-30 |
| AU2015394927B1 (en) | 2017-02-02 |
| RU2665737C1 (en) | 2018-09-04 |
| CN105256911A (en) | 2016-01-20 |
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