CN206205266U - A kind of Self-resetting viscoplasticity energy dissipating girder steel - Google Patents
A kind of Self-resetting viscoplasticity energy dissipating girder steel Download PDFInfo
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- CN206205266U CN206205266U CN201621181196.XU CN201621181196U CN206205266U CN 206205266 U CN206205266 U CN 206205266U CN 201621181196 U CN201621181196 U CN 201621181196U CN 206205266 U CN206205266 U CN 206205266U
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Abstract
A kind of Self-resetting viscoplasticity energy dissipating girder steel, in the Self-resetting viscoplasticity energy dissipating girder steel, steel I-beam is connected by beam-ends connection backing plate, viscoplasticity damping body and Self-resetting system with frame column.Both there is the reseting performance and bearing capacity of stabilization, while having the Self-resetting viscoplasticity energy dissipating steel beam structure of good energy dissipation capacity concurrently.By the design of node of the upper and lower top flange of beam, remain that framework intercolumniation is constant, and framework is concentrated in the relative displacement between internal and external casing to the displacement response under load action, effectively prevent the deformation scaling problem that Self-resetting framework is brought by node power consumption.The residual deformation of the effective control structure of reset system.It is particularly well-suited to stress performance and reset effect requirement large-span steel frame structure system higher.
Description
Technical field
The utility model is related to a kind of novel steel beam, more particularly to a kind of Self-resetting energy dissipating girder steel, belongs to Structural Engineering skill
Art field.
Background technology
Traditional steel-frame structure relies primarily on the plastic deformation of the structural elements such as beam, post come the seismic energy that dissipates, after shake
Structure will produce larger plasticity residual deformation so that structure is difficult to repair or even can only remove reconstruction, huge so as to cause
Economic loss.Runback bit architecture is the new structure that one kind is intended to reduce or eliminate structure " residual deformation ", typically certainly
Resetting structure system is mainly made up of Self-resetting system and dissipative system two parts.Self-resetting system includes beam, Column border node, in advance should
The reset element such as power steel strand wires and marmem.Dissipative system is made up of dissipative cell or energy-dissipating device, the reinforcing bar that such as consumes energy,
Angle steel, damper etc., are mainly used in earthquake energy, it is easy to replace, so as to reduce the structure repair time.
At present, although the research on Self-resetting steel frame system achieves many achievements, but main still by runback
The reset of structure and power consumption are realized in post-tensioned prestressing node the linger rotation on the upper and lower edge of a wing in position, due to the moving of node, beam column
Contact surface replaces folding, causes the expansion deformation of the components such as framed floor to be coordinated.On the one hand, designed by special floor system
With coordinating frame expansion deformation, the set beam body system for such as proposing in recent years and slip composite floor system.On the other hand, carry
The new Self-resetting steel frame system of expansion deformation, such as proposition of Self-resetting Steel Truss Beam are gone out not produce.Self-resetting steel truss
Although set a roof beam in place having good reseting performance and energy dissipation capacity during horizontal addload, result of the test shows, to large span
Self-resetting Steel Truss Beam apply horizontally and vertically load collective effect when, Self-resetting steel truss Deformation Member is larger, will influence
The stress performance and reset effect of Steel Truss Beam.
Utility model content
The purpose of this utility model is the expansion deformation coordination problem of the components such as solution framework floor, while providing one kind both
Reseting performance and bearing capacity with stabilization, have the Self-resetting viscoplasticity energy dissipating steel beam structure of good energy dissipation capacity concurrently again,
It is particularly well-suited to stress performance and reset effect requirement large-span steel frame structure system higher.
The technical scheme used to realize the utility model purpose is a kind of such, Self-resetting viscoplasticity energy dissipating steel
Beam, including steel I-beam, beam-ends connection backing plate and viscoplasticity damping body.The steel I-beam passes through beam-ends connection backing plate, viscoelastic
Property damping body and Self-resetting system are connected with frame column.
The side of the beam-ends connection backing plate is connected with frame column by high-strength bolt, and opposite side is welded with the He of connector I
Connector II.
The viscoplasticity damping body includes shear connections plate of two block weldings on beam-ends connection backing plate.The shear connections
The inner side attachment viscoelastic material of plate.On the shear connections plate, some long slot bores are provided with.
The steel I-beam has groove I and groove II.The groove I is that excision end lower flange and end web are close to
The part of lower flange is formed.The groove II is the part institute shape for cutting off end top flange and end web near top flange
Into.Connector III is welded with the groove II.The top flange of the steel I-beam is hinged on connector I by connector III
On.
The web of the steel I-beam is inserted in the gap between two blocks of shear connections plates.On the web of the steel I-beam
With some bolts hole.Some shearing bolts pass through the bolt hole on long slot bore and web on two blocks of shear connections plates.
One screw-in nut of shearing bolt.The nut is not tightened.
The reset system includes prestress wire, inner sleeve, outer tube, anchor plate, connecting plate and anchorage.
The outer tube is welded on the lower section of the lower flange of steel I-beam.The inner sleeve penetrates outer tube.It is described
Outer tube is shorter than inner sleeve.The inner sleeve two ends are provided with anchor plate.The diameter of the anchor plate is not less than overcoat tube section
External diameter.The prestress wire is arranged in inner sleeve, every prestress wire two ends through anchor plate anchor hole simultaneously
It is connected with anchor plate by anchorage.The anchor plate is provided with and is connected the through hole that plate shape matches.Described connecting plate one end
With inner sleeve welding, the other end is through the through hole on anchor plate and outside anchor plate.The connecting plate is located at anchor plate
Outside one end passes through pin hinges with connector II.
Further, the frame column selects H profile steel, and its edge of a wing is connected with beam-ends connection backing plate using high-strength bolt.
Further, the inner sleeve two ends respectively offer 4 grooves.The connecting plate is welded away from beam-ends connection backing plate one end
Cross connecting plate is connect in crosswise.Insert the groove and be welded to connect with inner sleeve in the connecting plate crosswise end.
Further, there is gap between the inner sleeve and outer tube.The length at the connecting plate crosswise end and it is high with it is outer
The internal diameter of sleeve pipe is equal, so that direction when ensureing relative position and the relative motion of inner sleeve and outer tube.
The utility model is also disclosed a kind of Self-resetting viscoplasticity energy dissipating girder steel, including steel I-beam, beam-ends connection backing plate and
Viscoplasticity damping body.The steel I-beam is connected by beam-ends connection backing plate, viscoplasticity damping body and Self-resetting system and frame column
Connect.
The side of the beam-ends connection backing plate is connected with frame column by high-strength bolt, and opposite side is welded with the He of connector I
Connector II.
The viscoplasticity damping body includes shear connections plate of two block weldings on beam-ends connection backing plate.The shear connections
The inner side attachment viscoelastic material of plate.On the shear connections plate, some long slot bores are provided with.
The steel I-beam has groove I and groove II.The groove I is that excision end lower flange and end web are close to
The part of lower flange is formed.The groove II is the part institute shape for cutting off end top flange and end web near top flange
Into.Connector III is welded with the groove II.The top flange of the steel I-beam is hinged on connector I by connector III
On.
The web of the steel I-beam is inserted in the gap between two blocks of shear connections plates.On the web of the steel I-beam
With some bolts hole, some shearing bolts pass through the bolt hole on long slot bore and web on two blocks of shear connections plates.Shearing resistance
One screw-in nut of bolt.The nut is not tightened.
The reset system includes prestress wire, square tube inner sleeve, channel-section steel, anchor plate, connecting plate and anchorage.
The channel-section steel is welded on the lower section of the lower flange of steel I-beam.The square tube inner sleeve penetrates the groove type of channel-section steel
In.
The channel-section steel is shorter than square tube inner sleeve.The square tube inner sleeve two ends are provided with anchor plate.The length of the anchor plate
Waist not less than channel-section steel is wide.The width of the anchor plate is long not less than the leg of channel-section steel.The prestress wire is arranged in square tube
In sleeve pipe, every prestress wire two ends are passed through the anchor hole of anchor plate and are connected with anchor plate by anchorage.The anchoring
Plate is provided with and is connected the through hole that plate shape matches.Described connecting plate one end is welded with square tube inner sleeve, and the other end passes through anchor
Gu through hole on plate and outside anchor plate.One end that the connecting plate is located at outside anchor plate passes through pin with connector II
Son is hinged.
Further, the frame column selects H profile steel, and its edge of a wing is connected with beam-ends connection backing plate using high-strength bolt.
Further, the square tube inner sleeve tube end offers 4 grooves.The connecting plate away from beam-ends connection backing plate one
End welding cross connecting plate is in crosswise.Insert the groove and welded with square tube inner sleeve and connect in the connecting plate crosswise end
Connect.
Further, there is gap between the square tube inner sleeve and channel-section steel.The size and groove at the connecting plate crosswise end
The thick difference of the height and leg of steel and the leg difference thick with waist wide match, thus the relative position of guarantor's inner casing tube and channel-section steel with
Direction during relative motion.
It is of the present utility model have the technical effect that it is unquestionable:
1st, the utility model proposes Self-resetting viscoplasticity energy dissipating girder steel give full play to the bending rigidity of I-steel, by beam
The design of node of upper and lower top flange, remains that framework intercolumniation is constant, and by framework to the displacement response under load action
Concentrate in the relative displacement between internal and external casing, effectively prevent Self-resetting framework and extended by the deformation that node power consumption brings
Problem；
2nd, the utility model proposes Self-resetting viscoplasticity energy dissipating girder steel given full play to viscoelastic material stabilization hysteresis
Characteristic, by the relative motion between shear connections steel plate and I-steel web, makes viscoelastic material layer produce reciprocal shearing to become
Shape, so as to absorb and most of energy that dissipates, replaceable viscoelastic material is concentrated on by the earthquake of structure, and effectively control finishes
Rehabilitation cost after structure shake；
3rd, the utility model proposes Self-resetting viscoplasticity energy dissipating girder steel use internal and external casing, anchor plate and prestress steel twist
The reset system that line is constituted, the residual deformation of effective control structure.It is particularly well-suited to stress performance and reset effect requirement
Large-span steel frame structure system higher.
Brief description of the drawings
Fig. 1 is the structure organigram of Self-resetting viscoplasticity energy dissipating girder steel；
Fig. 2 is the A-A profiles of Fig. 1；
Fig. 3 is the stereoscopic three-dimensional schematic diagram of Self-resetting components of system as directed part；
Fig. 4 is Self-resetting system assembling schematic diagram；
Fig. 5 is the Self-resetting system generalized section of another embodiment；
Fig. 6 is steel I-beam top flange and connector pin joint top view；
Fig. 7 is connector I and the structural representation of connector III.
In figure：Steel I-beam 1, top flange 101, web 102, bolt hole 1021, lower flange 103, groove I 104, groove II
105th, beam-ends connection backing plate 2, pin 201, connector I 202, pin-and-hole III 2021, high-strength bolt 203, connector II 204, pin-and-hole I
2041st, metallic pin 205, connector III 206, pin-and-hole VI 2061, viscoplasticity damping body 3, shear connections plate 301, long slot bore 3011,
Viscoelastic material 302, shearing bolt 303, nut 3031, frame column 4, Self-resetting system 5, prestress wire 501, inner sleeve
502nd, groove 5021, outer tube 503, anchor plate 504, through hole 5041, anchor hole 5042, connecting plate 505, pin-and-hole II 5051, end
Connecting plate 5052, anchorage 506, square tube inner sleeve 507, channel-section steel 508.
Specific embodiment
With reference to embodiment, the utility model is described in further detail, but should not be construed the above-mentioned master of the utility model
Topic scope is only limitted to following embodiments.It is common according to this area in the case where the above-mentioned technological thought of the utility model is not departed from
Technological know-how and customary means, make various replacements and change, all should be included in protection domain of the present utility model.
Embodiment 1：
Referring to Fig. 1, Self-resetting viscoplasticity energy dissipating girder steel, including steel I-beam 1, beam-ends connection backing plate 2, viscoplasticity damping body
3rd, H profile steel frame column 4 and Self-resetting system 5.
The side of the beam-ends connection backing plate 2 is connected with the edge of a wing of H profile steel frame column 4 by high-strength bolt 203, opposite side
It is welded with connector I 202 and connector II 204.
Referring to Fig. 1 and Fig. 2, the viscoplasticity damping body 3 includes shear connections of two block weldings on beam-ends connection backing plate 2
Plate 301.The inner side attachment viscoelastic material 302 of the shear connections plate 301.On the shear connections plate 301, some length are provided with
Slotted eye 3011.
The steel I-beam 1 has groove 104 and groove 105.The groove 104 is excision end lower flange and end abdomen
Plate is formed near the part of lower flange.The groove 105 is the portion for cutting off end top flange and end web near top flange
Divide and formed.Referring to Fig. 6 and Fig. 7, the connector III 206 is welded at groove 105.The connector I 202 is concave shape,
Connector III 206 is convex shape.There is pin-and-hole III 2021 on the connector I 202, there is pin-and-hole VI on connector III 206
2061.After the connector I 202 coordinates with the inserting of connector III 206, metallic pin 205 passes through pin-and-hole III 2021 and pin-and-hole VI
2061, the top flange of steel I-beam 1 is hinged on beam-ends connection backing plate 2.
Referring to Fig. 1, vertical paper direction is left and right directions in figure, and H profile steel frame column is vertically above-below direction.Severe earthquake action
Under, steel I-beam 1 can be rotated upwardly and downwardly around top flange pin joint.
The web 102 of the steel I-beam 1 is inserted in the gap between two blocks of shear connections plates 301.The steel I-beam 1
Web 102 on have some bolts hole 1021.Some shearing bolts 303 pass through the length on two blocks of shear connections plates 301
Bolt hole 1021 on slotted eye 3011 and web.One screw-in nut 3031 of shearing bolt 303.The nut is not tightened, with
There is gap between shear connections plate 301.Under severe earthquake action, shearing bolt 303 can be slided along long slot bore 3011, so as to ensure beam
End hinge can be rotated.
Referring to Fig. 1 and Fig. 4, the reset system 5 includes prestress wire 501, inner sleeve 502, outer tube 503, anchor
Gu plate 504, connecting plate 505 and anchorage 506.
The outer tube 503 is welded on the lower section of the lower flange 103 of steel I-beam 1.The inner sleeve 502 penetrates overcoat
In pipe 503.The outer tube 503 is shorter than inner sleeve 502.There is gap between the inner sleeve 502 and outer tube 503.It is described
The two ends of inner sleeve 502 are provided with anchor plate 504.The diameter of the anchor plate 504 is not less than the cross-sectional outer diameter of outer tube 503.It is described
Prestress wire 501 is arranged in inner sleeve 502, anchor hole of the every two ends of prestress wire 501 through anchor plate 504
5042 and it is connected with anchor plate 504 by anchorage 506, so as to internal and external casing be forced together in advance.
Referring to Fig. 1, Fig. 3 and Fig. 4, the anchor plate 504 is provided with the through hole 5041 matched with the shape of connecting plate 505.
The one end of the connecting plate 505 is welded with inner sleeve 502, and the other end is through the through hole 5041 on anchor plate 504 and positioned at anchoring
Outside plate 504.The end of the inner sleeve 502 offers 4 grooves 5021.The connecting plate 505 is away from beam-ends connection backing plate 2
One end welding cross connecting plate 5052 is in crosswise.Insert the groove 5021 and and inner sleeve in the crosswise end of the connecting plate 505
Pipe 502 is welded to connect.The size at the crosswise end of the connecting plate 505 matches with the internal diameter of outer tube 503, so as to ensure inner sleeve
The direction when relative position and relative motion of pipe 502 and outer tube 503.The connecting plate 505 is located at outside anchor plate 504
One end is hinged with connector II 204 by pin 201.
Under severe earthquake action, remain that framework intercolumniation is constant, and framework is concentrated to the displacement response under load action
In relative displacement between internal and external casing, effectively prevent Self-resetting framework and asked by the deformation extension that node power consumption brings
Topic so that without using specially treated for compatibility of deformation between floor system and Self-resetting viscoplasticity energy dissipating girder steel.Loading rank
Section, relative motion is produced between shear connections steel plate and I-steel web, viscoelastic material layer is produced reciprocal detrusion, from
And absorb and most of energy that dissipates.During this, prestress wire storage elastic deformation energy.Prestress steel twist when unloaded
The stored elastic deformation energy of line release participates in resetting.
Embodiment 2：
Self-resetting viscoplasticity energy dissipating girder steel, including steel I-beam 1, beam-ends connection backing plate 2, viscoplasticity damping body 3, H profile steel
Frame column 4 and Self-resetting system 5.
The side of the beam-ends connection backing plate 2 is connected with the edge of a wing of H profile steel frame column 4 by high-strength bolt 203, opposite side
It is welded with connector I 202 and connector II 204.
The viscoplasticity damping body 3 includes shear connections plate 301 of two block weldings on beam-ends connection backing plate 2.It is described anti-
Cut the inner side attachment viscoelastic material 302 of connecting plate 301.On the shear connections plate 301, some long slot bores 3011 are provided with.
The steel I-beam 1 has groove 104 and groove 105.The groove 104 is excision end lower flange and end abdomen
Plate is formed near the part of lower flange.The groove 105 is the portion for cutting off end top flange and end web near top flange
Divide and formed.Referring to Fig. 6 and Fig. 7, the connector III 206 is welded at groove 105.The connector I 202 is concave shape,
Connector III 206 is convex shape.There is pin-and-hole III 2021 on the connector I 202, there is pin-and-hole VI on connector III 206
2061.After the connector I 202 coordinates with the inserting of connector III 206, metallic pin 205 passes through pin-and-hole III 2021 and pin-and-hole VI
2061, the top flange of steel I-beam 1 is hinged on beam-ends connection backing plate 2.
The web 102 of the steel I-beam 1 is inserted in the gap between two blocks of shear connections plates 301.The steel I-beam 1
Web 102 on have some bolts hole 1021.Some shearing bolts 303 pass through the length on two blocks of shear connections plates 301
Bolt hole 1021 on slotted eye 3011 and web.One screw-in nut 3031 of shearing bolt 303.
The reset system 5 includes prestress wire 501, square tube inner sleeve 507, channel-section steel 508, anchor plate 504, connection
Plate 505 and anchorage 506.
Referring to Fig. 5, the leg end of the channel-section steel 508 is welded on the lower section of the lower flange 103 of steel I-beam 1.In the square tube
Sleeve pipe 507 is penetrated in the groove type of channel-section steel 508.There is gap between the square tube inner sleeve 507 and channel-section steel 508.
The channel-section steel 508 is shorter than square tube inner sleeve 507.The square tube inner sleeve two ends are provided with anchor plate 504.The anchor
Gu the length of plate 504 is wide not less than the waist of channel-section steel 508.The leg not less than channel-section steel 508 wide of the anchor plate 504 is long.It is described it is pre- should
Power steel strand wires 501 are arranged in square tube inner sleeve 507, anchor hole of the every two ends of prestress wire 501 through anchor plate 504
5042 and it is connected with anchor plate 504 by anchorage 506, so as to square tube inner sleeve 507 be forced together in advance with channel-section steel 508.It is described
The end of inner sleeve 507 offers 4 grooves 5071.The connecting plate 505 connects away from one end welding cross of beam-ends connection backing plate 2
Fishplate bar 5052 is in crosswise.Insert the groove 5071 and be welded to connect with inner sleeve 507 in the crosswise end of the connecting plate 505.
The anchor plate 504 is provided with the through hole 5041 matched with the shape of connecting plate 505.Between the inner sleeve 507 and channel-section steel 508
There is gap.The size at the crosswise end of the connecting plate 505 and the height of channel-section steel 508 and the thick difference of leg and the difference that leg is wide and waist is thick
Match, so that the direction when relative position and relative motion of guarantor's inner casing tube 507 and channel-section steel 508.The connecting plate
505 one end are welded with inner sleeve 507, and the other end is through the through hole 5041 on anchor plate 504 and outside anchor plate 504.
One end that the connecting plate 505 is located at outside anchor plate 504 is hinged with connector II 204 by pin 201.
Claims (7)
1. a kind of Self-resetting viscoplasticity energy dissipating girder steel, it is characterised in that:Including steel I-beam (1), beam-ends connection backing plate (2) and viscous
Elastic damping body (3)；
The steel I-beam (1) is by beam-ends connection backing plate (2), viscoplasticity damping body (3) and Self-resetting system (5) and frame column
(4) connect；
The side of the beam-ends connection backing plate (2) is connected with frame column (4) by high-strength bolt (203), and opposite side is welded with company
Fitting I (202) and connector II (204)；
Shear connections plate (301) of the viscoplasticity damping body (3) including two block weldings on beam-ends connection backing plate (2)；It is described
Viscoelastic material (302) is adhered in the inner side of shear connections plate (301)；On the shear connections plate (301), some long slot bores are provided with
(3011)；
The steel I-beam (1) is with groove I (104) and groove II (105)；The groove I (104) is excision end lower flange
And end web is formed near the part of lower flange；The groove II (105) is that excision end top flange and end web are leaned on
The part of nearly top flange is formed；The place of the groove II (105) is welded with connector III (206)；The steel I-beam (1) it is upper
The edge of a wing is hinged on connector I (202) by connector III (206)；
The web (102) of the steel I-beam (1) is inserted in the gap between two pieces of shear connections plates (301)；The I-steel
There are some bolts hole (1021) on the web (102) of beam (1)；Some shearing bolts (303) are through two pieces of shear connections
The bolt hole (1021) on long slot bore (3011) and web on plate (301)；One screw-in nut of shearing bolt (303)
(3031)；The nut (3031) is not tightened；
The reset system (5) including prestress wire (501), inner sleeve (502), outer tube (503), anchor plate (504),
Connecting plate (505) and anchorage (506)；
The outer tube (503) is welded on the lower section of the lower flange (103) of steel I-beam (1)；Inner sleeve (502) penetrate
In outer tube (503)；The outer tube (503) is shorter than inner sleeve (502)；Inner sleeve (502) two ends are provided with anchor plate
(504)；The diameter of the anchor plate (504) is not less than outer tube (503) cross-sectional outer diameter；The prestress wire (501) sets
It is placed in inner sleeve (502), every prestress wire (501) two ends pass through the anchor hole (5042) of anchor plate (504) and lead to
Anchorage (506) is crossed to be connected with anchor plate (504)；The anchor plate (504) is provided with logical with what connecting plate (505) shape matched
Hole (5041)；Described connecting plate (505) one end is welded with inner sleeve (502), and the other end passes through the through hole on anchor plate (504)
(5041) it is and outside positioned at anchor plate (504)；The connecting plate (505) positioned at the outside one end of anchor plate (504) be connected
Part II (204) is hinged by pin (201).
2. a kind of Self-resetting viscoplasticity energy dissipating girder steel, it is characterised in that:Including steel I-beam (1), beam-ends connection backing plate (2) and viscous
Elastic damping body (3)；
The steel I-beam (1) is by beam-ends connection backing plate (2), viscoplasticity damping body (3) and Self-resetting system (5) and frame column
(4) connect；
The side of the beam-ends connection backing plate (2) is connected with frame column (4) by high-strength bolt (203), and opposite side is welded with company
Fitting I (202) and connector II (204)；
Shear connections plate (301) of the viscoplasticity damping body (3) including two block weldings on beam-ends connection backing plate (2)；It is described
Viscoelastic material (302) is adhered in the inner side of shear connections plate (301)；On the shear connections plate (301), some long slot bores are provided with
(3011)；
The steel I-beam (1) is with groove I (104) and groove II (105)；The groove I (104) is excision end lower flange
And end web is formed near the part of lower flange；The groove II (105) is that excision end top flange and end web are leaned on
The part of nearly top flange is formed；The place of the groove II (105) is welded with connector III (206)；The steel I-beam (1) it is upper
The edge of a wing is hinged on connector I (202) by connector III (206)；
The web (102) of the steel I-beam (1) is inserted in the gap between two pieces of shear connections plates (301)；The I-steel
There are some bolts hole (1021), some shearing bolts (303) are through two blocks of shear connections plates on the web (102) of beam (1)
(301) bolt hole (1021) on long slot bore (3011) and web on；One screw-in nut of shearing bolt (303)
(3031)；The nut (3031) is not tightened；
The reset system (5) includes prestress wire (501), square tube inner sleeve (507), channel-section steel (508), anchor plate
(504), connecting plate (505) and anchorage (506)；
The channel-section steel (508) is welded on the lower section of the lower flange (103) of steel I-beam (1)；The square tube inner sleeve (507) penetrates
In the groove type of channel-section steel (508)；
The channel-section steel (508) is shorter than square tube inner sleeve (507)；Square tube inner sleeve (507) two ends are provided with anchor plate
(504)；The length of the anchor plate (504) is wide not less than the waist of channel-section steel (508)；The width of the anchor plate (504) is not less than channel-section steel
(508) leg is long；The prestress wire (501) is arranged in square tube inner sleeve (507), every prestress wire
(501) two ends are passed through the anchor hole (5042) of anchor plate (504) and are connected with anchor plate (504) by anchorage (506)；The anchor
Gu plate (504) is provided with the through hole (5041) matched with connecting plate (505) shape；Described connecting plate (505) one end and square tube
Inner sleeve (507) is welded, and the other end is through the through hole (5041) on anchor plate (504) and outside positioned at anchor plate (504)；Institute
Connecting plate (505) is stated to be hinged by pin (201) with connector II (204) positioned at the outside one end of anchor plate (504).
3. Self-resetting viscoplasticity energy dissipating girder steel according to claim 1 and 2, it is characterised in that：The frame column (4) is selected
H profile steel, its edge of a wing is connected with beam-ends connection backing plate (2) using high-strength bolt (203).
4. Self-resetting viscoplasticity energy dissipating girder steel according to claim 1, it is characterised in that：Inner sleeve (502) end
Offer 4 grooves (5021)；The connecting plate (505) welds cross connecting plate away from one end of beam-ends connection backing plate (2)
(5052) in crosswise；Insert the groove (5021) and welded with inner sleeve (502) and connect in connecting plate (505) the crosswise end
Connect.
5. Self-resetting viscoplasticity energy dissipating girder steel according to claim 2, it is characterised in that：The square tube inner sleeve (507)
End offers 4 grooves (5021)；One end welding cross connection of the connecting plate (505) away from beam-ends connection backing plate (2)
Plate (5052) is in crosswise；Connecting plate (505) the crosswise end insert the groove (5021) and with square tube inner sleeve (502)
It is welded to connect.
6. Self-resetting viscoplasticity energy dissipating girder steel according to claim 4, it is characterised in that：The inner sleeve (502) and outer
There is gap between (503) in sleeve pipe；The size at connecting plate (505) the crosswise end matches with the internal diameter of outer tube (503),
Direction during so as to the relative position and the relative motion that ensure inner sleeve (502) and outer tube (503).
7. Self-resetting viscoplasticity energy dissipating girder steel according to claim 5, it is characterised in that：The inner sleeve (507) and groove
There is gap between (508) in steel；The size at connecting plate (505) the crosswise end and the height of channel-section steel (503) and the thick difference of leg
And the difference that leg is wide and waist is thick matches, so that the relative position and relative motion of guarantor's inner casing tube (507) and channel-section steel (508)
When direction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621181196.XU CN206205266U (en) | 2016-11-03 | 2016-11-03 | A kind of Self-resetting viscoplasticity energy dissipating girder steel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621181196.XU CN206205266U (en) | 2016-11-03 | 2016-11-03 | A kind of Self-resetting viscoplasticity energy dissipating girder steel |
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| Publication Number | Publication Date |
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| CN206205266U true CN206205266U (en) | 2017-05-31 |
Family
ID=58757739
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621181196.XU Withdrawn - After Issue CN206205266U (en) | 2016-11-03 | 2016-11-03 | A kind of Self-resetting viscoplasticity energy dissipating girder steel |
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| CN (1) | CN206205266U (en) |
Cited By (7)
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| CN108018991A (en) * | 2016-11-03 | 2018-05-11 | 重庆大学 | A kind of Self-resetting viscoplasticity energy dissipating girder steel |
| CN108049517A (en) * | 2018-01-11 | 2018-05-18 | 重庆大学 | A kind of external replaceable energy consuming components Self-resetting RC frame foot joints |
| CN108716247A (en) * | 2018-05-25 | 2018-10-30 | 东南大学 | A kind of assembled twin beams Self-resetting Aseismic Steel Frames |
| CN108755953A (en) * | 2018-05-23 | 2018-11-06 | 北京交通大学 | Self-resetting semi-girder truss based on viscoplasticity energy consumption |
| CN109778661A (en) * | 2019-01-21 | 2019-05-21 | 浙江工业大学 | 3 adjustable steel truss formula T beam diaphragms |
| CN109838132A (en) * | 2019-03-06 | 2019-06-04 | 东南大学 | A kind of self-positioning installation steel wood energy consumption combined joint |
| CN110145021A (en) * | 2019-05-06 | 2019-08-20 | 东南大学 | A kind of built-in Self-resetting beam-column connection for squeezing energy-consuming device of assembled band |
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2016
- 2016-11-03 CN CN201621181196.XU patent/CN206205266U/en not_active Withdrawn - After Issue
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108018991A (en) * | 2016-11-03 | 2018-05-11 | 重庆大学 | A kind of Self-resetting viscoplasticity energy dissipating girder steel |
| CN108018991B (en) * | 2016-11-03 | 2023-08-11 | 重庆大学 | Self-resetting viscoelastic energy dissipation steel beam |
| CN108049517A (en) * | 2018-01-11 | 2018-05-18 | 重庆大学 | A kind of external replaceable energy consuming components Self-resetting RC frame foot joints |
| CN108049517B (en) * | 2018-01-11 | 2024-02-06 | 重庆大学 | External replaceable energy consumption assembly self-resetting RC frame column foot node |
| CN108755953A (en) * | 2018-05-23 | 2018-11-06 | 北京交通大学 | Self-resetting semi-girder truss based on viscoplasticity energy consumption |
| CN108716247A (en) * | 2018-05-25 | 2018-10-30 | 东南大学 | A kind of assembled twin beams Self-resetting Aseismic Steel Frames |
| CN109778661A (en) * | 2019-01-21 | 2019-05-21 | 浙江工业大学 | 3 adjustable steel truss formula T beam diaphragms |
| CN109838132A (en) * | 2019-03-06 | 2019-06-04 | 东南大学 | A kind of self-positioning installation steel wood energy consumption combined joint |
| CN109838132B (en) * | 2019-03-06 | 2020-09-11 | 东南大学 | Self-positioning installation steel-wood energy dissipation combined node |
| CN110145021A (en) * | 2019-05-06 | 2019-08-20 | 东南大学 | A kind of built-in Self-resetting beam-column connection for squeezing energy-consuming device of assembled band |
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