CN205653916U - Energy dissipation shock attenuation that allies oneself with limb shear force wall links beam construction - Google Patents
Energy dissipation shock attenuation that allies oneself with limb shear force wall links beam construction Download PDFInfo
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- CN205653916U CN205653916U CN201620505965.0U CN201620505965U CN205653916U CN 205653916 U CN205653916 U CN 205653916U CN 201620505965 U CN201620505965 U CN 201620505965U CN 205653916 U CN205653916 U CN 205653916U
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- steel plate
- steel sheet
- retractable pencil
- viscoelastic damper
- shearing
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Abstract
The utility model discloses an energy dissipation shock attenuation that allies oneself with limb shear force wall links beam construction should link the beam construction and include the other roof beam section of extending out from the relative side of double -phase adjacent wall limb of bipartition, the dead in line of two roof beam sections is equipped with a lead core viscoelastic damper between the two, two of lead core viscoelastic damper respectively with the tip fixed connection of two roof beam sections, lead core viscoelastic damper is including restraint steel sheet, shearing steel sheet and an at least column lead core, the restraint steel sheet with shear steel sheet alternative coincide in proper order, each is sheared steel sheet and is equipped with compound viscoelasticity layer between rather than adjacent restraint steel sheet, compound viscoelasticity layer is by coincide and the glutinous layer of resilient material who links together and steel sheet are formed in turn, the both sides on compound viscoelasticity layer link together rather than adjacent restraint steel sheet or shearing steel sheet respectively, the column lead core crosses perpendicularly restraint steel sheet, shearing steel sheet and compound viscoelasticity layer.
Description
Technical field
This utility model relates to the structural elements of building, is particularly used for the elongate structure component of load-bearing.
Background technology
Shear wall structure is a kind of version common in skyscraper, when shear wall vertically has string
Or during the bigger hole of multiple row, owing to hole is relatively big, the globality of shear wall cross section is the most destroyed, shear wall
Section deformation be no longer complies with plane section assumption.At this moment shear wall becomes the wall limb retrained by a series of coupling beams
The Coupled Shear Wall formed.The coupled walls having string hole is referred to as two-leg thin-wall, when having multiple row hole
Referred to as many limbs wall.For ensureing the ductility of Coupled Shear Wall structure, if clocking requirement follows " the strong weak company of wall limb
Beam " principle, normal use and coupling beam and wall limb cooperation under frequently occurred earthquake effect, for Coupled Shear Wall
Structure provides enough anti-side rigidity, and under set up defences earthquake or rarely occurred earthquake, coupling beam enters yielding stage prior to wall limb
Dissipation seismic energy, improves structure ductility, protects agent structure safety.
Under geological process, the failure mode of coupling beam is broadly divided into ductile fracture and brittle break, in order to ensure coupling beam
Can effectively play ductility power consumption effect, the rigidity of coupling beam and ductility are coordinated to add design and constructional difficulties,
If coupling beam generation brittle break can be substantially reduced Coupled Shear Wall anti-side rigidity, bring potential safety hazard to structure.
Tradition Coupled Shear Wall structure is to ensure that ductility needs with the coupling beam in sacrifice agent structure as cost, actual work
In journey, to there is energy consumption effect poor for coupling beam, and repairs difficulty high cost problem after shake.
Along with development and the application of energy-dissipating and shock-absorbing technology, energy-consumption shock-absorption device is pacified by the most existing many scholars
Being loaded in Shear-wall Connecting Beam Used, the flexural deformation of wall limb is delivered at coupling beam make coupling beam produce corresponding deformation, and then
Make damping device produce the energy of shearing lag return deformation dissipation Seismic input agent structure, protect agent structure
Safety.Present stage is installed on the damping device at coupling beam and mostly uses metal shears cut type antivibrator.But,
Metal shears cut type antivibrator is under long-term reciprocating load, especially under wind action, and its fatigue durability
Can be poor, and at coupling beam, force-mechanism is more complicated, metal shears cut type antivibrator pressure, curved, cut compound action
The easiest unstable failure.
Summary of the invention
Technical problem to be solved in the utility model is to provide the energy-dissipating and shock-absorbing coupling beam structure of a kind of Coupled Shear Wall
Making, it is high that this coupling beam structure has energy efficiency, the advantage easily repaired after shake.
This utility model solves the technical scheme of above-mentioned technical problem:
The energy-dissipating and shock-absorbing coupling beam structure of a kind of Coupled Shear Wall, it is characterised in that described coupling beam structure includes
Two beam section extended out from the side that two adjacent wall limbs are relative respectively；The dead in line of described two beam section, two
Being provided with a lead for retractable pencil viscoelastic damper between person, two of described lead for retractable pencil viscoelastic damper is respectively with described two
The end of beam section is fixing to be connected；
Described lead for retractable pencil viscoelastic damper includes retraining steel plate, shearing steel plate and at least column lead for retractable pencil, institute
State constraint steel plate to be superimposed successively with shearing steel plate, between the constraint steel plate that each shearing steel plate is adjacent
It is provided with compound viscoelasticity layer；Described compound viscoelasticity layer is by the viscous-elastic material being superimposed and linking together
Layer forms with sheet metal, constraint steel plate that the both sides of described compound viscoelasticity layer are adjacent respectively or shear steel
Plate links together；Described column lead for retractable pencil vertically crosses described constraint steel plate, shearing steel plate and compound viscoelasticity
Layer；
The constraint steel plate of described lead for retractable pencil viscoelastic damper prolongs to relative both direction respectively with shearing steel plate
Stretch, and be connected by high-strength bolt is fixing with the intermediate connector being located at two beam section ends respectively.
This utility model has the advantages that
(1) this utility model utilizes the shearing of column lead for retractable pencil and the crimp of lead for retractable pencil viscoelastic damper simultaneously
And the shearing lag return deformation power consumption of viscous-elastic material, energy efficiency is higher.
(2) described lead for retractable pencil viscoelastic damper has preferable fatigue performance, and energy under long-term wind load
Enough just producing detrusion consumption dissipation energy under very thin tail sheep, energy consumption effect is good, it is possible to preferably ensure knot
The globality of structure, the safety of protection agent structure.
(3) lead for retractable pencil viscoelastic damper is connected with two described beam section by high-strength bolt, therefore, actual
In engineering easy for installation, do not affect building use function, and shake after be prone to repair and change.
Accompanying drawing explanation
Fig. 1 is the structural representation of a specific embodiment of the present utility model.
Fig. 2～4 is the structural representation of two beam section junctions in embodiment illustrated in fig. 1, and wherein, Fig. 2 is main
View, Fig. 3 is the A-A sectional view of Fig. 2, and Fig. 4 is the enlarged drawing of local I in Fig. 3.
Fig. 5 is the structural representation of another specific embodiment of the present utility model.
Fig. 6～7 is the structural representation of two beam section junctions in embodiment illustrated in fig. 5, and wherein, Fig. 6 is main
View, Fig. 7 is the B-B sectional view of Fig. 6.
Fig. 8～9 is the structural representation of lead for retractable pencil viscoelastic damper in the 3rd specific embodiment of this utility model
Figure, wherein, Fig. 8 is front view, and Fig. 9 is the C-C sectional view of Fig. 8.
Detailed description of the invention
Example 1
See the structure of the coupling beam in Fig. 1, this example and include that two extend from the side that two adjacent wall limbs 1 are relative respectively
The beam section 2 come；Shown in two beam section 2 be armored concrete material, and to build by laying bricks or stones with described two wall limbs 1 respectively be one
Body.The dead in line of described two beam section 2, is provided with a lead for retractable pencil viscoelastic damper 3, described lead for retractable pencil between the two
Two of viscoelastic damper 3 is fixing with the end of described two beam section 2 respectively to be connected.
Seeing Fig. 2～4, described lead for retractable pencil viscoelastic damper 3 includes 3 blocks of constraints steel plate 3-1,2 blocks of shear steels
Plate 3-2 and 4 column lead for retractable pencil 3-4.Described constraint steel plate 3-1 is superimposed successively with shearing steel plate 3-2,
Between the most adjacent two pieces of constraint steel plate 3-1 one piece of shearing steel plate 3-2 of sandwiched, each shearing steel plate 3-2 and its
Compound viscoelasticity layer 3-3 it is provided with between adjacent constraint steel plate 3-1；Described compound viscoelasticity layer 3-3 is by successively
It is superimposed and vulcanizes the 5 layers of viscous-elastic material layer 3-6 linked together and 4 layers of sheet metal 3-7 composition, institute
The both sides stating compound viscoelasticity layer 3-3 are adjacent constraint steel plate 3-1 or shearing steel plate 3-2 sulfuration connection respectively
Together；Described 4 column lead for retractable pencil 3-4 the most vertically cross described constraint steel plate 3-1, shearing steel plate 3-2 and
Compound viscoelasticity layer 3-3, and it is uniformly distributed in the both sides of described compound viscoelasticity layer 3-3 horizontal center line；Often
Two of one column lead for retractable pencil 3-4 respectively by capping 3-5 fix, capping 3-5 be fixed on outermost two pieces about
On bundle steel plate 3-1.
Seeing Fig. 2 and 3, two described beam section 2, wherein, the end of the beam section 2 being connected with left side wall limb sets
Having the pre-intermediate connector 4 being embedded in this beam section 2, the end of the beam section 2 being connected with right-side wall limb is provided with pre-buried
Another intermediate connector 4-1 in this beam section 2.The constraint steel plate 3-1 of described lead for retractable pencil viscoelastic damper 3
Extending to described intermediate connector 4, both are fixed together by high-strength bolt；Described lead for retractable pencil sticks
The shearing steel plate 3-2 of elastic damper 3 extends to described another intermediate connector 4-1, and both pass through high intensity
Bolt is fixed together.The compound viscoelasticity layer 3-3 of the lead for retractable pencil viscoelastic damper 3 after Gu Ding is perpendicular to
Horizontal plane.
Example 2
Two beam section 2 seen in Fig. 5, this example are made up of H profile steel, this two beam section 2 respectively with adjacent two walls
The sleeper 1-1 of limb 1 is fixed together by high-strength bolt.
Seeing Fig. 6～7, the end of described two beam section 2 is welded with connection end plate 2-1, described intermediate connector
4 and another intermediate connector 4-1 is solid with the connection end plate 2-1 of described two beam section 2 by high-strength bolt respectively
Fixed connection.The column lead for retractable pencil 3-4 of described lead for retractable pencil viscoelastic damper 3 is for being uniformly distributed in described compound viscoelasticity
Two of layer 3-3 horizontal center line both sides.
This example other embodiment other than the above is same as Example 1.
Example 3
Seeing Fig. 8～9, in this example, the quantity of the column lead for retractable pencil 3-4 of lead for retractable pencil viscoelastic damper 3 is 1, this post
Shape lead for retractable pencil 3-4 along the vertical center line of described compound viscoelasticity layer 3-3 pass through described constraint steel plate 3-1,
Shearing steel plate 3-2 and compound viscoelasticity layer 3-3, the constraint steel plate 3-1 at described lead for retractable pencil viscoelastic damper 3 two
It is provided with bolt hole 3-8 with shearing steel plate 3-2.
This example other embodiment other than the above is same as Example 1.
Claims (1)
1. the energy-dissipating and shock-absorbing coupling beam structure of a Coupled Shear Wall, it is characterised in that described coupling beam structure bag
Include two beam section extended out respectively from the side that two adjacent wall limbs are relative；The dead in line of described two beam section,
Being provided with a lead for retractable pencil viscoelastic damper between the two, two of described lead for retractable pencil viscoelastic damper is respectively with described
The end of two beam section is fixing to be connected；
Described lead for retractable pencil viscoelastic damper includes retraining steel plate, shearing steel plate and at least column lead for retractable pencil, institute
State constraint steel plate to be superimposed successively with shearing steel plate, between the constraint steel plate that each shearing steel plate is adjacent
It is provided with compound viscoelasticity layer；Described compound viscoelasticity layer is by the viscous-elastic material being superimposed and linking together
Layer forms with sheet metal, constraint steel plate that the both sides of described compound viscoelasticity layer are adjacent respectively or shear steel
Plate links together；Described column lead for retractable pencil vertically crosses described constraint steel plate, shearing steel plate and compound viscoelasticity
Layer；
The constraint steel plate of described lead for retractable pencil viscoelastic damper prolongs to relative both direction respectively with shearing steel plate
Stretch, and be connected by high-strength bolt is fixing with the intermediate connector being located at two beam section ends respectively.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620505965.0U CN205653916U (en) | 2016-05-28 | 2016-05-28 | Energy dissipation shock attenuation that allies oneself with limb shear force wall links beam construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620505965.0U CN205653916U (en) | 2016-05-28 | 2016-05-28 | Energy dissipation shock attenuation that allies oneself with limb shear force wall links beam construction |
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|---|---|
| CN205653916U true CN205653916U (en) | 2016-10-19 |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110469176A (en) * | 2019-08-12 | 2019-11-19 | 北京赛福思创减震科技股份公司 | A kind of friction-type coupling beam damper and its application method |
| CN110821036A (en) * | 2019-10-28 | 2020-02-21 | 同济大学 | Viscoelastic damping connecting beam for solving out-of-plane rigidity and design method thereof |
| CN111101614A (en) * | 2019-12-26 | 2020-05-05 | 郑州大学 | Composite coupling beam damper and assembling method thereof |
| CN112761278A (en) * | 2021-01-12 | 2021-05-07 | 广州大学 | Slotting energy-consuming steel pipe shear wall with hybrid damper |
| CN113293893A (en) * | 2021-06-22 | 2021-08-24 | 同济大学 | Energy-dissipation orthogonal laminated wood double-limb shear wall structure capable of achieving self-resetting |
| CN113389288A (en) * | 2021-06-04 | 2021-09-14 | 大连交通大学 | Self-resetting coupling beam with composite energy consumption mechanism |
| CN113944098A (en) * | 2021-10-11 | 2022-01-18 | 北京建筑大学 | Take two pier stud structures of assembled from restoring to throne of energy dissipation steel sheet |
| CN113958147A (en) * | 2021-10-14 | 2022-01-21 | 广州大学 | Seismic damage connecting beam reinforcing structure and method for improving damping effect |
| CN114250881A (en) * | 2022-01-17 | 2022-03-29 | 南京林业大学 | '5 + 4' orthogonal viscoelastic damping device |
| CN115110666A (en) * | 2022-07-05 | 2022-09-27 | 福建工程学院 | Energy dissipation and shock absorption connecting structure of connecting beam |
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2016
- 2016-05-28 CN CN201620505965.0U patent/CN205653916U/en active Active
Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110469176A (en) * | 2019-08-12 | 2019-11-19 | 北京赛福思创减震科技股份公司 | A kind of friction-type coupling beam damper and its application method |
| CN110469176B (en) * | 2019-08-12 | 2024-05-14 | 北京赛福思创减震科技股份公司 | Friction type continuous beam damper and application method thereof |
| CN110821036A (en) * | 2019-10-28 | 2020-02-21 | 同济大学 | Viscoelastic damping connecting beam for solving out-of-plane rigidity and design method thereof |
| CN110821036B (en) * | 2019-10-28 | 2021-06-08 | 同济大学 | Viscoelastic damping connecting beam for solving out-of-plane rigidity and design method thereof |
| CN111101614A (en) * | 2019-12-26 | 2020-05-05 | 郑州大学 | Composite coupling beam damper and assembling method thereof |
| CN112761278B (en) * | 2021-01-12 | 2023-03-10 | 广州大学 | Slotting energy-consuming steel pipe shear wall with hybrid damper |
| CN112761278A (en) * | 2021-01-12 | 2021-05-07 | 广州大学 | Slotting energy-consuming steel pipe shear wall with hybrid damper |
| CN113389288A (en) * | 2021-06-04 | 2021-09-14 | 大连交通大学 | Self-resetting coupling beam with composite energy consumption mechanism |
| CN113389288B (en) * | 2021-06-04 | 2022-05-31 | 大连交通大学 | Self-resetting coupling beam with composite energy consumption mechanism |
| CN113293893A (en) * | 2021-06-22 | 2021-08-24 | 同济大学 | Energy-dissipation orthogonal laminated wood double-limb shear wall structure capable of achieving self-resetting |
| CN113944098A (en) * | 2021-10-11 | 2022-01-18 | 北京建筑大学 | Take two pier stud structures of assembled from restoring to throne of energy dissipation steel sheet |
| CN113944098B (en) * | 2021-10-11 | 2023-10-17 | 北京建筑大学 | Assembled self-resetting double pier column structure with energy dissipation steel plates |
| CN113958147A (en) * | 2021-10-14 | 2022-01-21 | 广州大学 | Seismic damage connecting beam reinforcing structure and method for improving damping effect |
| CN113958147B (en) * | 2021-10-14 | 2022-09-16 | 广州大学 | Seismic damage connecting beam reinforcing structure and method for improving damping effect |
| CN114250881A (en) * | 2022-01-17 | 2022-03-29 | 南京林业大学 | '5 + 4' orthogonal viscoelastic damping device |
| CN115110666A (en) * | 2022-07-05 | 2022-09-27 | 福建工程学院 | Energy dissipation and shock absorption connecting structure of connecting beam |
| CN115110666B (en) * | 2022-07-05 | 2023-05-05 | 福建工程学院 | Energy dissipation and shock absorption connection structure of connecting beam |
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