CN201439618U - Wind resistance and shock resistance friction and damping device - Google Patents
Wind resistance and shock resistance friction and damping device Download PDFInfo
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- CN201439618U CN201439618U CN2009201536059U CN200920153605U CN201439618U CN 201439618 U CN201439618 U CN 201439618U CN 2009201536059 U CN2009201536059 U CN 2009201536059U CN 200920153605 U CN200920153605 U CN 200920153605U CN 201439618 U CN201439618 U CN 201439618U
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- 238000013016 damping Methods 0.000 title claims abstract description 79
- 230000035939 shock Effects 0.000 title abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 69
- 239000010959 steel Substances 0.000 claims abstract description 69
- 239000000463 material Substances 0.000 claims abstract description 24
- 239000002184 metal Substances 0.000 claims abstract description 16
- 239000003351 stiffener Substances 0.000 claims description 24
- 230000003014 reinforcing effect Effects 0.000 abstract 4
- 238000010521 absorption reaction Methods 0.000 abstract 1
- 230000007547 defect Effects 0.000 abstract 1
- 238000010276 construction Methods 0.000 description 8
- 239000000758 substrate Substances 0.000 description 8
- 239000013013 elastic material Substances 0.000 description 7
- 239000010410 layer Substances 0.000 description 7
- 238000000034 method Methods 0.000 description 5
- 238000010008 shearing Methods 0.000 description 4
- 239000006096 absorbing agent Substances 0.000 description 3
- 230000032683 aging Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000012856 packing Methods 0.000 description 3
- 238000000354 decomposition reaction Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 230000035882 stress Effects 0.000 description 2
- 239000003190 viscoelastic substance Substances 0.000 description 2
- 206010021703 Indifference Diseases 0.000 description 1
- 229910000746 Structural steel Inorganic materials 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 238000009432 framing Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000011229 interlayer Substances 0.000 description 1
- 229920002521 macromolecule Polymers 0.000 description 1
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- 239000002861 polymer material Substances 0.000 description 1
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- 239000000126 substance Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Abstract
The utility model discloses a wind resistance and shock resistance friction and damping device (3) applied to building structures, which comprises an upper plate (33), a lower plate (34), steel clamping plates (38), an upper base plate (31), a lower base plate (32), an upper plate outer edge reinforcing plate (35) and a lower plate outer edge reinforcing plate (36), wherein the upper plate (33) and the lower plate (34) are arranged between the steel clamping plates (38), and metal friction shock-absorption material (39) is arranged between the adjacent clamping plates. The lower plate (34) is provided with a long slot hole (31) to facilitate the wind resistance and shock resistance friction and damping device (3) to slide and rub in order to dissipate energy. The upper plate (33) is fixedly welded on the upper base plate (31). The lower plate (34) is fixedly welded on the lower base plate (32). The upper base plate and the lower base plate are connected with the building structures. The upper plate outer edge reinforcing plate and the lower plate outer edge reinforcing plate are respectively welded on the outer edges of the upper plate (33) and the lower plate (34) to increase the strength and the stability in the side direction. The utility model can improve the defect of complicate assembling engineering of the existing elastic shock resistance wall device, and increases the practicality.
Description
Technical field
The utility model provides a kind of wind resistance system shake friction damping device, especially elaborates the wind resistance vibration damper that metal friction structure that vibration absorptive material is organized forms about a kind of between sandwich slab.
Background technology
The structure shake-proof technology mainly is by special device being installed changing the structural vibrations frequency in the appropriate location of structure, or increases the damping of device integral body and reach the damping purpose.The Taiwan is after 921 violent earthquakes take place, and it is in the ascendant with the trend that improves its shock resistance that various energy-consuming shock absorber is installed in building structure, and these energy-consuming shock absorbers become the basic outfit of middle and high one storey building gradually.These sinkers that are installed on floor gap need combine with the main structure body by members such as diagonal brace or bodies of wall, be subjected in wind-force or the vibrative process of geological process in structure, sinker is in response to the relative storey displacement between contiguous floors or relative motion and start energy dissipating mechanism.Energy-consuming shock absorber then must take the space of the whole framework of structure if adopt the form of diagonal brace to combine with structure, and the flaw on causing architectural appearance, also Chang Yin hampers the setting of door and window and can't apply.In view of this, the structure vibration abatement of adopting the energy dissipator of wall type design or being called system shake wall (seismic wall) just is developed successively.Because system shake wall can be selected to install in the local space of framework, not only can not influence the setting of door and window, but the also usefulness of double as panel wall, the less-restrictive in the application.To build the elasticity that the thing present situation applies bigger because system shake wall cooperates, thus its market acceptance than other device for high.Modal on the market at present vibration abatement is the most general with viscoelasticity system shake wall device, this device is mainly formed body of wall by steel plate, in each sandwich clad steel, fill simultaneously stickiness (or viscoelasticity) material, when structure produces vibration in seismic process, the sandwich clad steel that is linked to structure also produces relative motion, this moment, cohesive material then was subjected to shearing distortion, by cohesive material in seismic process reciprocal distortion and bring into play the energy-eliminating shock-absorbing effect.Now structure and the assembling mode at existing viscoelasticity system shake wall device further specifies as follows:
Figure 1A and 1B are depicted as the existing viscoelasticity system shake of building framework device wall device schematic diagram, it comprises the left side view (Figure 1B) under the center line section of elevation (Figure 1A) and this elevation, building frame is made of structural column 11 and structure upper strata beam 12 and structure bottom beam 13, and existing viscoelasticity system shake wall device 1 top and bottom then engages with structure upper strata beam 12 and structure bottom beam 13 respectively.Existing viscoelasticity system shake wall device 1 must be welded in the wing plate of structure bottom beam 13 with steel structure 14 with bed hedgehopping before assembling, subsequently flange engages plate 15 is welded in bed hedgehopping and constructs 14 outer rim with steel, and the two becomes one to make it.In addition, the lower wing plate of structure upper strata beam 12 also must weld a stiffening plate 110, so that be bonded with each other with the top of viscoelasticity system shake wall device 1.Will viscoelasticity system during assembling shake wall device 1 embed between the two flange engages plates 15 and and be positioned over substrate 17 tops of bed hedgehopping with the steel structure with its substrate 16, subsequently with high-strength bolt 18 respectively with the substrate 16 and substrate 17 and the flange plate 19 and flange engages plate 15 solid locks of bed hedgehopping of viscoelasticity system shake wall device 1 with the steel structure.Viscoelasticity system shake wall device 1 top at first must engage web 113 when assembling with stiffening plate 110, intermediate plate 112 is embedded between two webs 113 subsequently again, and utilize high-strength bolt 114 to lock admittedly, and so the side finishes its assembling operation.
Figure 2 shows that the organigram of existing viscoelasticity system shake wall device, its production method is two blocks of outside sandwich side plates 111 of welding on the substrate 16 of viscoelasticity system shake wall device 2, simultaneously in the left and right sides of outside sandwich side plate 111 weld flange plate 19, so that form a case construction.Subsequently intermediate plate 112 is inserted in the case construction, and fill stickiness or viscous-elastic material in the space of 112 of case construction and intermediate plates, like this then the viscoelasticity system of finishing is shaken the making and the assembling operation of wall device 2 bodies.21 of bolts hole are respectively and the preformed hole position of bed hedgehopping with the substrate 17 and the flange engages plate 15 solid locks of steel structure.
Because existing viscoelasticity system shake wall device 1 and 2 mainly is to fill stickiness or viscous-elastic material, the long-time use of this macromolecule polymer material will face aging problem, and its performance easily is acted upon by temperature changes, when temperature raises (when summer, temperature was higher), the performance of stickiness or viscous-elastic material energy-dissipating and shock-absorbing can decrease.In addition, partly viscoplasticity system shake wall device is that viscosity or viscoelastic material sealing are coated in the clamping plate, when the running of viscoplasticity system shake wall device, viscosity or viscoelastic material itself can make the temperature of material raise because of the shearing distortion, under situation about can't dispel the heat, viscoplasticity system shake wall device can't be brought into play the damping effect of expection.In addition, the thickness of viscous-elastic material adopts below the 10mm usually, and its relative shearing deflection of allowing can't be too big, otherwise viscous-elastic material and steel clamping plate cohere the danger that interface will have disengaging, make the area of effective energy dissipating reduce, and then the vibration reduction efficiency of the viscoelasticity system of influence shake wall device.In addition, exerting oneself usually of viscoelasticity system shake wall device is little, exert oneself if will further promote it, then the area of stickiness of being pasted or viscous-elastic material certainly will increase, so design is except the cost of manufacture that increases the energy dissipating material, the size of viscoelasticity system shake wall device also increases thereupon, and the interference that this will cause the space to use is also infeasible on the practice.
In sum, though existing viscoelasticity system shake wall device 1 and 2 is the feasible building damping device of a conception of species, just the stickiness or the viscous-elastic material of its filling use except aging problem is arranged for a long time, and damping performance also is subjected to influence of temperature variation easily, and stability can't be grasped really.In addition, it is little that existing viscoelasticity system is shaken exerting oneself usually of wall device 1 and 2, and it is applicable to structures under wind, just can't satisfy the required bigger requirement of exerting oneself of antidetonation simultaneously.In view of this, existing viscoelasticity system shake wall device 1 and 2 is necessary at being improved on its core energy dissipating material and the assembled configuration.
Summary of the invention
Main purpose of the present utility model is to provide a kind of wind resistance system shake friction damping device of effectively absorbing structure vibrational energy, it can simplify mounting interface and construction sequence, improve the complicated shortcoming of existing viscoelasticity system shake wall device packing engineering, promote its practicality.In addition, the performance of its absorbing structure vibration can not be acted upon by temperature changes, and therefore existing viscoelasticity system shake of energy-dissipating and shock-absorbing characteristic of the present utility model wall device has more stability and reliability.
For reaching above-mentioned purpose, wind resistance system shake friction damping device of the present utility model is a kind of energy dissipator that is applied to a building structure, and its composition comprises: a upper plate; One lower plate; Two steel clamping plate, this upper plate and this lower plate are to place between these two steel clamping plate, respectively are provided with a metal friction vibration absorptive material between adjacent each plate, in order to the utility model wind resistance system shake friction damping device sliding friction energy dissipating; One upper base seat board, this upper plate are to be fixedly welded on this upper base seat board; Reach bed plate, this lower plate is to be fixedly welded on this seat board of going to the bottom; Wherein, described upper base seat board is to engage with this building structure with the seat board of going to the bottom.
For reaching above-mentioned purpose, the wind resistance system shake friction damping device that another is used for a building structure of the present utility model comprises: a upper plate; One lower plate; Two steel clamping plate, this upper plate and this lower plate are to place between these two steel clamping plate, respectively are provided with a metal friction vibration absorptive material between adjacent each plate; One first pair of L type angle steel, this upper plate are fixed back to interior clamping by the web of this first pair of L type angle steel; And one second pair of L type angle steel, this lower plate is fixed back to interior clamping by the web of this second pair of L type angle steel; Wherein, described first pair of L type angle steel engages with this building structure with the wing plate of described second pair of L type angle steel.
In embodiment of the present utility model, the fixed form that is adopted be with bolt penetrate to the lock mode.
In embodiment of the present utility model, be welded with at least one stiffener on these bed plates, and these bed plates utilize foundation bolt to engage with this building structure; And also be welded with a stiffener between the web of each L type angle steel and its wing plate, and its wing plate is to utilize foundation bolt to engage with this building structure.The setting of stiffener is the intensity and the lateral stability of promoting the utility model wind resistance system shake friction damping device.
In embodiment of the present utility model, this lower plate has a plurality of long slot bores.
In embodiment of the present utility model, this upper plate and this lower plate surface are welded with the stiffener of rhombus configuration, X-shaped configuration or a grid configuration.
In embodiment of the present utility model, this upper plate and this lower plate are the flaggy of plural layer.
The utility model can be simplified mounting interface and construction sequence, improves the complicated shortcoming of existing viscoelasticity system shake wall device packing engineering, promotes its practicality.In addition, the performance of its absorbing structure vibration can not be acted upon by temperature changes, and therefore existing viscoelasticity system shake of energy-dissipating and shock-absorbing characteristic of the present utility model wall device has more stability and reliability.
Description of drawings
Figure 1A is the elevation of the existing viscoelasticity system shake of building framework device wall.
Figure 1B is the left side view of the existing viscoelasticity system shake of building framework device shown in Figure 1A wall.
Fig. 2 is the organigram of existing viscoelasticity system shake wall.
Fig. 3 A is the elevation of the utility model wind resistance system shake friction damping device.
Fig. 3 B is the left side view of the shake of the utility model wind resistance system shown in Fig. 3 A friction damping device.
Fig. 4 A is each parts decomposition elevation of the utility model wind resistance system shake friction damping device.
Fig. 4 B is the left side view that each parts of the shake of the utility model wind resistance system shown in Fig. 4 A friction damping device decomposes.
Fig. 5 A is the upper plate of the utility model wind resistance system shake friction damping device and the elevation that lower plate is assembled back to interior clamping surely with L type angle steel web.
Fig. 5 B for the upper plate of the shake of the utility model wind resistance system shown in Fig. 5 A friction damping device and lower plate with L type angle steel web back to interior clamping assemble surely left side view.
Fig. 6 A is the upper plate of the utility model wind resistance system shake friction damping device and each parts decomposition elevation that lower plate is assembled back to interior clamping surely with L type angle steel web.
The left side view that each parts that Fig. 6 B assembles back to interior clamping with L type angle steel web surely for the upper plate and the lower plate of the shake of the utility model wind resistance system shown in Fig. 6 A friction damping device decomposes.
Fig. 7 A is the upper plate of the utility model wind resistance system shake friction damping device and the elevation (being configured to rhombus) that lower plate is put more energy into steel plate.
Fig. 7 B is the upper plate of the shake of the utility model wind resistance system shown in Fig. 7 A friction damping device and the left side view (being configured to rhombus) that lower plate is put more energy into steel plate.
Fig. 8 A is the upper plate of the utility model wind resistance system shake friction damping device and the elevation (being configured to X-shaped) that lower plate is put more energy into steel plate.
Fig. 8 B is the upper plate of the shake of the utility model wind resistance system shown in Fig. 8 A friction damping device and the left side view (being configured to X-shaped) that lower plate is put more energy into steel plate.
Fig. 9 A is the upper plate of the utility model wind resistance system shake friction damping device and the elevation (being configured to grid) that lower plate is put more energy into steel plate.
Fig. 9 B is the upper plate of the shake of the utility model wind resistance system shown in Fig. 9 A friction damping device and the left side view (being configured to grid) that lower plate is put more energy into steel plate.
Figure 10 A is the upper plate and the upper and lower elevation of exchanging assembling of lower plate of the utility model wind resistance system shake friction damping device.
Figure 10 B is the upper plate and the upper and lower left side view of exchanging assembling of lower plate of the shake of the utility model wind resistance system shown in Figure 10 A friction damping device.
Figure 11 A is the elevation that the utility model wind resistance system shake friction damping device is assembled with plural layer upper plate and corresponding plural layer lower plate.
Figure 11 B is the left side view that the shake of the utility model wind resistance system shown in Figure 11 A friction damping device is assembled with plural layer upper plate and corresponding plural layer lower plate.
Figure 12 A is the elevation of the utility model wind resistance system shake friction damping device lower plate with plural long slot bore assembling.
Figure 12 B is the left side view of the shake of the utility model wind resistance system shown in Figure 12 A friction damping device lower plate with plural long slot bore assembling.
[primary clustering symbol description]
1 known viscoelasticity system shake wall
11 structural columns
12 structure upper strata beams
13 structure bottom beams
14 bed hedgehoppings are constructed with steel
15 flange engages plates
16 substrates
The substrate that 17 bed hedgehoppings are constructed with steel
18 high-strength bolts
19 flange plates
110 stiffening plates
111 outside sandwich side plates
112 intermediate plates
113 webs
The draw bolt hole of 114 webs and intermediate plate
The structure of 2 known viscoelasticity system shake walls
21 bolts hole
3 wind resistance systems shake friction damping device
31 upper base seat boards
32 seat boards of going to the bottom
33 upper plates
34 lower plates
The outer rim stiffener of 35 upper plates
The outer rim stiffener of 36 lower plates
37 corner stiffeners
38 steel clamping plate
39 metal friction vibration absorptive materials
310 steel clamping plate are to the lock bolt hole
311 long slot bores
312 steel clamping plate are to the lock bolt
313 foundation bolts
(descend) stiffener of bed plate on 314
The bolt hole that (descends) bed plate to engage on 315 with structural beams
316L type angle steel
317L type angle steel is to the lock bolt hole
318L type angle steel is to the lock bolt
319L type angle steel stiffener
The bolt hole that 320L type angle steel wing plate engages with structural beams
The stiffener on 321 upper plates and lower plate surface (rhombus configuration)
The stiffener on 322 upper plates and lower plate surface (X-shaped configuration)
The stiffener on 323 upper plates and lower plate surface (grid configuration)
324L type angle steel space bar
The specific embodiment
Following basic example according to Fig. 3 A, 3B and Fig. 4 A, 4B explanation the utility model " wind resistance system shake friction damping device ".Fig. 3 A, 3B are that the utility model " wind resistance system shake friction damping device " 3 comprises and faces and organigram that the left side is looked; Fig. 4 A, 4B are that the utility model " wind resistance system shake friction damping device " 3 comprises and faces and each parts exploded view that the left side is looked.The utility model " wind resistance system shake friction damping device " the 3rd, a kind of energy-eliminating shock-absorbing device that is installed on building structure, its main body is to elaborate 39 groups of structures of metal friction vibration absorptive material by a slice upper plate 33, a slice lower plate 34 and two steel clamping plate 38 between interlayer to form.When upper plate 33 and lower plate 34 are subjected to wind-force or seismic forces disturbance to be forced to produce the changing of the relative positions because of building structure, metal friction vibration absorptive material 39 will produce the friction damping force and the distortion of plastic deformation shearing of counter seismic forces (wind-force), thereby the vibrational energy of absorbing structure, to promote the safety and the comfortableness of structure.
In addition, lower plate 34 is provided with long slot bore 311 and produces the relative motion and the energy dissipating that rubs in order to upper plate 33 and lower plate 34; The metal friction vibration absorptive material 39 that 34 of steel clamping plate 38 and upper plate 33 and lower plates are elaborated can penetrate the steel clamping plate to 310 pairs of locks of lock bolt hole to lock bolt 312 by the steel clamping plate, the steel clamping plate can determine the friction damping force of the utility model " wind resistance system shake friction damping device " 3 to lock quantity of bolt 312 and clamping force, regulate and control very easy reliably.
Simple structure of the utility model " wind resistance system shake friction damping device " 3 and installation can make the mechanical behavior of the utility model " wind resistance system shake friction damping device " 3 under wind-force or seismic force effects be tending towards merely, be easy to controlling easily.Because the utility model the upper plate 33 of " wind resistance system shake friction damping device " 3 and lower plate 34 can above respectively bed plate 31 and the seat board 32 of going to the bottom be interface, utilize foundation bolt 313 and structural engagement, therefore can simplify mounting interface and construction sequence, improve existing viscoelasticity system shake wall device 1 and the complicated shortcoming of 2 packing engineerings, promote its practicality.In addition, the no problem of aging of metal friction vibration absorptive material 39 long-time uses, and its performance is not acted upon by temperature changes, so the existing viscoelasticity system shake of the energy-dissipating and shock-absorbing characteristic wall device 1 and 2 of the utility model " wind resistance system shake friction damping device " 3 has more stability and reliability.
In addition, remove above-mentioned Fig. 3 A, 3B and Fig. 4 A, outside the example of 4B, as Fig. 5 A, 5B or Fig. 6 A, shown in the 6B, the upper base seat board 31 of the utility model " wind resistance system shake friction damping device " 3 and the seat board 32 of going to the bottom can also replace (Fig. 5) by L type angle steel 316, upper plate 33 tops and lower plate 34 bottoms are to be penetrated lock calmly and with bolt 318 back to interior clamping by paired L type angle steel 316 webs, the wing plate of L type angle steel 316 then as the upper plate 33 of the utility model " wind resistance system shake friction damping device " 3 and lower plate 34 interface that engages with building structure, is welded with stiffener 319 to promote its intensity and lateral stability between the web of L type angle steel 316 and its wing plate.
In addition, shown in Fig. 7 A, 7B, the utility model " wind resistance system shake friction damping device " 3 is frustrated in the wrong destruction for preventing upper plate 33 and lower plate 34 to produce the part in loading process, the rhombus stiffener 321 of can burn-oning in upper plate 33 and lower plate 34 surfaces, filling part puts more energy into according to the stress distribution condition of upper plate 33 and lower plate 34 frustrates generation in the wrong with effectively anti-controlling partially, to guarantee the shockproof properties (Fig. 7 A) of the utility model " wind resistance system shake friction damping device " 3.Shown in Fig. 8 A, 8B or Fig. 9 A, 9B, upper plate 33 and the lower plate 34 of the utility model " wind resistance system shake friction damping device " 3 also can adopt the mode of X-shaped stiffener 322 (Fig. 8 A) or grid stiffener 323 (Fig. 9 A) to dispose in addition.
Again, shown in Figure 10 A, 10B, the upper plate 33 of the utility model " wind resistance system shake friction damping device " 3 can upper and lowerly be exchanged assembling (Figure 10 A, 10B), its mechanical behavior and function and indifference with lower plate 34.In addition, shown in Figure 11 A, 11B, the utility model " wind resistance system shake friction damping device " 3 also can adopt the mode of the plural layer lower plate 34 of plural layer upper plate 33 and correspondence to assemble, can further promote the energy-eliminating shock-absorbing ability of the utility model " wind resistance vibration damper " 3, wherein, respectively elaborated metal friction vibration absorptive material 39 between adjacent each plate.In addition shown in Figure 12 A, the 12B, the utility model " wind resistance system shake friction damping device " 3 modes that also can adopt lower plate 34 that plural long slot bore 311 is set are assembled, the transverse width dimension of the utility model " wind resistance system shake friction damping device " 3 will be helped to shorten, exert oneself size and the ability that promotes energy-eliminating shock-absorbing can be further regulated simultaneously.
The utility model " wind resistance system shake friction damping device " 3 is mainly used in the wind resistance or the aseismatic design of building structure, not only can be applicable to new construction, also is applicable to and both deposits the shatter-proof reinforcement of building thing.Practical application the utility model " wind resistance system shake friction damping device " 3 o'clock can cooperate and build thing field conditions employing local configuration in the mode that applies of structural framing inside, so that reach the dual purpose that the damping performance requirement was saved and met in the space.
The performance of the utility model " wind resistance system shake friction damping device " 3 vibration damping usefulness is main relevant with the metal friction vibration absorptive material that is arranged between steel clamping plate and upper plate and lower plate, should prerequisite customization shake required the exerting oneself of wall device during design, and then can calculate the steel clamping plate to required quantity and the clamping force of lock bolt, determine the gross area and configuration mode thereof that the metal friction vibration absorptive material is required simultaneously, grasp the steel plate design size that this relevant information can further determine upper plate and lower plate.Because the metal friction vibration absorptive material of the utility model " wind resistance system shake friction damping device " 3 is the Hardmetal materials of a surfacing, therefore do not have existing viscoelasticity system shake wall device 1 take place in each sandwich slab locking back sandwich slab gap inconsistent or can't keeping parallelism etc. problem (because of the viscoelasticity vibration absorptive material produces due to the inhomogeneous deformation in clamping the back), the assembling of the utility model " wind resistance system shake friction damping device " 3 can be guaranteed keeping parallelism between each plate face of steel clamping plate, metal friction vibration absorptive material, upper plate and lower plate, can guarantee can combine closely between each plate face simultaneously.
Bolt assembly is mainly adopted, easy construction with engaging of structural beams in the upper and lower part of the utility model " wind resistance system shake friction damping device " 3.If application is reinforced concrete structured beam, then can adopt foundation bolt 313 pre-buried modes to apply or in concrete beam apply finish after the injection chemical bolt fix it; If steel work or steel-reinforced concrete structure, then can be in advance between the structural beams wing plate of engaging zones and web, increase the reinforcement of weldering stiffener, and in the structural steel beam wing plate boring on mating face, with bolt the utility model " wind resistance system shake friction damping device " 3 the bed plate or the wing plate of angle steel wing plate and structural beams are locked admittedly more at last, so just finished the utility model " wind resistance system is shaken friction damping device " 3 and engage with the assembling of structure.
Claims (10)
1. a wind resistance system shake friction damping device is to be used for a building structure, it is characterized in that it comprises:
One upper plate;
One lower plate;
Two steel clamping plate, this upper plate and this lower plate are to place between these two steel clamping plate, respectively are provided with a metal friction vibration absorptive material between adjacent each plate;
One upper base seat board, this upper plate are to be welded in this upper base seat board to be fixed; And
Bed plate once, this lower plate is to be welded in this seat board of going to the bottom to be fixed;
Wherein, the described upper base seat board and the seat board of going to the bottom engage with this building structure.
2. wind resistance system as claimed in claim 1 shake friction damping device is characterized in that, wherein the fixed form that is adopted is to penetrate mode to lock with bolt.
3. wind resistance system as claimed in claim 1 shake friction damping device is characterized in that, wherein, is welded with at least one stiffener on the described upper base seat board and the seat board of going to the bottom, and described upper base seat board and the seat board of going to the bottom utilize foundation bolt to engage with this building structure.
4. wind resistance system shake friction damping device as claimed in claim 1 is characterized in that wherein, this lower plate has a plurality of long slot bores.
5. a wind resistance system shake friction damping device is to be used for a building structure, it is characterized in that it comprises:
One upper plate;
One lower plate;
Two steel clamping plate, this upper plate and this lower plate are to place between these two steel clamping plate, respectively are provided with a metal friction vibration absorptive material between adjacent each plate;
One first pair of L type angle steel, this upper plate are fixed back to interior clamping by the web of this first pair of L type angle steel; And
One second pair of L type angle steel, this lower plate are fixed back to interior clamping by the web of this second pair of L type angle steel;
Wherein, the wing plate of described first pair of L type angle steel and second pair of L type angle steel engages with this building structure.
6. wind resistance system as claimed in claim 5 shake friction damping device is characterized in that, wherein the fixed form that is adopted is to penetrate mode to lock with bolt.
7. wind resistance system shake friction damping device as claimed in claim 5 is characterized in that, wherein, be welded with a stiffener between the web of each L type angle steel and its wing plate, and its wing plate is to utilize foundation bolt to engage with this building structure.
8. wind resistance system shake friction damping device as claimed in claim 5 is characterized in that wherein, this upper plate and this lower plate surface are welded with the stiffener of rhombus configuration, X-shaped configuration or a grid configuration.
9. wind resistance system shake friction damping device as claimed in claim 5 is characterized in that wherein, this upper plate and this lower plate are the flaggy of plural layer.
10. wind resistance system shake friction damping device as claimed in claim 5 is characterized in that wherein, this lower plate has a plurality of long slot bores.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009201536059U CN201439618U (en) | 2009-05-06 | 2009-05-06 | Wind resistance and shock resistance friction and damping device |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009201536059U CN201439618U (en) | 2009-05-06 | 2009-05-06 | Wind resistance and shock resistance friction and damping device |
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| CN201439618U true CN201439618U (en) | 2010-04-21 |
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| CN2009201536059U Expired - Lifetime CN201439618U (en) | 2009-05-06 | 2009-05-06 | Wind resistance and shock resistance friction and damping device |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102444219A (en) * | 2011-10-20 | 2012-05-09 | 沈阳建筑大学 | Mild steel yielding and friction combined damper |
| CN102535669A (en) * | 2012-01-13 | 2012-07-04 | 大连理工大学 | Friction-metallic yielding energy consumption combined control damping device applied to shear wall connecting beam and control method thereof |
| CN103195184A (en) * | 2013-04-09 | 2013-07-10 | 东南大学 | Buckling-restrained shearing steel plate energy dissipation device with clamping plates |
| CN103938540A (en) * | 2014-03-19 | 2014-07-23 | 清华大学 | Anti-buckling large-deformation metal shear damper |
| CN105569209A (en) * | 2015-06-05 | 2016-05-11 | 中建四局第一建筑工程有限公司 | Method for damping and energy dissipation of high-rise housing energy dissipation wall, and device thereof |
| CN106088382A (en) * | 2016-08-05 | 2016-11-09 | 华侨大学 | A kind of friction mild steel composite damper |
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2009
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| CN102444219A (en) * | 2011-10-20 | 2012-05-09 | 沈阳建筑大学 | Mild steel yielding and friction combined damper |
| CN102444219B (en) * | 2011-10-20 | 2014-03-12 | 沈阳建筑大学 | Mild steel yielding and friction combined damper |
| CN102535669A (en) * | 2012-01-13 | 2012-07-04 | 大连理工大学 | Friction-metallic yielding energy consumption combined control damping device applied to shear wall connecting beam and control method thereof |
| CN103195184A (en) * | 2013-04-09 | 2013-07-10 | 东南大学 | Buckling-restrained shearing steel plate energy dissipation device with clamping plates |
| CN103195184B (en) * | 2013-04-09 | 2015-06-03 | 东南大学 | Buckling-restrained shearing steel plate energy dissipation device with clamping plates |
| CN103938540A (en) * | 2014-03-19 | 2014-07-23 | 清华大学 | Anti-buckling large-deformation metal shear damper |
| CN103938540B (en) * | 2014-03-19 | 2016-04-20 | 清华大学 | Anti-buckling large deformation metal sheet slitting damper |
| CN105569209A (en) * | 2015-06-05 | 2016-05-11 | 中建四局第一建筑工程有限公司 | Method for damping and energy dissipation of high-rise housing energy dissipation wall, and device thereof |
| CN106088382A (en) * | 2016-08-05 | 2016-11-09 | 华侨大学 | A kind of friction mild steel composite damper |
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