CN1300338A - Vibration control member formed integrally with elasto-plastic and viscoelastic damper - Google Patents
Vibration control member formed integrally with elasto-plastic and viscoelastic damper Download PDFInfo
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- 239000004033 plastic Substances 0.000 title description 4
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 189
- 239000010959 steel Substances 0.000 claims abstract description 186
- 238000013016 damping Methods 0.000 claims abstract description 81
- 238000005452 bending Methods 0.000 claims description 117
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- 238000007906 compression Methods 0.000 description 6
- 238000010586 diagram Methods 0.000 description 6
- 229920001971 elastomer Polymers 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 239000003190 viscoelastic substance Substances 0.000 description 3
- NOQGZXFMHARMLW-UHFFFAOYSA-N Daminozide Chemical group CN(C)NC(=O)CCC(O)=O NOQGZXFMHARMLW-UHFFFAOYSA-N 0.000 description 2
- 238000010521 absorption reaction Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
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- 238000006073 displacement reaction Methods 0.000 description 1
- 230000005764 inhibitory process Effects 0.000 description 1
- 238000003475 lamination Methods 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
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- 229920000058 polyacrylate Polymers 0.000 description 1
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Abstract
A vibration control member formed integrally with an elastolastic and viscoelastic damper for bracing materials and studs used mainly as earthquake and wind resistant members of a structural body, low in cost, and high in reducing effect of vibration by large, medium, and small earthquakes and strong wind, wherein damping material is filled around a steel center axial force member, the outer side of the damping material is voered by a first steel buckling prevention member, damping material is filled to the outside of the first steel buckling prevention member, the outside of the damping materials is covered by a second steel buckling member, one end of the steel buckling prevention member is fixed to one end of the steel center axial force member, one end of the second steel buckling prevention member is fixed to the other end of the steel center axial force member, and the first steeel buckling prevention member is in contact viscoelastically with the second steel buckling prevention member through the damping material.
Description
FIELD OF THE INVENTION
The present invention relates to have a vibration damping (damping) structure of incorporate elastoplasticity/viscoelastic damper, it is applied to a pull bar or pillar, mainly is used as an antidetonation and the wind resistance parts of a building.In this connection, in this manual, the antidetonation and the wind resistance parts that will be used for a building below are called antidetonation parts.
The description of prior art
The structure that is used for antidetonation parts of pull bar of a building or pillar is broadly divided into following type (I) and (II).
(I) first kind is an elastoplasticity damper structure, when wherein steel in for example being combined to a pull bar or pillar or plumbous metal elastoplasticity ground move, just absorbs energy.The energy that is absorbed is by the cartographic represenation of area among Figure 12 (a).
(II) second class is a viscoelastic damper structure, and wherein the viscoplasticity by high-damping rubber, polymer, silicones or the oil combined with a pull bar or pillar absorbs energy.The energy that is absorbed is by the cartographic represenation of area among Figure 12 (b).
Advantage as the first kind structure of the above-mentioned type (I) is low cost of manufacture.But the shortcoming of described type (I) structure is can not absorb energy in an elastic range, thereby under a situation medium or earthquake on a small scale, this structure can not be brought into play (vibration damping) effect.In addition, the shortcoming of the structure of described type (I) also is can occur the problem of low-cycle fatigue trend under the effect of high wind.Be under one bigger, medium and a small-scale earthquake conditions, can bring into play an effectiveness in vibration suppression equably as the advantage of second class formation of the above-mentioned type (II), and in being used in a high wind time, can provide a high effectiveness in vibration suppression.But the shortcoming of second class formation of the above-mentioned type (II) is the manufacturing cost height.As mentioned above, the structure of the above-mentioned type (I) and (II) respectively has merits and demerits.
A traditional bending resistance structural table that is used for the above-mentioned type (II) of a pull bar is shown in the conceptual view of Figure 13, and a layout example of traditional bending resistance structure is illustrated among Figure 14.This bending resistance pull bar 10 is formed in such mode: a damping element 3 is filled in the outside of steel central authorities axial force element 1, and a steel bending resistance element 2 is by the outside of attached knot at damping element 3.The bending resistance pull bar 10 of Gou Chenging is linked on the beam 5 and 6 of building 7 like this, and shown in Figure 14 (a) and 14 (b), wherein bending resistance pull bar 10 is arranged to a V-arrangement in Figure 14 (a), and bending resistance pull bar 10 is arranged with being tilted in Figure 14 (b).
When local earthquake centre applied a tension force to the central authorities of the steel shown in Figure 13 (a) axial force element 1, steel bending resistance element 2 just extended shown in Figure 13 (c).In this case, the axial rigidity of steel bending resistance element 2 is far above damping element 3.Therefore, seldom cause the axial deformation of steel bending resistance element 2.As a result, be attached to damping element 3 shear strain shown in Figure 13 (b) of steel central authorities axial force element 1 both sides.The shear strain amount of damping element 3 central authorities is zero, and the shear strain amount in each end of damping element 3 is half of elongation of steel central authorities axial force element 1.Therefore, the total amount of shear strain is less.As a result, the effectiveness in vibration suppression that is produced by damping element 3 is lower than by the back described provided by the present invention.
The general introduction of invention
The present invention finishes for solving the aforementioned problems in the prior.A purpose of the present invention is to realize a kind of damping element, and its low cost of manufacture bigger, mediumly can both provide a high effectiveness in vibration suppression with less earthquake and a high wind for one.According to the present invention, as traditional elastoplasticity damper of the above-mentioned type (I) with as traditional viscoelastic damper combination mutually on function of the above-mentioned type (II), with the advantage of bringing into play two kinds of dampers and the shortcoming that overcomes both the biglyyest.According to the present invention, when the bending resistance element and as the described isolated component of type (I) also as the time as the described viscoelastic damper of type (II), then compare with the vibration-proof structure that isolated component is made respectively by viscoelastic damper, can reduce the manufacturing cost of vibration-proof structure with bending resistance element wherein.In addition, can provide anti-seismic performance significantly.
Fabulous with acquisition to achieve these goals anti-seismic performance, first feature of the present invention provides the vibration-proof structure with incorporate elastoplasticity/viscoelastic damper, it is characterized in that: steel central authorities axial force element 1 is covered by a damping element 3; One outside of damping element 3 is covered by one first steel bending resistance element 2a; The first steel bending resistance element 2a is covered by damping element 3; One outside of damping element 3 is covered by one second steel bending resistance element 2b; One end of the end of the first steel bending resistance element 2a and steel central authorities axial force element 1 is interfixed; The other end of the end of the second steel bending resistance element 2b and steel central authorities axial force element 1 is interfixed; And the first steel bending resistance element 2a and the second steel bending resistance element 2b through damping element 3 viscoplasticity be combined into one.
Second feature of the present invention provides such vibration-proof structure, wherein the cross section of steel central authorities axial force element 1, the first steel bending resistance element 2a and the second steel bending resistance element 2b is flat, and damping element 3 is filled in the space between the steel central authorities axial force element 1 and the first steel bending resistance element 2a, also be filled in the space between the steel central authorities axial force element 1 and the second steel bending resistance element 2b, the mode of being filled is that the damping element 3 of filling also forms tabular.
The 3rd feature of the present invention provides the inhibition vibration-proof structure, wherein the cross section of the steel central authorities' axial force element 1 and the first steel bending resistance element 2a is flat, and its cross section is that the second steel bending resistance element 2b of rectangle is disposed in the space between the steel central authorities axial force element 1 and the first steel bending resistance element 2a, and damping element 3 also is filled in this space.
The 4th feature of the present invention provides a vibration-proof structure, and wherein its cross section is that the components made of steel of cross is fixed on the two-end part of steel central authorities axial force element 1.
The 5th feature of the present invention provides a vibration-proof structure, and its light plate is respectively fixed on the other end and the second steel bending resistance element 2b of end, the central axial force element 1 of steel of steel central authorities axial force element 1 and the first steel bending resistance element 2a.
The 6th feature of the present invention provides a vibration-proof structure, and wherein the second steel bending resistance element 2b is covered by damping element 3, and an outside of damping element 3 is covered by the 3rd steel bending resistance element 3c.
Brief description of drawings
Fig. 1 (a) and 1 (b) are the schematic diagrames of the vibration-proof structure notion of expression first embodiment of the invention; And Fig. 1 (c) is the figure of stress distribution that expression is used for the damping element of first and second embodiment.
Fig. 2 is the schematic diagram of the vibration-proof structure notion of expression second embodiment of the invention.
Fig. 3 (a) is a phantom drawing of the vibration-proof structure of expression first embodiment of the invention.Fig. 3 (b) is the schematic diagram of arranging that this vibration-proof structure is used in expression.
Fig. 4 is a side-looking and the plan view of the vibration-proof structure of second embodiment of the invention.
Fig. 5 is the sectional view along the C-C line intercepting of Fig. 4.
Fig. 6 (a) is along a sectional view of the B-B line intercepting of Fig. 4, and Fig. 6 (b) is the sectional view along the D-D line intercepting of Fig. 4.
Fig. 7 is the sectional view along the A-A line intercepting of Fig. 4.
Fig. 8 (a) is a lateral view of a vibration-proof structure of expression third embodiment of the invention.Fig. 8 (b), 8 (c) and 8 (d) distribute along D-D, the E-E of Fig. 8 (a) and the sectional view of F-F line intercepting.
Fig. 9 (a), 9 (b), 9 (c) and 9 (d) are schematic diagrames of arranging of the vibration-proof structure of the expression embodiment of the invention.
Figure 10 (a) is a phantom drawing of a vibration-proof structure of expression third embodiment of the invention.Figure 10 (b) is the schematic diagram of arranging that this vibration-proof structure is used in expression.
Figure 11 is a view of the comparison between the effectiveness in vibration suppression of vibration-proof structure of expression effectiveness in vibration suppression of vibration-proof structure of the present invention and prior art.
Figure 12 (a) is a view of the seismic energy that absorbed by an elastoplasticity damper of expression, and a view of Figure 12 (b) seismic energy that to be expression absorbed by a viscoelastic damper, wherein energy is by a cartographic represenation of area.
Figure 13 (a) is the traditional notion view of bending resistance pull bar before applying tension force, and Figure 13 (b) is illustrated in a view that applies the stress distribution of a viscoelastic body behind the tension force.Figure 13 (c) is illustrated in a notion view that applies the state behind the tension force.
Figure 14 (a) and 14 (b) are the schematic diagrames that an example of traditional bending resistance pull bar is used in expression.
Most preferred embodiment
With reference to accompanying drawing, the following describes embodiments of the invention.
Fig. 1 (a) and 1 (b) are the conceptual view of a vibration-proof structure 8 of expression first embodiment of the invention.This vibration-proof structure 8 of first embodiment of the invention composed as follows.This vibration-proof structure is characterised in that: steel central authorities axial force element 1 is covered by one first damping element 3a of a damping element 3; The outside of damping element 3a is covered by one first steel bending resistance element 2a; The first steel bending resistance element 2a is covered by one second damping element 3b; The outside of damping element 3b is covered by one second steel bending resistance element 2b; One end of the end of the first steel bending resistance element 2a and steel central authorities axial force element 1 is interfixed; And the first steel bending resistance element 2a and the second steel bending resistance element 2b through the second damping element 3b viscoplasticity be combined into one.Various viscoelastic materials such as high-damping rubber, acrylic polymer, rubber asphalt and silicon rubber can be used for damping element 3, as long as the load-deformation curve of material becomes an ellipse.Aforementioned steel bending resistance element 2a, 2b can be the elements that produces shear strain.
When two ends of the steel of the vibration-proof structure 8 shown in Fig. 1 (a) central authorities axial force element 1 applied a tension force that is caused by earthquake, this steel central authorities axial force element 1 just extended (elongation).At this moment, the axial rigidity of the elongation of the first steel bending resistance element 2a and the second steel bending resistance element 2b is far above the first damping element 3a and the second damping element 3b.Therefore, in the first and second damping element 3a, 3b, produce shear strain.Total shear strain amount of the first and second damping element 3a, 3b, promptly the effectiveness in vibration suppression that is produced by the first and second damping element 3a, 3b is 2～4 times high of effect that provided by vibration-proof structure shown in Figure 13.Therefore, be appreciated that the first and second damping element 3a, 3b can distortion effectively in mechanism shown in Figure 1.In this case, the strain of the first damping element 3a that contacts with central axial force element 1 at one end (root side) is zero, and equals the strain capacity of steel central authorities axial force element 1 in the strain of the other end.On the other hand, second strain of damping element 3b in All Ranges equals the strain of steel central authorities axial force element 1.
With reference to identical with in the situation of applying a compressive force for steel central authorities axial force element 1 of Fig. 1 (a) and the described effectiveness in vibration suppression of 1 (b).That is to say, even when steel central authorities axial force element 1 is applied in a compressive force, also can not produce bending, because can provide the bending resistance effect by the first and second steel bending resistance element 2a, 2b.
Fig. 2 is the notion view of a vibration-proof structure 8a of expression second embodiment of the invention.The difference of this vibration-proof structure 8a of second embodiment and the vibration-proof structure 8 of first embodiment is as described below.The second steel bending resistance element 2b in the vibration-proof structure 8 of first embodiment is covered by one the 3rd damping element 3c, and the outside of the 3rd damping element 3c is covered by one the 3rd steel bending resistance element 2c.The vibration-proof structure 8 of the others of the vibration-proof structure of second embodiment and first embodiment identical.
In vibration-proof structure 8a shown in Figure 2, when by earthquake when steel central authorities axial force element 1 applies tension force and steel central authorities axial force element 1 and extends, first, second and the 3rd damping element 3a, 3b and 3c are just to be out of shape effectively with the same rule of vibration-proof structure shown in Figure 18.Therefore, even the earthquake of effect one higher-strength on the vibration-proof structure of this embodiment also can absorb seismic forces by the reliable effect ground of elastoplasticity and viscoelastic damper.
Embodiment
Below with reference to Fig. 3～10 embodiments of the invention are described.
The first embodiment of the present invention is shown among Fig. 3.As shown in Figure 3, vibration-proof structure 8 is composed as follows.One steel central authorities axial force element 1 is provided, and it mainly is formed from steel.And, the first steel bending resistance element 2a is provided, it mainly is formed from steel.The steel central authorities axial force element 1 and the first steel bending resistance element 2a are arranged parallel to each other, and stay predetermined interval between them.One end of steel central authorities axial force element 1 and the end of the first steel bending resistance element 2a are connected with each other by the first steel Connection Element 4a.The other end of steel central authorities axial force element 1 is connected with each other by the second steel Connection Element 4b with the other end of the second steel bending resistance element that is formed from steel.In addition, the filling first and second damping element 3a, 3b in the parallel gap that is formed between steel central authorities axial force element 1 and the first and second steel bending resistance element 2a, the 2b.Form vibration-proof structure 8 with the method.Shown in Fig. 3 (b), the vibration-proof structure of forming like this 8 is connected on the building 7 of being made up of beam 5 and post 6, that is, vibration-proof structure 8 is connected on the building 7, forms a V-arrangement pull bar.
When in above-mentioned building, causing a horizontal distortion under the situation in earthquake, just in vibration-proof structure 8, produce stretching/compression yield, thereby in the first and second damping element 3a, 3b, cause shear strain.As a result, the first and second damping element 3a, 3b absorb energy shown in Figure 12 (b).When the intensity of this tensile/compressive forces is high, generation stretching/compression yield in steel central authorities axial force element 1 just, thus can shown in Figure 12 (a), absorb energy.Even apply a compressive force to steel central authorities axial force element 1, also can not cause bending, because can provide a bending resistance effect by the first and second steel bending resistance element 2a, 2b.
Fig. 4～7th, the view of expression second embodiment of the invention.
In this second embodiment, as shown in Figure 5, this Fig. 5 is the sectional view along the C-C line intercepting of Fig. 4, and a mid portion of steel central authorities axial force element 1 is flat.As Fig. 6 (a), 6 (b) with shown in 7, these figure are respectively the sectional views of A-A, B-B along Fig. 4 and the intercepting of D-D line, and a central axial force element 11 of strengthening is linked on the panel element and its structure is to form a crosswise section.
One friction reduces element 26 by the outside of attached knot at steel central authorities axial force element 1, and two the 3rd parallel steel bending resistance element 2c are set at the outside that friction reduces element 26, thereby the axial force element 2b of steel central authorities can be arranged between two the 3rd parallel steel bending resistance element 2c.Shown in Fig. 6 (a), this figure is the sectional view along B-B line intercepting, and the 3rd steel bending resistance element 2c is fixed on the steel central authorities axial force element 1 by erection bolt at one end.
Its thickness is the outside that the damping element 3 be scheduled to is disposed in the 3rd steel bending resistance element 2c, and two second parallel steel bending resistance element 2b are disposed in the outside of steel bending resistance element 2c, thereby steel bending resistance element 2c can be arranged between described two second parallel bending resistance element 2b.Be different from another end that steel bending resistance element 2c is fixed to that end on the steel central authorities axial force element 1, steel central authorities axial force element 1 with steel bending resistance element 2b with bolt 19,20 through a filler plate (backing plate) 24 by fixed with each other.This vibration-proof structure is formed by this way, and promptly when steel central authorities axial force element 1 stretched vertically or shrinks, damping element 3 was out of shape because of shearing.In steel bending resistance element 2b, a C shape opening is provided, this opening is in the part in central axial force element 11 interferences of its two end portions and reinforcement of steel bending resistance element 2b.
The first steel bending resistance element 2a is disposed in the both sides of the second steel bending resistance element 2b, and the first steel bending resistance element 2a and the second steel bending resistance element 2b are connected with each other by erection bolt.According to aforementioned, as shown in Figure 5, this figure is the sectional view of section (section) C-C, can form the section of a sealing, prevents crooked effect thereby can improve significantly.
In a second embodiment, adopt same mode with first embodiment, when in a building, causing a horizontal distortion under the situation that earthquake is taking place, just in vibration-proof structure 8, produce stretching/compression yield, thereby in the first and second damping element 3a, 3b, cause shear strain.As a result, the first and second damping element 3a, 3b absorb energy shown in Figure 12 (b).When the intensity height of this tensile/compressive forces, generation stretching/compression yield in steel central authorities axial force element 1 just, thus can shown in Figure 12 (a), absorb energy.Even apply a compressive force to steel central authorities axial force element 1, also can not produce bending, because can provide a bending resistance effect by the first and second steel bending resistance element 2a, 2b.
Fig. 8 (a)-8 (b) is the view of expression third embodiment of the invention.In the 3rd embodiment, shown in Fig. 8 (b), 8 (c) and 8 (d), these figure are respectively the sectional elevations along the intercepting of the D-D of Fig. 8 (a), E-E and F-F line, and a section of steel central authorities axial force element 1 is formed the cross roughly with respect to whole length.
The outside at steel central authorities axial force element 1, wherein the section of this element 1 is formed a cross, be provided with one first steel bending resistance element 2a and one second steel bending resistance element 2b, one first damping element 3a and one second damping element (viscoelastic material) 3b and a steel Connection Element 18, its arrangement is by shown in the sectional elevation of Fig. 8 (b), 8 (c) and 8 (d).
More particularly, it is described below.In the left end portion of Fig. 8 (a), shown in Fig. 8 (b), 4 components made of steel 18 are used for connecting, and it is one L shaped that its section is formed, and these 4 components made of steel 18 are arranged in the outside of the central axial force element 1 with a cross section.In the outside of this components made of steel 18 that is used to connect, be provided with 4 second steel bending resistance element 2b, it is one L shaped that its section is formed, middle across a separator 18a.At its alar part, the central axial force element 1 and the second steel bending resistance element 2b are connected with each other by bolt 19 and nut 20, and wherein bolt passes each element and through components made of steel 18, so that connect.
Shown in Fig. 8 (d), mid portion at Fig. 8 (a), the outside at central axial force element 1, wherein the cross section of this element 1 is formed a cross, be provided with first a thin damping element 3a, its section is one L shaped, also is provided with one first steel bending resistance element 2a, one second damping element 3b and one second steel bending resistance element 2b, and these elements are lamination in this order from the inboard.Internal layer and outer layer element are connected on the first damping element 3a and the second damping element 3b.
Shown in Fig. 8 (d), in the right end portion of Fig. 8 (a), at the skin of central axial force element 1, wherein the section of this element 1 is a cross, provides one first steel bending resistance element 2a through a filler plate 24.At its alar part, these two elements are connected with each other by erection bolt 19 and nut 20, and wherein bolt passes each element.The front end 21 that the left end from Fig. 8 (a) of the second steel bending resistance element 2b extends out to the right stops at the position near the step part 23 of the cardinal extremity of the second steel bending resistance element 2b.The front end 22 that the right-hand member from Fig. 8 (b) of the first steel bending resistance element 2a extends out left stops at the position near components made of steel 18, so that connect.
In the 3rd embodiment, adopt same mode with first and second embodiment, when in a building, causing a horizontal distortion under the situation that earthquake is taking place, just in vibration-proof structure 8, produce stretching/compression yield, thereby in the first and second damping element 3a, 3b, cause shear strain.As a result, the first and second damping element 3a, 3b absorb energy.When the intensity height of this tensile/compressive forces, generation stretching/compression yield in steel central authorities axial force element 1 just, thus can absorb energy.Even apply a compressive force to steel central authorities axial force element 1, also can not produce bending, because can provide a bending resistance effect by the first and second steel bending resistance element 2a, 2b.
In Fig. 9, show the example of layout of vibration-proof structure 8, the 8a of first and second embodiment, wherein vibration- proof structure 8,8a are disposed in the building 7 by this way, to such an extent as to they are linked on post 6 and the beam 5.In Fig. 9 (a), with the same mode of a common pull bar, vibration-proof structure is arranged to form a V-arrangement.In Fig. 9 (b), vibration-proof structure is arranged to form an angle shape.In Fig. 9 (c), vibration-proof structure is arranged to form a diagonal shape, and wherein right part upwards rises.In Fig. 9 (d), vibration-proof structure is arranged to form a diagonal shape, and wherein left part upwards rises.Vibration- proof structure 8,8a are to be fixed on post 6 and the beam 5 with the same mode of common pull bar.The steel central authorities axial force element 1 that is incorporated in vibration-proof structure 8, the 8a is fixed on post 6 and the beam 5 by bolt or welding.
Figure 10 is a view of expression third embodiment of the invention.As shown in figure 10, this vibration-proof structure 8 is formed as follows.The one steel central authorities axial force element 1 and first steel bending resistance element (or the shear strain producing component) 2a are provided, and they are arranged in parallel to each other, stay a predetermined interval.The steel central authorities axial force element 1 and the first steel bending resistance element 2a are connected with each other by the first steel Connection Element 17a of rectangle, and the first steel Connection Element of this rectangle has a plurality of bolts hole 16.The other end of steel central authorities axial force element 1 and the other end of second steel bending resistance element (or the shear strain producing component) 2b are connected with each other by the second steel Connection Element 17b of rectangle, and the second steel Connection Element 17b of this rectangle is to have a plurality of bolts hole 16 with above-mentioned same mode.Form with the central axial force element 1 of steel and be filled with the first damping element 3a and the second damping element 3b with parallel gap between the first steel bending resistance element 2a and the second steel bending resistance element 2b, described damping element 3a, 3b are made by viscoelastic material.Form vibration-proof structure 8 with the method.
The top and bottom of the vibration-proof structure 8 of the 3rd embodiment are fixed to erection bolt on the upper and lower beam 5 of building 7, wherein are combined with post 6 and beam 5 in building 7.
When earthquake takes place, in the steel central authorities axial force element 1 of vibration-proof structure shown in Figure 10 8, produce shear strain.Because steel central authorities axial force element 1 is subjected to the restriction of the first steel bending resistance element 2a and the second steel bending resistance element 2b and the first damping element 3a and the second damping element 3b, therefore can not produce bending this moment.When a load that imposes on vibration-proof structure 8 surpasses certain value, just cause shear yielding and present the restoring force characteristic shown in Figure 12 (a) and absorb energy.Because the shearing rigidity height of the first steel bending resistance element 2a and the second steel bending resistance element 2b, so these elements are out of shape hardly.Therefore, taking place under the situation of earthquake, at the steel central authorities axial force element 1 and the first steel bending resistance element 2a and also between the first steel bending resistance element 2a and the second steel bending resistance element 2b, produce relative displacement.Therefore, the first and second damping element 3a, 3b are out of shape because of shearing.As a result, the vibration damping result presents the restoring force characteristic shown in Figure 12 (b) and absorbs energy.In this regard, in the 3rd embodiment, can economize the vibration damping layer 3a of thin.
In table 1, show the comparison between the manufacturing cost of the vibration-proof structure of vibration-proof structure of the present invention and prior art.And, also show the comparison that between the vibration-proof structure of vibration-proof structure of the present invention and prior art, large-scale, a medium and small-sized earthquake is reduced vibrant characteristic.
Table 1
| Small-sized earthquake | Moderate shock | Large-scale earthquake | High wind | Cost | ||
| The present invention | Elastoplasticity+viscoplasticity | Effectively | Effectively | Effectively | Effectively | Inexpensive |
| Comparison example | The elastoplasticity damper | Effectively | Certain effect is arranged | Effectively | Invalid | Inexpensive |
| Viscoelastic damper | Effectively | Effectively | Effectively | Invalid | Expensive |
In Figure 11, show the comparison between the characteristic of the vibration-proof structure of vibration-proof structure of the present invention and prior art.As shown in the figure, the elastoplasticity damper presents a linear characteristic under a high wind or a medium and small-sized earthquake.Therefore, the energy of absorption is little.But under the situation of large-scale earthquake, a large amount of seismic energies are absorbed.On the other hand, viscoelastic damper can stably absorb energy always under a high wind, a medium and small-sized and large-scale earthquake.But it is unfavorable that viscoelastic damper brings owing to manufacturing cost is high.Each embodiment of the present invention has remedied the shortcoming of above-mentioned elastoplasticity damper and viscoelastic damper, and elastoplasticity damper and viscoelastic damper are combined.Therefore, the manufacturing cost of the damper structure of each embodiment of the present invention has been suppressed, and with respect to a high wind, a medium and small-sized and large-scale earthquake, can stably present energy absorption characteristics.
Industrial applicibility
According to the present invention, when elastic-plastic damper and viscoelastic damper combine on function mutually, can utilize both advantage can overcome both shortcomings maximumly. Therefore, vibration-proof structure of the present invention can provide for a damping effect one large-scale, medium and a small-sized earthquake and a high wind, and can reduce the manufacturing cost of vibration-proof structure. All things considered, when design one building, position and the quantity of vibration-proof structure (anti-seismic structure) are restricted. When viscoelastic damper and elastic-plastic damper are integrated vibration-proof structure and are used for above-mentioned restricted position, compare with the situation that viscoelastic damper and elastic-plastic damper are arranged independently of one another, can reduce cost and higher effect can be provided.
Claims (6)
1. a vibration-proof structure has incorporate one elastoplasticity/viscoelastic damper, it is characterized in that: steel central authorities' axial force elements (1) are covered by a damping element (3); One outside of damping element (3) is covered by one first steel bending resistance element (2a); The first steel bending resistance element (2a) is covered by damping element (3); One outside of damping element (3) is covered by one second steel bending resistance element (2b); One end of one end of the first steel bending resistance element (2a) and steel central authorities' axial force elements (1) is interfixed; The other end of one end of the second steel bending resistance element (2b) and steel central authorities' axial force elements (1) is interfixed; And the first steel bending resistance element (2a) and the second steel bending resistance element (2b) through damping element (3) viscoplasticity be in contact with one another.
2. the vibration-proof structure with incorporate one elastoplasticity/viscoelastic damper as claimed in claim 1, it is characterized in that: steel central authorities axial force element (1), the cross section of the first steel bending resistance element (2a) and the second steel bending resistance element (2b) is flat, and damping element (3) is filled in the space between the steel central authorities axial force element (1) and the first steel bending resistance element (2a), also be filled in the space between the steel central authorities' axial force element (1) and the second steel bending resistance element (2b), the mode of being filled is that the damping element (3) of filling also forms tabular.
3. the vibration-proof structure with incorporate one elastoplasticity/viscoelastic damper as claimed in claim 1, it is characterized in that: steel central authorities' axial force elements (1) are flat with the cross section of the first steel bending resistance element (2a), and its cross section is that the second steel bending resistance element (2b) of rectangle is disposed in the space between the steel central authorities axial force element (1) and the first steel bending resistance element (2a), and damping element (3) also is filled in this space.
4. as a vibration-proof structure of incorporate one elastoplasticity of having of claim 2 or 3/viscoelastic damper, it is characterized in that: its cross section is that the components made of steel of cross is fixed on the two-end part of steel central authorities' axial force elements (1).
5. as a vibration-proof structure of incorporate one elastoplasticity of having of claim 1 or 4/viscoelastic damper, it is characterized in that: steel plate is respectively fixed on the other end and the second steel bending resistance element (2b) of end, steel central authorities' axial force elements (1) of steel central authorities axial force elements (1) and the first steel bending resistance element (2a).
6. as a vibration-proof structure of incorporate one elastoplasticity of having of claim 1 or 5/viscoelastic damper, it is characterized in that: the second steel bending resistance element (2b) is covered by damping element (3), and an outside of damping element (3) is covered by the 3rd steel bending resistance element (3c).
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| US3694697P | 1997-02-10 | 1997-02-10 | |
| US08/868,786 US5998701A (en) | 1997-06-04 | 1997-06-04 | Potatoes having improved quality characteristics and methods for their production |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1300338A true CN1300338A (en) | 2001-06-20 |
| CN1113143C CN1113143C (en) | 2003-07-02 |
Family
ID=26713651
Family Applications (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN98802413.6A Pending CN1246894A (en) | 1997-02-10 | 1998-02-05 | Transgenic potatoes having reduced levels of alpha glucan L- or H-type tuber phosphorylase activity with reduced cold-sweetening |
| CN99802413.9A Expired - Lifetime CN1113143C (en) | 1997-02-10 | 1999-05-19 | Vibration control member formed integrally with elasto-plastic and viscoelastic damper |
Family Applications Before (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN98802413.6A Pending CN1246894A (en) | 1997-02-10 | 1998-02-05 | Transgenic potatoes having reduced levels of alpha glucan L- or H-type tuber phosphorylase activity with reduced cold-sweetening |
Country Status (11)
| Country | Link |
|---|---|
| EP (1) | EP1009839A1 (en) |
| JP (1) | JP2001511007A (en) |
| CN (2) | CN1246894A (en) |
| AR (1) | AR011121A1 (en) |
| AU (1) | AU724942B2 (en) |
| BR (1) | BR9807214A (en) |
| CA (1) | CA2275885C (en) |
| HU (1) | HUP0000542A3 (en) |
| NZ (1) | NZ336766A (en) |
| PL (1) | PL334962A1 (en) |
| WO (1) | WO1998035051A1 (en) |
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- 1998-02-05 NZ NZ336766A patent/NZ336766A/en unknown
- 1998-02-05 CA CA002275885A patent/CA2275885C/en not_active Expired - Fee Related
- 1998-02-05 AU AU58493/98A patent/AU724942B2/en not_active Ceased
- 1998-02-05 BR BR9807214-5A patent/BR9807214A/en not_active IP Right Cessation
- 1998-02-05 WO PCT/CA1998/000055 patent/WO1998035051A1/en not_active Application Discontinuation
- 1998-02-05 PL PL98334962A patent/PL334962A1/en unknown
- 1998-02-05 HU HU0000542A patent/HUP0000542A3/en unknown
- 1998-02-05 CN CN98802413.6A patent/CN1246894A/en active Pending
- 1998-02-05 EP EP98901894A patent/EP1009839A1/en not_active Withdrawn
- 1998-02-05 JP JP53344998A patent/JP2001511007A/en active Pending
- 1998-02-09 AR ARP980100562A patent/AR011121A1/en not_active Application Discontinuation
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1999
- 1999-05-19 CN CN99802413.9A patent/CN1113143C/en not_active Expired - Lifetime
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Also Published As
| Publication number | Publication date |
|---|---|
| NZ336766A (en) | 2000-08-25 |
| BR9807214A (en) | 2000-04-25 |
| CA2275885A1 (en) | 1998-08-13 |
| CA2275885C (en) | 2007-01-09 |
| AR011121A1 (en) | 2000-08-02 |
| AU724942B2 (en) | 2000-10-05 |
| AU5849398A (en) | 1998-08-26 |
| CN1113143C (en) | 2003-07-02 |
| CN1246894A (en) | 2000-03-08 |
| PL334962A1 (en) | 2000-03-27 |
| WO1998035051A1 (en) | 1998-08-13 |
| JP2001511007A (en) | 2001-08-07 |
| EP1009839A1 (en) | 2000-06-21 |
| HUP0000542A2 (en) | 2000-06-28 |
| HUP0000542A3 (en) | 2002-02-28 |
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