CN1048577A - Frictional energy consumption type antiseismic structure - Google Patents
Frictional energy consumption type antiseismic structure Download PDFInfo
- Publication number
- CN1048577A CN1048577A CN 90106562 CN90106562A CN1048577A CN 1048577 A CN1048577 A CN 1048577A CN 90106562 CN90106562 CN 90106562 CN 90106562 A CN90106562 A CN 90106562A CN 1048577 A CN1048577 A CN 1048577A
- Authority
- CN
- China
- Prior art keywords
- energy consumption
- consumption type
- frictional energy
- overall structure
- friction plate
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Withdrawn
Links
Images
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
A kind of frictional energy consumption type antiseismic structure, be with the overall structure of building vertically or horizontal direction be divided into two with top, perhaps partial structurtes are separated with overall structure, establish aseismatic joint therebetween, establish sliding node in the seam, connect by the slip damper, the slip damper is fixed on the building unit of both sides, has a pair of friction plate at least, connects with high-strength bolt, can slide relatively along horizontal single-headed, horizontal bidirectional or space three-dimensional, be applicable to frame structure, shear wall structure and tubular construction.
Description
The present invention relates to a kind of earthquake-resistant building structure.
The antidetonation of building structure normally strengthens the globality of building, relies on the interior friction of structural meterials, mainly is that plastic strain generation damping consumes seismic energy, that is to say the permanent damage that relies on agent structure even destroys the seismic energy that dissipates.The problem that this method exists is:
1. agent structure had both been born vertical load, bore the function that consumes seismic energy again, and especially vertical bearing carrier because of plastic strain makes horizontal displacement excessive, causes building collapsing by P-△ effect when shaking greatly easily.
2. during earthquake, structure enters the plasticity duty and starts late, and promptly main energy consume mechanism works later, the intrinsic frequency of building is difficult to avoid seismic frequency again, the opposing seismic forces often produces resonance, causes structure to bear huge seismic forces, for need consume a large amount of structural meterialss.
3. be in the plasticity duty when structure consumes energy in a large number, therefore distortion is very big, and then the non-structural failure of building is serious, and after the earthquake, the permanent set of structure is bigger.
4. after the big shake, though structure can be avoided collapsing, damage is serious, is difficult to repair.
At present, the antidetonation of building structure also has the method for taking freely movable bearing in building main body and basic junction, cutting down the shearing force that earthquake produces, but also has some problems, and for example, freely movable bearing employing rubber pad can not be applicable to highrise building; Also have the method that adds mass on the roof, but need computer control, often maintenance, and also reliability is relatively poor, and cost is higher; On the basis, add shock insulation damping device, mostly be than complicated facility and spring etc.
The objective of the invention is overall structure or certain local building unit are separated, rely on its relative slippage, produce friction energy-dissipating and reach damping.
Frictional energy consumption type antiseismic structure of the present invention be with the overall structure of building vertically or horizontal direction be divided into two with top, perhaps partial structurtes are separated with overall structure, establish aseismatic joint therebetween, establish sliding node in the seam, connect by the slip damper.
The slip damper is fixed on the side pieces, form by at least one pair of friction plate and high-strength bolt, one of them friction plate is provided with slotted hole, another friction plate is provided with circular hole, two friction plates connect with high-strength bolt, can slide relatively along slotted hole, two pairs can be connected with upper friction plate, but the slotted hole horizontal single-headed on the friction plate, horizontal bidirectional or space three-dimensional are provided with.
Above-mentioned overall structure can be a frame structure, and aseismatic joint is vertically cut apart it, and its sliding node is located between shear wall and frame column, the beam.
Above-mentioned overall structure can be a shear wall structure also, and aseismatic joint is vertically cut apart it, and sliding node is located between wall and the wall.
Overall structure can be the outter frame inner cylinder structure, and aseismatic joint is vertically cut apart it, and sliding node is located at inner core and framework intersection.
Overall structure can also be the bundled tube structure, and aseismatic joint is vertically cut apart it, and sliding node is located at tube and tube intersection.
Aseismatic joint can be with the overall structure divided in horizontal direction, and sliding node can be located between building top layer and the lower floor.
When earthquake took place, each separating part of building produced limited slip and friction along the slotted hole direction of slip damper, thereby has consumed seismic energy, has reduced seismic amplitude, makes structure be in elastic state substantially, and shock resistance improves greatly.
After the earthquake, structure resistance becomes elastic restoring force, as long as kinetic force of friction is less than elastic restoring force, structure position changing can most ofly recover, and its permanent set size is relevant with the force of sliding friction size, for eliminating permanent set, only need to unclamp high-strength bolt at the sliding node place, after recovering distortion fully, row is tightened again, and then the state before structure and the earthquake is as good as.
Advantage of the present invention is:
1. frictional energy consumption type antiseismic structure consumes energy traditional structure everywhere and becomes the concentrated power consumption of slip damper, to ensure that agent structure is not subjected to or few damaged.Slip joint is lighted on-off action, when structure general wind carry with less geological process under, node does not slide, structural entity work is the same with ordinary construction; After seismic forces was increased to a certain degree, sliding node started voluntarily, beginning slippage, friction member power consumption.By the size of appropriate design frictional force, can make structure at elastic state fully, just be subjected to very big damping action, reduce earthquake response.
2. after sliding node starts, frequency conversion taking place, make structure forfeiture intrinsic frequency, avoids resonance automatically.
3. for the structure of vertically cutting apart, because friction energy-dissipating member and vertical load transfer route are irrelevant, therefore vertical bearing carrier is not subjected to plastic deformation energy dissipation's influence, has strengthened stability.Can manually design the slip damper on the other hand, to resist brisance greatly.
4. when shaking greatly, structure is in elastic state, or it is more shallow to enter the plasticity duty, both can make agent structure avoid damage, and can recover most of distortion again after earthquake, permanent set is less, for the structure of vertically cutting apart, as want to eliminate permanent set, measure is also simple.During earthquake next time, structure still is in original duty.
5. structure is separated during owing to big shake, and rigidity die-offs, and it is less to bear seismic forces, can save a large amount of structural meterialss.
6. because malformation is less, can alleviate the unstructuredness damage.
7. the slip damper structure is simple, practical and reliable, timeliness is very little, and low cost is convenient to promote.
Below in conjunction with accompanying drawing, embodiment the present invention is elaborated:
Fig. 1 is that frame is cut sliding node drawing of site in the earthquake resistant structure.
Fig. 2 is the sliding node constructional drawing.
Fig. 3 is the 1-1 sectional drawing of Fig. 2.
As shown in Figure 1, 2, 3, it is that shear wall is separated with frame part that frame is cut earthquake resistant structure, establishes aseismatic joint 2 therebetween, stitch wide on control displacement decide, in fill out soft material or the very low material of intensity, give over to the displacement gap.Vierendeel girder and shearing metope flush, and establish and isolate seam 7, and the changing of the relative positions gets final product mutually.Sliding node 1 is located to isolate and sews on, and adopts the board-like slip damper that a pair of friction plate is arranged.Friction plate 3 usefulness high-strength bolts 4 connect, be fixed on Vierendeel girder and the shear wall by built-in fitting 6, one of them friction plate is opened oval slotted hole, hole length is decided on slide displacement, nose end is established rubber pad 5, to slow down impact, another friction plate is opened the bolt circular hole, friction plate is compressed the diameter of high-strength bolt with high-strength bolt, quantity optionally frictional force size and decide, friction plate requires to have corrosion resistance, not corrosion in decades, and require to have abrasion resistance, rub stressed through hundreds of times and even thousands of times, its friction factor changes little, can select stainless steel for use, nodular cast iron is made.For making slip damper operate as normal not hinder the use of building again, the slip damper can be arranged in the hole of shear wall.For guaranteeing installation accuracy, the slip damper can be assembled in advance, go again during construction and bury underground.
Fig. 4 is a shear wall earthquake resistant structure sliding node drawing of site.
Fig. 5 is a shear wall earthquake resistant structure sliding node constructional drawing.
Fig. 6 is the 2-2 sectional drawing of Fig. 5.
Fig. 7 is the boxlike slip damper structure figure that friction plate slotted hole horizontal bidirectional is provided with.
As shown in Figure 4, in the shear wall frictional energy consumption type antiseismic structure, structure vertically is divided into two with top, makes each several part difference natural vibration period, gap is the bigger the better, and avoids into integral multiple, and aseismatic joint 2 is set therebetween, and the aseismatic joint place establishes two walls or single wall all can.In aseismatic joint, establish sliding node on the shear wall of floor position, as shown in Figure 5.Sliding node couples together adjacent two-part structure by having the slip damper 8 that four pairs of friction plates form, as shown in Figure 7.This slip damper of being made up of four pairs of friction plates and base plate is boxlike, and four sides slotted hole two-way horizontal is provided with, and rubber pad is established at the two ends in hole, plays cushioning effect.Its four pairs of friction plates are connected into friction member 9,10 and 11 mutually, and friction plate 11 is fixed on the building unit of both sides by built-in fitting 6., the assembling prefabricated in work of slip damper is located in the shear wall hole to be provided of design attitude, and slip damper both direction frictional force such as need difference can be by the tightness of adjustment high-strength bolt or quantity, the diameters of high-strength bolt.
As consider that the structural bending type vibrates and vertical vibration, can adopt also slidable in vertical direction three-dimensional slip damper, soon the horizontal direction slotted hole of the right flank of the left surface of friction member 9 or friction member 10 makes the vertical direction slotted hole among Fig. 7, correspondingly with two circular hole levels of another friction member to layout, just become in the space three directions damper that all movably slides.
In the outter frame inner cylinder frictional energy consumption type antiseismic structure, framework and cylindrical shell joint are established frame column (beam) in addition, and Vierendeel girder is not overlapped on the barrel, and the vertical load of framework is not transmitted on cylindrical shell, establish aseismatic joint at framework and cylindrical shell joint.In the aseismatic joint at floor place, cylindrical shell bight, sliding node is set, boxlike two is stretched into cylindrical shell square hole within the walls to the slip damper, in order to avoid destroy the continuity of post.
In the bundled tube frictional energy consumption type antiseismic structure, aseismatic joint is located at tube and tube intersection, can establish single wall or two wall, way is identical with shear wall structure.
Fig. 8 is a sliding node constructional drawing in the horizontal anti-seismic seam.
Fig. 9 is that friction plate slotted hole level two is to the angie type slip damper structure figure that arranges.
Also its level can be cut apart for shear wall structure and tubular construction (especially frame tube and tube in tube structure), in the frictional energy consumption type antiseismic structure that level is cut apart, establish the horizontal anti-seismic seam between the top layer of building and the lower floor, as shown in Figure 8, make suspension column at top level structure 13 each room tetrapod, other position wall bodies separate with the lower floor floor, if aseismatic joint 2, transmit vertical load by suspension column, and sliding node is set, be connected with substructure by built-in fitting 11 by slip damper 12.The friction plate of this slip damper has two pairs of friction plates, and wherein the slotted hole horizontal cross of a pair of friction plate is arranged, the slotted hole level on another friction plate arranges that vertically two pairs of friction plates are dihedral and are connected.Can adjust bolt on demand, be complementary to frictional force with two respectively.This sliding node can transmit vertical load and can two-wayly slide again.
Claims (6)
1, a kind of frictional energy consumption type antiseismic structure, comprise agent structure, aseismatic joint and damping device, it is characterized in that: with the overall structure of building vertically or horizontal direction be divided into two with top, perhaps partial structurtes are separated with overall structure, establish aseismatic joint therebetween, establish sliding node in the seam, connect by the slip damper; The slip damper is fixed on the building unit of both sides, has a pair of friction plate at least, one of them friction plate is provided with slotted hole, another friction plate is provided with circular hole, two friction plates connect with high-strength bolt, can slide relatively along slotted hole, two pairs can be connected with upper friction plate, but the slotted hole horizontal single-headed on the friction plate, horizontal bidirectional or space three-dimensional are provided with.
2, frictional energy consumption type antiseismic structure according to claim 1 is characterized in that: described overall structure can be a frame structure, and aseismatic joint is vertically cut apart it, and its sliding node is located between shear wall and frame column, the beam.
3, frictional energy consumption type antiseismic structure according to claim 1 is characterized in that: described overall structure can be a shear wall structure also, and aseismatic joint is vertically cut apart it, and sliding node is located between wall and the wall.
4, frictional energy consumption type antiseismic structure according to claim 1 is characterized in that: described overall structure can be the outter frame inner cylinder structure, and aseismatic joint is vertically cut apart it, and sliding node is located at inner core and framework intersection.
5, according to the frictional energy consumption type antiseismic structure of claim 1, it is characterized in that: described overall structure can also be the bundled tube structure, and aseismatic joint is vertically cut apart it, and sliding node is located at tube and tube intersection.
6, according to the frictional energy consumption type antiseismic structure of claim 1, it is characterized in that: aseismatic joint is with the overall structure divided in horizontal direction, and sliding node can be located between building top layer and the lower floor.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 90106562 CN1017737B (en) | 1990-08-02 | 1990-08-02 | Frictional energy consumption type antiseismic structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 90106562 CN1017737B (en) | 1990-08-02 | 1990-08-02 | Frictional energy consumption type antiseismic structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1048577A true CN1048577A (en) | 1991-01-16 |
| CN1017737B CN1017737B (en) | 1992-08-05 |
Family
ID=4880151
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 90106562 Expired CN1017737B (en) | 1990-08-02 | 1990-08-02 | Frictional energy consumption type antiseismic structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1017737B (en) |
Cited By (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6840016B1 (en) | 1999-08-03 | 2005-01-11 | Imad H. Mualla | Device for damping movements of structural elements and a bracing system |
| CN100379934C (en) * | 1999-08-03 | 2008-04-09 | 伊马德·H·穆阿拉 | Device for damping movements of structural elements and bracing system |
| CN102182258A (en) * | 2011-03-31 | 2011-09-14 | 东南大学 | Double-layer multi-dimensional shock isolation/absorption device |
| CN102322099A (en) * | 2011-06-23 | 2012-01-18 | 河南理工大学 | Structure for preventing wall bodies in mining areas from mining-induced deformation |
| CN101925713B (en) * | 2008-01-24 | 2013-03-27 | 新日铁住金株式会社 | Connection metal fitting and building with the same |
| CN103088932A (en) * | 2011-11-08 | 2013-05-08 | 建研科技股份有限公司 | Anti-buckling friction support |
| WO2013155869A1 (en) * | 2012-04-17 | 2013-10-24 | 哈尔滨吴淑环建设工程技术研究有限公司 | Assemblable wall |
| CN103541451A (en) * | 2012-07-11 | 2014-01-29 | 赵世峰 | Anti-overturning, shock insulation, shock absorption and energy consumption system for high-rise structure |
| CN104032839A (en) * | 2014-07-03 | 2014-09-10 | 河北联合大学 | Connecting structure of frictional type damper assembling type frame joint and constructing method thereof |
| CN104989013A (en) * | 2015-07-10 | 2015-10-21 | 浙江大学宁波理工学院 | Anti-seismic frame shear wall and construction method thereof |
| CN106759910A (en) * | 2016-12-29 | 2017-05-31 | 华东建筑设计研究院有限公司 | A kind of high-performance framework damper frame barrel structure system |
| CN107476144A (en) * | 2017-08-29 | 2017-12-15 | 西南交通大学 | A kind of road bed board underlayer and damper rail |
| CN109235701A (en) * | 2018-09-25 | 2019-01-18 | 石河子大学 | A kind of earthquake isolating equipment of fabricated shear wall |
| CN109281421A (en) * | 2018-09-30 | 2019-01-29 | 美好建筑装配科技有限公司 | A kind of boxlike connection structure system for fabricated shear wall |
| CN109577509A (en) * | 2018-11-28 | 2019-04-05 | 江苏科技大学 | A kind of shock isolating pedestal |
| CN110905095A (en) * | 2019-12-07 | 2020-03-24 | 佛山市鼎科科技发展有限公司 | Friction variable damper |
| CN113123493A (en) * | 2021-04-15 | 2021-07-16 | 重庆大学 | Infilled wall connection mode with recoverable energy consumption function |
| CN115045552A (en) * | 2022-06-01 | 2022-09-13 | 陈莉萍 | Shock isolation and absorption device and method for high-rise building |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535682B (en) * | 2012-02-16 | 2013-11-27 | 同济大学 | Replaceable connecting joint for wallboard components of precast concrete shear wall structures |
-
1990
- 1990-08-02 CN CN 90106562 patent/CN1017737B/en not_active Expired
Cited By (24)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100379934C (en) * | 1999-08-03 | 2008-04-09 | 伊马德·H·穆阿拉 | Device for damping movements of structural elements and bracing system |
| US6840016B1 (en) | 1999-08-03 | 2005-01-11 | Imad H. Mualla | Device for damping movements of structural elements and a bracing system |
| CN101925713B (en) * | 2008-01-24 | 2013-03-27 | 新日铁住金株式会社 | Connection metal fitting and building with the same |
| CN102182258A (en) * | 2011-03-31 | 2011-09-14 | 东南大学 | Double-layer multi-dimensional shock isolation/absorption device |
| CN102322099A (en) * | 2011-06-23 | 2012-01-18 | 河南理工大学 | Structure for preventing wall bodies in mining areas from mining-induced deformation |
| CN103088932B (en) * | 2011-11-08 | 2015-10-28 | 建研科技股份有限公司 | Anti-buckling friction support |
| CN103088932A (en) * | 2011-11-08 | 2013-05-08 | 建研科技股份有限公司 | Anti-buckling friction support |
| WO2013155869A1 (en) * | 2012-04-17 | 2013-10-24 | 哈尔滨吴淑环建设工程技术研究有限公司 | Assemblable wall |
| CN103541451A (en) * | 2012-07-11 | 2014-01-29 | 赵世峰 | Anti-overturning, shock insulation, shock absorption and energy consumption system for high-rise structure |
| CN104032839A (en) * | 2014-07-03 | 2014-09-10 | 河北联合大学 | Connecting structure of frictional type damper assembling type frame joint and constructing method thereof |
| CN104032839B (en) * | 2014-07-03 | 2016-05-11 | 河北联合大学 | Syndeton and the construction method thereof of friction damper assembling frame node |
| CN104989013A (en) * | 2015-07-10 | 2015-10-21 | 浙江大学宁波理工学院 | Anti-seismic frame shear wall and construction method thereof |
| CN104989013B (en) * | 2015-07-10 | 2017-11-17 | 浙江大学宁波理工学院 | Earthquake-proof frame shear wall and its construction method |
| CN106759910A (en) * | 2016-12-29 | 2017-05-31 | 华东建筑设计研究院有限公司 | A kind of high-performance framework damper frame barrel structure system |
| CN107476144A (en) * | 2017-08-29 | 2017-12-15 | 西南交通大学 | A kind of road bed board underlayer and damper rail |
| CN109235701A (en) * | 2018-09-25 | 2019-01-18 | 石河子大学 | A kind of earthquake isolating equipment of fabricated shear wall |
| CN109281421A (en) * | 2018-09-30 | 2019-01-29 | 美好建筑装配科技有限公司 | A kind of boxlike connection structure system for fabricated shear wall |
| CN109577509A (en) * | 2018-11-28 | 2019-04-05 | 江苏科技大学 | A kind of shock isolating pedestal |
| CN110905095A (en) * | 2019-12-07 | 2020-03-24 | 佛山市鼎科科技发展有限公司 | Friction variable damper |
| CN110905095B (en) * | 2019-12-07 | 2021-02-26 | 佛山市鼎科科技发展有限公司 | Friction variable damper |
| CN113123493A (en) * | 2021-04-15 | 2021-07-16 | 重庆大学 | Infilled wall connection mode with recoverable energy consumption function |
| CN113123493B (en) * | 2021-04-15 | 2022-11-18 | 重庆大学 | Infilled wall connection mode with recoverable energy consumption function |
| CN115045552A (en) * | 2022-06-01 | 2022-09-13 | 陈莉萍 | Shock isolation and absorption device and method for high-rise building |
| CN115045552B (en) * | 2022-06-01 | 2023-09-15 | 新疆德浩恒源建筑工程有限公司 | High-rise building vibration isolation and absorption device and method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1017737B (en) | 1992-08-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN1048577A (en) | Frictional energy consumption type antiseismic structure | |
| WO2020215863A1 (en) | Self-resetting jacket ocean platform structure system based on built-in swing column | |
| CN101029538A (en) | Three-way shock-absorbing stand with variable rigidity and damping | |
| CN114033062A (en) | Self-resetting multidirectional shock insulation support | |
| CN109555009B (en) | Support and beam body shock absorption and insulation structure system and application thereof | |
| JPH09279695A (en) | Earthquake-resisting reinforcing structure and viscoelastic damper | |
| CN211200786U (en) | Shock insulation support with normal damping characteristic and tensile function | |
| Miranda et al. | The Mexico earthquake of September 19, 1985—performance of low-rise buildings in Mexico City | |
| CN210127557U (en) | Novel corrugated damper and building wall comprising same | |
| CN208168020U (en) | Self-resetting mild steel damper | |
| CN211597167U (en) | Damping device for building structure design | |
| CN112031197B (en) | Novel damping energy dissipater device | |
| CN212338022U (en) | Three-way special-shaped metal damper | |
| CN109914594B (en) | Shock attenuation formula steel construction node component | |
| CN216893725U (en) | Building structure design wall column base connection structure | |
| CN110409607B (en) | Design method of steel structure system connected by assembled column pestles | |
| CN112252508A (en) | Assembled friction metal damper with earthquake monitoring and stepped energy consumption functions | |
| CN218541035U (en) | Assembled antidetonation power consumption connection structure | |
| JP4884914B2 (en) | Vibration control device installation structure of unit building | |
| CN220815118U (en) | Viscoelastic damper convenient to install | |
| CN213805974U (en) | Shear wall structure for building construction | |
| CN220538390U (en) | Multidirectional shock mount for bridge construction | |
| CN214006108U (en) | Shear force wall crack control structure | |
| CN221006723U (en) | Single-bidirectional displacement constraint universal friction pendulum support for anti-seismic scale test model | |
| CN215978581U (en) | Novel building engineering frame roof beam is consolidated device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C06 | Publication | ||
| PB01 | Publication | ||
| C13 | Decision | ||
| GR02 | Examined patent application | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C19 | Lapse of patent right due to non-payment of the annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |