CN110273555A - Combine Passive Energy Dissipation Structures design method and combination energy-dissipating and shock-absorbing skyscraper - Google Patents
Combine Passive Energy Dissipation Structures design method and combination energy-dissipating and shock-absorbing skyscraper Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H1/00—Buildings or groups of buildings for dwelling or office purposes; General layout, e.g. modular co-ordination or staggered storeys
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
Abstract
The present invention combines the mechanical property feature of all kinds of damping devices, propose a kind of combination energy-dissipating and shock-absorbing design method and a kind of combination energy-dissipating and shock-absorbing skyscraper, combined application velocity profile damper and viscous damper in high building structure, pass through the position and mechanics parameters of active accommodation energy-consumption shock-absorption device, all kinds of damping devices are made to play a role stage by stage under different level geological processes: under frequently occurred earthquake effect, only velocity profile damper dissipation energy, the unyielding energy consumption of viscous damper only provides rigidity for structure；Under set up defences earthquake and rarely occurred earthquake effect, metal damper steps into surrender, makes up the shortcomings that viscous damper energy dissipation capacity reduces, and realizes the optimization of Structural Energy Dissipation efficiency.
Description
Technical field
The present invention relates to high-rise, super-high building structure energy-dissipating and shock-absorbing technical fields, consume more particularly to a kind of combination
It can shock-damping structure design method and combination energy-dissipating and shock-absorbing skyscraper.
Background technique
For super high-rise building, traditional design method improves knot by improving the rigidity of structure, component strength and ductility
Structure anti-seismic performance, the dissipation of seismic energy are often realized that the rigidity of structure thus designed is larger by component damage, are undertaken larger
Geological process.With reaching its maturity for energy-dissipating and shock-absorbing technology, arrange in the structure damping device can earthquake energy, reduce
The geological process that main structure undertakes, effectively improves strcture safety.
Energy-dissipating and shock-absorbing be certain components (such as support, shear wall, connector) of works are designed to energy consumption rod piece, or
Energy-consuming device, in wind or small shake, these dissipative members are installed in a part (interlayer space, node, bond line etc.) of structure
Or energy-consuming device has enough initial stiffnesses, is in elastic stage, still there is works enough lateral rigidities to be made with meeting
With requiring.
Earthquake is divided into frequently occurred earthquake according to earthquake intensity grade, set up defences earthquake and rarely occurred earthquake, and frequently occurred earthquake refers generally to small shake, and 50
The earthquake intensity value that the outcross probability that year may meet with is 63%；Earthquake of setting up defences refers generally to middle shake, and outcross probability is about in 50 years
10% earthquake intensity；Rarely occurred earthquake refers generally to shake greatly, the earthquake intensity of 50 Annual exceeding probabilities 2%~3%.Middle shake or big shake come
Temporarily, it takes the lead in entering inelastic state by dissipative member or energy-consuming device, plastic deformation is generated, to provide biggish damping
Power, a large amount of seismic energies for consuming input structure.It is consumed energy by the plastic deformation of material.This necessarily leads to dissipative member or consumption
Can device generate biggish residual deformation after the big shake of experience, thus but also total to generate excessive lateral deformation (residual
Remaining deformation).All previous earthquake shows that the excessive lateral deformation (residual deformation) that structure generates when violent earthquake is that structure destruction is collapsed
Immediate cause, for that will collapse or may undergo the structure of latter earthquake, residual deformation can generate it and seriously affect, remove
Except this, when residual deformation angle is greater than 0.5%, the maintenance cost of building will be greater than reconstructed cost.
Application of the cushion technique in super high rise structure at this stage is often limited only to the damping device of single type, such as only
Using viscous damper or only with metal damper, energy consumption level of the structure under different level earthquakes is not commented comprehensively
Valence；Secondly, the damping device of single type often leads to Structural Energy Dissipation low efficiency, more energy consumer need to be set, there cannot be needle
To property integrated structure stress and deformation characteristics give full play to the energy consumption effect of damping device.
Summary of the invention
Based on this, it is necessary to single for shock-damping structure type present in current skyscraper, energy efficiency is low asks
Topic provides a kind of combination Passive Energy Dissipation Structures design method and combines energy-dissipating and shock-absorbing skyscraper.
Above-mentioned purpose is achieved through the following technical solutions:
A kind of combination Passive Energy Dissipation Structures design method, comprising the following steps:
S10 establishes the high building structure model for not setting energy-consumption shock-absorption device；
S20 analyzes the high building structure model, obtains each building in the high building structure model
The stress and deformation condition of layer and structural member；
S30, filter out be suitable for arrange viscous damper floor, and in the floor after screening select story drift or
The biggish floor of bending deformation arranges the viscous damper；
S40 selects refuge story or equipment layer arrangement annulus truss according to each floor deformed condition, forms enhancement layer, and adopt
Collect the force-bearing situation of the annulus truss everywhere；
S50 filters out the structural member for being suitable for arranging metal damper, and at it according to the stress condition of structural member everywhere
Middle malformation or the biggish structural member of component internal force replace with the metal damper；
S60 adjusts the use parameter of the viscous damper and metal damper, so that the viscous damper and metal
Damper plays a role stage by stage under different brackets geological process.
The screening of the step S30 in one of the embodiments, includes:
S32 selects mechanical floor or viscous damper described in layer arrangement of taking refuge.
Described viscous damper one end is connected to rigid semi-girder truss in one of the embodiments, and the other end passes through ox
Leg is connected to frame column, and the viscous damper is vertically arranged.
In one of the embodiments, according to additional damping ratio, structural response, semi-girder truss rigidity and the viscous resistance
The parameter of Buddhist nun's device determines the quantity of the viscous damper.
The metal damper is buckling restrained brace and/or mild-steel energy-consumption coupling beam in one of the embodiments,.
The replacement of the step S50 in one of the embodiments, includes:
S52 replaces reinforced concrete coupling beams using the mild-steel energy-consumption coupling beam；
S54 replaces the web member in the annulus truss using the buckling restrained brace.
The viscous damper energy consumption accounts for the A% totally to consume energy, the gold when meeting with earthquake in one of the embodiments,
Belong to damper energy consumption and account for the B% totally to consume energy, the adjustment in the step S60 includes:
S62 adjusts the parameter of the viscous damper, so that A% > 20% under frequently occurred earthquake, in earthquake and the rare chance of setting up defences
10% < A% < B% under earthquake；
S64 adjusts the parameter of the metal damper, so that the structural member rigidity base of metal damper arrangement front and back
This is equivalent, and makes B=0 under frequently occurred earthquake, the B% > 10 under set up defences earthquake and rarely occurred earthquake.
The analysis in the step S20 includes spectrum method and Dynamic time history analysis in one of the embodiments,.
The present invention also provides a kind of combination energy-dissipating and shock-absorbing skyscrapers, which is characterized in that sets in the skyscraper
There are combined type Passive Energy Dissipation Structures, the combined type Passive Energy Dissipation Structures include viscous damper and metal damper, meet with ground
The viscous damper energy consumption accounts for the A% totally to consume energy when shake, and the metal damper energy consumption accounts for the B% totally to consume energy, extra
A% > 20%, B=0 under earthquake；Set up defences 10% < A% < B% under earthquake and rarely occurred earthquake.
Wherein one embodiment provide combination energy-dissipating and shock-absorbing skyscraper in, the metal damper be buckling about
Bundle branch support and/or mild-steel energy-consumption coupling beam.
The beneficial effects of the present invention are:
The present invention combines the mechanical property feature of all kinds of damping devices, proposes combination energy-dissipating and shock-absorbing design method and application
The combination energy-dissipating and shock-absorbing skyscraper of this method design, combined application velocity profile damper and viscous damper, lead in the structure
The position and mechanics parameters for crossing active accommodation energy-consumption shock-absorption device make all kinds of damping devices in different level earthquakes
It plays a role stage by stage under: under frequently occurred earthquake effect, only velocity profile damper dissipation energy, the unyielding consumption of viscous damper
Can, only rigidity is provided for structure；Under set up defences earthquake and rarely occurred earthquake effect, metal damper steps into surrender, makes up viscous
The shortcomings that stagnant damper energy dissipation capacity reduces realizes the optimization of Structural Energy Dissipation efficiency.
Detailed description of the invention
Fig. 1 is that vibration-proof structure arranges flow chart in one embodiment of the invention；
Fig. 2 is the super high-rise building facade main view in one embodiment of the invention；
Fig. 3 is the super high-rise building facade left view in one embodiment of the invention；
Fig. 4 is the structure lateral deformation distribution in one embodiment of the invention；
Fig. 5 is the story drift that super high-rise building does not set vibration-proof structure in one embodiment of the invention；
Fig. 6 is the story drift that vibration-proof structure is arranged in super high-rise building in one embodiment of the invention；
Fig. 7 is the viscous damping contilever structure schematic diagram in one embodiment of the invention；
Fig. 8 is the buckling restrained brace arragement construction schematic diagram in one embodiment of the invention；
Fig. 9 is the mild-steel energy-consumption coupling beam arrangement schematic diagram in one embodiment of the invention；
Figure 10 is the mild-steel energy-consumption coupling beam structural schematic diagram in one embodiment of the invention；
Figure 11 A and Figure 11 B are each Structural Energy Dissipation accounting before and after the introducing mild-steel energy-consumption coupling beam in one embodiment of the invention
Schematic diagram；
Figure 12 A, Figure 12 B and Figure 12 C are the viscous damper in one embodiment of the invention under different brackets earthquake
Hysteresis loop；
Figure 13 A, Figure 13 B and Figure 13 C are the buckling restrained brace in one embodiment of the invention under different brackets earthquake
Hysteresis loop；
Figure 14 A, Figure 14 B and Figure 14 C are the mild-steel energy-consumption coupling beam in one embodiment of the invention under different brackets earthquake
Hysteresis loop；
Figure 15 A, Figure 15 B and Figure 15 C are each vibration-proof structure in one embodiment of the invention under different brackets earthquake
Consume energy accounting schematic diagram.
Wherein:
100- Core Walls Structure；
200- frame column；
300- semi-girder truss；
400- damper；
600- buckling restrained brace；
700- mild-steel energy-consumption coupling beam；
710- energy consumer；
The pre-buried profile of 720-.
Specific embodiment
In order to make the objectives, technical solutions, and advantages of the present invention clearer, by the following examples, it and combines attached
Figure, the present invention will be described in further detail.It should be appreciated that specific embodiment described herein is only to explain this hair
It is bright, it is not intended to limit the present invention.
It is herein component institute serialization number itself, such as " first ", " second " etc., is only used for distinguishing described object,
Without any sequence or art-recognized meanings.And " connection ", " connection " described in the application, unless otherwise instructed, include directly and
It is indirectly connected with (connection).In the description of the present invention, it is to be understood that, term " on ", "lower", "front", "rear", " left side ",
The orientation of the instructions such as " right side ", "vertical", "horizontal", "top", "bottom", "inner", "outside", " clockwise ", " counterclockwise " or position are closed
System is merely for convenience of description of the present invention and simplification of the description to be based on the orientation or positional relationship shown in the drawings, rather than indicates
Or imply that signified device or element must have a particular orientation, be constructed and operated in a specific orientation, therefore cannot understand
For limitation of the present invention.
In the present invention unless specifically defined or limited otherwise, fisrt feature in the second feature " on " or " down " can be with
It is that the first and second features directly contact or the first and second features pass through intermediary mediate contact.Moreover, fisrt feature exists
Second feature " on ", " top " and " above " but fisrt feature be directly above or diagonally above the second feature, or be merely representative of
First feature horizontal height is higher than second feature.Fisrt feature can be under the second feature " below ", " below " and " below "
One feature is directly under or diagonally below the second feature, or is merely representative of first feature horizontal height less than second feature.
The present invention provides a kind of combination Passive Energy Dissipation Structures design methods, are suitable for skyscraper, are particularly suitable for adopting
With the super high-rise building of core wall structure (Frame-Shear wall), according to China " civil buildings design general rule " GB50352-
2005 regulations: " it is single layer and tier building that the civil buildings height in addition to residential housing, which is not more than 24m person, is greater than 24m person
Skyscraper (not including the single layer public building that building height is greater than 24m).Civil buildings of the building height greater than 100m are super
Skyscraper." specifically, referring to Fig. 1, method includes the following steps:
S10 establishes the high building structure model for not setting energy-consumption shock-absorption device；
S20 analyzes the high building structure model, obtains each building in the high building structure model
The stress and deformation condition of layer and structural member；
S30, filter out be suitable for arrange viscous damper floor, and in the floor after screening select story drift or
The biggish floor of bending deformation arranges the viscous damper；
S40 selects refuge story or equipment layer arrangement annulus truss according to each floor deformed condition, forms enhancement layer, and adopt
Collect the force-bearing situation of the annulus truss everywhere；
S50 filters out the structural member for being suitable for arranging metal damper, and at it according to the stress condition of structural member everywhere
Middle malformation or the biggish structural member of component internal force replace with the metal damper；
S60 adjusts the use parameter of the viscous damper and metal damper, so that the viscous damper and metal
Damper plays a role stage by stage under different brackets geological process.
It should be noted that the sequence of step S30 and step S40, S50 can be exchanged mutually, i.e., in step S10-S60
Viscous damper is arranged according to step S30 and can be exchanged according to the sequence of step S40, S50 arrangement metal damper, and step
The sequence exchange of S30-S50 does not have an impact the combination Passive Energy Dissipation Structures design method.
Preferably, the screening in step S30 further include:
Step S32 selects mechanical floor or viscous damper described in layer arrangement of taking refuge.In view of the arrangement of viscous damper is logical
It can often be impacted to building requirements and using function etc., therefore viscous damper is arranged in mechanical floor or refuge story.
Preferably, the structure of viscous damper 400 is as shown in Figure 7.Traditional semi-girder truss 300 connects 100 He of Core Walls Structure
External surrounding frame trestle 200 around Core Walls Structure 100 coordinates Core Walls Structure by semi-girder truss 300 when structure is by horizontal load
100 with the stress and deformation of external surrounding frame trestle 200, so that the frame column 200 on one side is pressurized, 200 tension of frame column of another side, production
Raw resistance to tipping moment, resists external load.Semi-girder truss 300 has played great function on resisting horizontal loading, but is produced from this position
Rigidity mutation has been given birth to, weak floor is formd, has been unfavorable for the antidetonation of structure.By using viscous damper 400 is vertically arranged, will stretch
It is moderate and with compared with highly energy-consuming ability to form a kind of rigidity for the mode that the connection of arm truss 300 and frame column 200 suitably disconnects
300 high-rise structural system of semi-girder truss so that semi-girder truss 300 is under wind shake and/or geological process, with frame column 200
The opposite changing of the relative positions occurs, so as to cause flowing of the viscous fluid in viscous damper 400 under pressure difference effect, to generate resistance
Buddhist nun's power, the vibrational energy for the extraneous input structure that dissipates.Specifically, 400 one end of viscous damper is connected to rigid semi-girder truss
300, the other end is connected to frame column 200 by bracket.
Preferably, it is determined according to the parameter of additional damping ratio, structural response, semi-girder truss rigidity and viscous damper viscous
The arrangement quantity of stagnant damper.
Preferably, as shown in Fig. 8, Fig. 9 and Figure 10, in step S10-S60, metal damper is buckling restrained brace
600 or mild-steel energy-consumption coupling beam 700, it both can also be and to be applied in combination.Buckling restrained brace 600 is also known as anti-buckling support or BRB
(Buckling restrained brace), compared with common support, the bearing capacity of buckling restrained brace 600 is separated with rigidity,
Bearing capacity is high, and ductility is good with Hysteresis Behavior, can protect main structure, unyielding under set up defences earthquake and rarely occurred earthquake or not tight
It damages again.Mild-steel energy-consumption coupling beam 700 weakens middle section on the basis of lintel beam, is replaced with low yield point steel plate
Middle section forms energy consumer 710, and is connected with the pre-buried profile 720 being embedded in overhanging beam section in advance.Mild-steel energy-consumption coupling beam 700
Biggish initial stiffness is provided under frequently occurred earthquake, guarantees that structure is in elastic stage；It sets up defences benefit under earthquake or rarely occurred earthquake
With the plastic deformation of mild steel come the seismic energy that dissipates.Also, in super-high building structure, to meet building using function and building
Effect is built, the position and quantity of viscous damper and buckling restrained brace 600 suffer from limitation, be commonly encountered cloth in engineering
After setting viscous damper and buckling restrained brace 600, the energy consumption level of structure is not able to satisfy the feelings of expected Aseismatic Design requirement still
Condition.Mild-steel energy-consumption coupling beam 700 is introduced, the energy dissipation capacity of structure can be increased under the premise of not influencing other conditions.
Further, for the arrangement of metal damper in step S50 further include:
S52 replaces reinforced concrete coupling beams using mild-steel energy-consumption coupling beam；
S54 uses the web member in buckling restrained brace replacement annulus truss.
In high-rise or super high-rise building, to guarantee that building structure story drift meets code requirement, it is also necessary to tie
Enhancement layer is set in structure, and the annulus truss of one or more layers story height is generally arranged in the enhancement layer of skyscraper.Due to will affect
Building uses, and enhancement layer is generally positioned at mechanical floor or refuge story, and annulus truss is generally also arranged in mechanical floor or refuge story institute
Floor.Use the abdomen in mild-steel energy-consumption coupling beam replacement reinforced concrete coupling beams, buckling restrained brace replacement annulus truss
Bar can increase the energy dissipation capacity of structure under the premise of not influencing other structures.It should be noted that step S52 and step
S54 can be with reversed order, and sequence is exchanged and do not had an impact to the combination Passive Energy Dissipation Structures design method.
Preferably, viscous damper energy consumption accounts for the A% totally to consume energy when meeting with earthquake, and metal damper energy consumption accounts for overall consumption
Can B%, the adjustment in step S60 includes:
S62 adjusts the parameter of viscous damper, so that A% > 20% under frequently occurred earthquake, in earthquake and the rarely occurred earthquake of setting up defences
Lower 10% < A% < B%；
S64 adjusts the parameter of metal damper, so that the structural member rigidity basic equivalence of metal damper arrangement front and back,
And make B=0 under frequently occurred earthquake, the B% > 10 under set up defences earthquake and rarely occurred earthquake.
The analysis in the step S20 includes spectrum method and Dynamic time history analysis in one of the embodiments,.
By adjusting the parameter of viscous damper and metal damper, enable different types of vibration absorber stage by stage
Energy consumption, given full play under different level earthquakes can, improve building structure entirety energy efficiency, reduce the sum of vibration absorber
Amount reduces structural cost.
Embodiment one:
According to design requirement, the model of high-rise building for not setting energy-consumption shock-absorption device is established.In the present embodiment, using having
Limit meta software establishes certain 300 meters of super high-rise building model, the shape and cross sectional shape of the skyscraper such as Fig. 2, Fig. 3 and Fig. 9 institute
Show, the approximately round outer profile radius R=31.8m of architectural plane size.The structure office a height of 4.5m of region layer, apartment and area, hotel
The high 4.2m of layer, totally 65 layers of superstructure, structural system is steel reinforced concrete frame-Core Walls Structure system.Seismic fortification intensity is 8 degree
(0.20g), classification of design earthquake are third group, and Architectural site partition is Group III.
The rigid high building structure of no damping device is analyzed, is become by the shearing that finite element software calculates each floor
Shape, bending deformation, story drift and stress condition calculate the stress and deformation of each structural member, obtain each floor
Lateral deformation percentage, lateral deformation include bending deformation and shear-deformable, as shown in figure 4, the shear-deformable accounting of lower floor
Larger, higher floor bending deformation accounting is larger.
Filter out be suitable for arrange viscous damper floor: due to viscous damper arrangement would generally to building requirements with
And impacted using function etc., therefore floor (11 layers, 21 layers, 31 where mechanical floor or refuge story are selected in the present embodiment research
Layer, 41 layers, 51 layers).The bending deformation situation and story drift for being suitable for arranging the floor of viscous damper in the present embodiment are such as
Shown in table 1, five mechanical floors or enhancement layer lateral deformation are controlled by bending deformation, and more up, bending deformation accounting is higher,
Therefore 31 layers, 41 layers, 51 layers of this three layer arrangement viscous damper of taking refuge of selection.
1 mechanical floor bending deformation percentage of table and story drift
Meanwhile according to the rigid Structural Analysis of High-Rise Buildings to no damping device as a result, in these floors (31 layers, 41 layers,
51 layers) setting enhancement layer annulus truss, form enhancement layer.When not set enhancement layer each floor story drift as shown in figure 5,
It can be seen that the story drift of part floor has exceeded limit.Each floor story drift such as Fig. 6 after enhancement layer is set
Shown, the story drift of each floor is within limit value.Annulus truss at each rib distribution is extracted in analysis result
Axle power, as shown in table 2:
2 annulus truss web internal force of table
| Floor | Axle power/kN under frequently occurred earthquake |
| 31 | 4237 |
| 41 | 4350 |
| 51 | 5175 |
The web member of annulus truss at each enhancement layer (31 layers, 41 layers, 51 layers) is designed as buckling restrained brace, it is buckling-restrained
The structure of support is as shown in Figure 8.
According to conditions such as building function, electromechanical pipeline arrangements, the concrete of the larger floor of shear action in Core Walls Structure is chosen
Coupling beam extracts the maximum internal force of coupling beam, as shown in table 3:
The biggish Core Walls Structure coupling beam stress of 3 shear action of table
| Position | Shearing/kN under frequently occurred earthquake |
| At wall thickness 400 | 864 |
| At wall thickness 600 | 1573 |
Concrete connecting-beam shown in table 3 is designed as mild-steel energy-consumption coupling beam, Fig. 9 is the signal of mild-steel energy-consumption coupling beam position
Figure, Figure 10 are mild-steel energy-consumption coupling beam structural schematic diagram.According to data analysis it is found that model of high-rise building provided in this embodiment not
When arranging mild-steel energy-consumption coupling beam, the performance objective accounting of concrete connecting-beam everywhere after being influenced by rarely occurred earthquake are as follows: OP-35%, IO-
27%, LS-35%, CP-3%；The performance objective of concrete connecting-beam accounts for everywhere after being influenced after arrangement mild steel coupling beam by rarely occurred earthquake
Than are as follows: OP-53%, IO-23%, LS-24%.Wherein, OP refers to that every actual functional capability is continued for running, i.e., almost without damage
Wound；IO refers to that building is still safe for occupant, i.e., at most only needs small maintenance；LS refers to that structure is still stable,
Certain bearing capacity is also maintained, i.e., dangerous or unstructuredness damage is in controllable range；CP refer to building according to
It is so upright, but some are inadequate.Obviously, the moulding corner of concrete connecting-beam is substantially reduced after arrangement mild-steel energy-consumption coupling beam, is protected
Card coupling beam does not occur seriously to damage under rarely occurred earthquake.
Meanwhile mild-steel energy-consumption coupling beam is not arranged and arranged to model of high-rise building provided in this embodiment, by rarely occurred earthquake
The energy consuming curve of each structure is as seen in figs. 11a and 11b when influence: when not arranging mild-steel energy-consumption coupling beam, modal damping consumes energy (i.e.
The inherent damping of structure itself consumes energy) 74% totally to consume energy is accounted for, metal damper energy consumption accounts for 15% totally to consume energy, viscous resistance
The energy consumption of Buddhist nun's device accounts for 11% totally to consume energy；After arranging mild-steel energy-consumption coupling beam, modal damping energy consumption accounts for 64% totally to consume energy, metal
Damper energy consumption accounts for 24% totally to consume energy, and viscous damper energy consumption accounts for 12% totally to consume energy.Obviously, the introducing of mild steel coupling beam
It improves metal damper energy consumption and accounts for the ratio that structure integrally consumes energy, ensure that a large amount of seismic energies are dissipated by damping device.
According to viscous damper product specification, viscous damper parameter is adjusted, so that viscous damper is under frequently occurred earthquake
Hysteresis loop is full, while also can effectively participate in Structural Energy Dissipation under set up defences earthquake and rarely occurred earthquake.Damperparameters adjustment
Detailed process are as follows: the parameter product is directed into model of high-rise building by a kind of specifications parameter of primary election from existing product, is led to
Time-histories analytical calculation is crossed, calculated result is extracted, obtains energy consuming curve；If energy consuming curve meets pre-provisioning request, this kind is selected to produce
Product；If energy consuming curve is unsatisfactory for requiring, replaces the different product of parameter and repeat previous step, be expected until calculated result meets
Target.Viscous damper parameter is as shown in table 4:
4 viscous damper parameter of table
According to buckling restrained brace product specification, buckling restrained brace rigidity is determined, it is made to contribute not under frequently occurred earthquake
Reach surrender, only structure provides rigidity, and surrender is initially entered under earthquake of setting up defences, and participates in Structural Energy Dissipation, buckling restrained brace
Parameter is as shown in table 5:
5 buckling restrained brace parameter of table
According to mild-steel energy-consumption coupling beam product specification, so that it is contributed under frequently occurred earthquake and be not up to surrender, only structure provides
Rigidity initially enters surrender under earthquake of setting up defences, and participates in Structural Energy Dissipation, and mild-steel energy-consumption coupling beam parameter is as shown in table 6:
6 mild-steel energy-consumption coupling beam parameter of table
As shown in Figure 12 A to Figure 14 C, Figure 12 A, Figure 12 B and Figure 12 C are that viscous damper is stagnant under different brackets earthquake
Curve is returned, Figure 13 A, Figure 13 B and Figure 13 C are hysteresis loop of the buckling restrained brace under different brackets earthquake, Figure 14 A, Figure 14 B
It is hysteresis loop of the mild-steel energy-consumption coupling beam under different brackets earthquake with Figure 14 C.As can be seen that viscous damper is in frequently occurred earthquake
Lower hysteresis loop is full, and energy dissipation capacity is preferable, can also participate in consuming energy under set up defences earthquake and rarely occurred earthquake；Buckling restrained brace
It is not involved in Structural Energy Dissipation under frequently occurred earthquake with mild-steel energy-consumption coupling beam, progresses into energy consumption under set up defences earthquake and rarely occurred earthquake.
In the present embodiment, as shown in Figure 15 A, Figure 15 B and Figure 15 C, a variety of vibration absorbers are arranged by above step
It is formed by combination passive energy dissipation structure, calculating acquires under frequently occurred earthquake, and modal damping energy consumption accounts for 69% totally to consume energy, glues
Stagnant damper energy consumption accounts for 31% totally to consume energy；Under earthquake of setting up defences, modal damping energy consumption accounts for 65% totally to consume energy, is displaced shape
Damper (metal damper) energy consumption accounts for 17% totally to consume energy, and viscous damper energy consumption accounts for 18% totally to consume energy；Seldom it is meeting
Under earthquake, modal damping energy consumption accounts for 64% totally to consume energy, and displacement shape damper (metal damper) energy consumption, which accounts for, totally consumes energy
24%, viscous damper energy consumption accounts for 12% totally to consume energy；Combination energy consumption subtracts under frequently occurred earthquake, earthquake of setting up defences, rarely occurred earthquake
The additional damping ratio for shaking structure is respectively 1.8%, 2.2% and 2.4%, it is clear that various types of vibration absorbers are in different levels
Its has been played under earthquake, and respectively energy consumption acts on.
Each technical characteristic of above embodiments can be combined arbitrarily, for simplicity of description, not to above-described embodiment
In each technical characteristic it is all possible combination be all described, as long as however, the combination of these technical characteristics be not present lance
Shield all should be considered as described in this specification.
The embodiments described above only express several embodiments of the present invention, and the description thereof is more specific and detailed, but simultaneously
Limitations on the scope of the patent of the present invention therefore cannot be interpreted as.It should be pointed out that for those of ordinary skill in the art
For, without departing from the inventive concept of the premise, various modifications and improvements can be made, these belong to guarantor of the invention
Protect range.Therefore, the scope of protection of the patent of the invention shall be subject to the appended claims.
Claims (10)
1. a kind of combination Passive Energy Dissipation Structures design method, which comprises the following steps:
S10 establishes the high building structure model for not setting energy-consumption shock-absorption device；
S20 analyzes the high building structure model, obtain in the high building structure model each floor and
The stress and deformation condition of structural member；
S30 filters out the floor for being suitable for arranging viscous damper, and story drift or bending are selected in the floor after screening
It deforms biggish floor and arranges the viscous damper；
S40 selects refuge story or equipment layer arrangement annulus truss according to each floor deformed condition, forms enhancement layer, and acquire institute
State the force-bearing situation of annulus truss everywhere；
S50 filters out the structural member for being suitable for arranging metal damper, and tie wherein according to the stress condition of structural member everywhere
Structure deformation or the biggish structural member of component internal force replace with the metal damper；
S60 adjusts the use parameter of the viscous damper and metal damper, so that the viscous damper and metal damping
Device plays a role stage by stage under different brackets geological process.
2. combination Passive Energy Dissipation Structures design method according to claim 1, which is characterized in that the sieve of the step S30
Choosing includes:
S32 selects mechanical floor or viscous damper described in layer arrangement of taking refuge.
3. combination Passive Energy Dissipation Structures design method according to claim 2, which is characterized in that the viscous damper one
End is connected to rigid semi-girder truss, and the other end is connected to frame column by bracket, and the viscous damper is vertically arranged.
4. combination Passive Energy Dissipation Structures design method according to claim 1-3, which is characterized in that according to additional
Damping ratio, structural response, semi-girder truss rigidity and the viscous damper parameter determine the quantity of the viscous damper.
5. combination Passive Energy Dissipation Structures design method according to claim 1, which is characterized in that the metal damper is
Buckling restrained brace and/or mild-steel energy-consumption coupling beam.
6. combination Passive Energy Dissipation Structures design method according to claim 5, which is characterized in that the step S50's replaces
It changes and includes:
S52 replaces reinforced concrete coupling beams using the mild-steel energy-consumption coupling beam；
S54 replaces the web member in the annulus truss using the buckling restrained brace.
7. combination Passive Energy Dissipation Structures design method according to claim 1, which is characterized in that meet with described viscous when earthquake
Stagnant damper energy consumption accounts for the A% totally to consume energy, and the metal damper, which consumes energy, accounts for the B% totally to consume energy, in the step S60
Adjustment includes:
S62 adjusts the parameter of the viscous damper, so that A% > 20% under frequently occurred earthquake, in earthquake and the rarely occurred earthquake of setting up defences
Lower 10% < A% < B%；
S64 adjusts the parameter of the metal damper, so that the structural member rigidity of metal damper arrangement front and back is substantially etc.
Effect, and make B=0 under frequently occurred earthquake, the B% > 10 under set up defences earthquake and rarely occurred earthquake.
8. combination Passive Energy Dissipation Structures design method according to claim 7, which is characterized in that in the step S20
Analysis include spectrum method and Dynamic time history analysis.
9. a kind of combination energy-dissipating and shock-absorbing skyscraper, which is characterized in that be equipped with combined type energy-dissipating and shock-absorbing in the skyscraper
Structure, the combined type Passive Energy Dissipation Structures include viscous damper and metal damper, meet with viscous damping when earthquake
Device energy consumption accounts for the A% totally to consume energy, and the metal damper energy consumption accounts for the B% totally to consume energy, A% > 20%, B under extra earthquake
=0；Set up defences 10% < A% < B% under earthquake and rarely occurred earthquake.
10. combination energy-dissipating and shock-absorbing skyscraper according to claim 9, which is characterized in that the metal damper is in the wrong
Song constraint support and/or mild-steel energy-consumption coupling beam.
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