CN108005248B - The design evaluation method of reinforcing bar pitch shock insulation Dun Dunbi under earthquake - Google Patents
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- 238000009413 insulation Methods 0.000 title claims abstract description 127
- 230000035939 shock Effects 0.000 title claims abstract description 124
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 86
- 238000013461 design Methods 0.000 title claims abstract description 35
- 238000011156 evaluation Methods 0.000 title claims abstract description 11
- 230000002787 reinforcement Effects 0.000 claims abstract description 49
- 230000009471 action Effects 0.000 claims abstract description 21
- 238000006073 displacement reaction Methods 0.000 claims abstract description 20
- 230000006835 compression Effects 0.000 claims abstract description 9
- 238000007906 compression Methods 0.000 claims abstract description 9
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- 230000008569 process Effects 0.000 claims description 6
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- 239000002699 waste material Substances 0.000 abstract description 5
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- 229910000831 Steel Inorganic materials 0.000 description 6
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- 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
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- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
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- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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Abstract
The invention discloses the design evaluation methods of reinforcing bar pitch shock insulation Dun Dunbi under earthquake a kind of, the displacement for calculating the shock insulation reinforcing bar under the earthquake of setting seismic behavior first then considers shock insulation pier pier wall stress when shock insulation reinforcement displacement is unsatisfactory for the checking computations of formula seismic action combination and horizontal displacement requirement and judges whether shock insulation reinforcing bar is surrendered；When reinforcement yielding, if concrete relative height of compression zone x meets x < 0.4b and M 'D≥MD, then it represents that pitch shock insulation pier can resist the seismic behavior of setting；If it is determined that reinforcing bar is not surrendered, then when concrete relative height of compression zone x meets x < 0.4b, M 'D≥MDAnd when meeting shear stiffness, pitch shock insulation pier can resist the seismic behavior of setting.Shock insulation Dun Dunbi and the case where shock insulation reinforcing bar common stress when the present invention has fully considered shock insulation reinforcement yielding or excessive horizontal displacement, not only avoid conservative way bring waste of material, the building for also avoiding reaching originally shockproof requirements simultaneously reaches original assessment requirement due to failing, and rebuilds the waste of bring resource by go to dismantle.
Description
Technical field
The present invention relates to Architectural Structure Design technical fields, more particularly, to reinforcing bar pitch shock insulation Dun Dunbi under a kind of earthquake
Design evaluation method.
Background technique
Before construction of buildings, usually will shock insulation pier to building carry out Aseismic Design, and existing Aseismic Design is such as
Under:
When not considering shock insulation pier pier wall stress, according to design side in " tier building reinforcing bar pitch base isolation design regulation "
Method and design requirement, we can determine whether following parameters, as illustrated in fig. 1 and 2.
Wherein: d indicates shock insulation bar diameter；
H indicates shock insulation reinforcing bar effective height；
L expression sets shock insulation pier reinforcing steel bar center away from pier wall inward flange distance；
B indicates pier wall wide degree；
S indicates pier wall length.
Reinforcing bar pitch shock insulation pier design method is given by " tier building reinforcing bar pitch base isolation design regulation " it is found that
When number of steel bars meets isolation structure vertical reinforcement requirement for bearing capacity and vertical reinforcement stability requirement, isolation structure horizontal rigidity
Calculation formula are as follows:
In formula: KhIndicate isolation structure horizontal rigidity；
EsIndicate shock insulation vertical reinforcement elasticity modulus；
diIndicate the diameter of i-th kind of shock insulation vertical reinforcement；
J indicates the species number of shock insulation vertical reinforcement in isolation structure；
niExpression diameter is diShock insulation vertical reinforcement radical.
The period of horizontal seismic isolation structure are as follows:
In formula: T1Indicate the basic cycle in the house of setting isolation structure；
GEIndicate superstructure representative value of gravity load；
KhIndicate isolation structure horizontal rigidity；
G indicates acceleration of gravity.
The horizontal earthquake action standard value S of building structure can be acquired according to response spectrum methodEhK, in this action of horizontal seismic
Down without the concern for pier wall stress if meeting formula (3) and formula (4).
Reinforcing bar horizontal displacement meets under seismic force:
In formula: f indicates shock insulation vertical reinforcement compressive strength standard value；
N indicates the vertical radical of shock insulation in computing unit；
NEIndicate to consider in computing unit superstructure vertical load standard value when geological process；
SEhKIndicate the effect of horizontal earthquake action standard value；
γEhIndicate horizontal earthquake action partial safety factor；
γREIt indicates bearing capacity antidetonation regulation coefficient, 0.75 is taken to isolation structure vertical reinforcement；
EsIndicate reinforcing bar elasticity modulus.
But the above method also rests on elastic stage for the research of reinforcing bar pitch Seismic Isolation of Isolation Layer at present, not yet consideration shock insulation steel
Shock insulation Dun Dunbi and the case where shock insulation reinforcing bar common stress when muscle surrender or excessive horizontal displacement, therefore build building is practical
When, the safety coefficient of Seismic Isolation of Isolation Layer is seriously underestimated, and causes to carry out to select this way of more reinforcing bar to protect very much when structure design
It keeps, it is uneconomical, it is unreasonable.In addition, the seismic behavior of the corresponding certain building requirements in some areas can improve, pass through original method
Assessment, such building may actually be up to shockproof requirements, but cannot then be reached according to the assessment of original method, can only dismantle
It rebuilds, this wastes social resources significantly.
Summary of the invention
In view of this, in view of the deficiencies of the prior art, it is an object of the present invention to provide reinforcing bar pitch shock insulations under a kind of earthquake
The design evaluation method of Dun Dunbi has the advantages that calculating is simple, is convenient for application, can more accurately determine reinforcing bar pitch shock insulation
The seismic behavior of pier so as to reduce amount of reinforcement while guaranteeing Antiseismic building grade, and can be built to be old
Transformation is built to provide with reference to and be that the further research of reinforcing bar pitch Seismic Isolation of Isolation Layer design and Nonlinear Earthquake-Resistance Analysis lay the foundation.
In order to achieve the above objectives, the invention adopts the following technical scheme:
A kind of design evaluation method of reinforcing bar pitch shock insulation Dun Dunbi under earthquake, comprising the following steps:
Step 1: the displacement of the shock insulation reinforcing bar under the earthquake of setting seismic behavior is calculated, if under shock insulation reinforcement displacement meets
Formula (3) and (4), then pitch shock insulation pier can resist the seismic behavior of setting,
The horizontal displacement of shock insulation reinforcing bar meets under Enactive earthquake power:
Wherein: f-shock insulation vertical reinforcement compressive strength standard value；
The vertical radical of shock insulation in n-computing unit；
NESuperstructure vertical load standard value when geological process is considered in-computing unit；
SEhKThe effect of-horizontal earthquake action standard value；
γEh- horizontal earthquake action partial safety factor；
γRE- bearing capacity antidetonation regulation coefficient takes 0.75 to isolation structure vertical reinforcement；
Es- reinforcing bar elasticity modulus, s indicate reinforcing bar；
Step 2: then considering shock insulation pier pier wall stress when shock insulation reinforcement displacement is unsatisfactory for formula (3) and (4), judging shock insulation
Whether reinforcing bar is surrendered；
Step 3: when determining reinforcement yielding, if concrete relative height of compression zone x meets x < 0.4b and M 'D≥MDWhen, b
Indicate shock insulation pier pier wall wide degree, M 'DIndicate that single Dun Bi bears moment under action of horizontal seismic, MDIndicate single shock insulation pier
The anti-bending bearing capacity of Dun Bi, then it represents that pitch shock insulation pier can resist the seismic behavior of setting；
Step 4: if it is determined that reinforcing bar is not surrendered, then when concrete relative height of compression zone x meets x < 0.4b, M 'D≥MDAnd
When meeting shear stiffness, pitch shock insulation pier can resist the seismic behavior of setting.
Preferably, in step 2, judge the method whether reinforcing bar is surrendered are as follows: when reinforcement stresses σ > f indicates that reinforcing bar touches
Reinforcement yielding when pier wall, on the contrary it does not surrender.
Preferably, when reinforcing bar pitch shock insulation pier is arranged, using meeting x < 0.4b and M 'D≥MDMinimum dosage reinforcing bar
Number.
The beneficial effects of the present invention are:
The present invention not yet considers shock insulation steel for elastic stage is also rested on for the research of reinforcing bar pitch Seismic Isolation of Isolation Layer at present
Shock insulation Dun Dunbi and the case where shock insulation reinforcing bar common stress when muscle surrender or excessive horizontal displacement, therefore build building is practical
When, the safety coefficient of Seismic Isolation of Isolation Layer is seriously underestimated, and causes to carry out to select this way of more reinforcing bar to protect very much when structure design
It keeps, uneconomical, unreasonable problem, the design evaluation method of reinforcing bar pitch shock insulation Dun Dunbi under earthquake a kind of is provided, is counted first
The displacement for calculating the shock insulation reinforcing bar under the earthquake of setting seismic behavior, if shock insulation reinforcement displacement meets following formula (3) and (4), pitch
Shock insulation pier can resist the seismic behavior of setting；When shock insulation reinforcement displacement is unsatisfactory for formula (3) and (4), then shock insulation Dun Dun is considered
Wall stress, judges whether shock insulation reinforcing bar is surrendered；When determining reinforcement yielding, if concrete relative height of compression zone x meet x <
0.4b and M 'D≥MDWhen, b indicates shock insulation pier pier wall wide degree, M 'DIndicate that single Dun Bi bears moment under action of horizontal seismic,
MDIndicate the anti-bending bearing capacity of single shock insulation Dun Dunbi, then it represents that pitch shock insulation pier can resist the seismic behavior of setting；If it is determined that
Reinforcing bar is not surrendered, then when concrete relative height of compression zone x meets x < 0.4b, M 'D≥MDAnd when meeting shear stiffness, pitch every
Shake pier can resist the seismic behavior of setting.Design evaluation method of the invention has fully considered shock insulation reinforcement yielding or horizontal position
Shock insulation Dun Dunbi and the case where shock insulation reinforcing bar common stress when moving past big, reinforcing bar is selected conservative when not only avoiding structure design
Way bring waste of material, while also avoiding the building for reaching shockproof requirements caused by assessing by original method originally
Due to failing to reach assessment requirement, and the waste of bring resource is rebuild by go to dismantle.
Detailed description of the invention
Fig. 1 is the longitudinal sectional drawing of reinforcing bar pitch shock insulation pier in the present invention；
Fig. 2 is the top view of reinforcing bar pitch shock insulation pier in the present invention.
Specific embodiment
In order to make the object, technical scheme and advantages of the embodiment of the invention clearer, below in conjunction with the embodiment of the present invention
Attached drawing, the technical solution of the embodiment of the present invention is clearly and completely described.Obviously, described embodiment is this hair
Bright a part of the embodiment, instead of all the embodiments.Based on described the embodiment of the present invention, ordinary skill
Personnel's every other embodiment obtained, shall fall within the protection scope of the present invention.
Embodiment, as depicted in figs. 1 and 2, when not considering shock insulation pier pier wall stress, according to " tier building reinforcing bar asphaltic base
Plinth shock design regulation " on design method and design requirement, we can determine whether following parameter, wherein 1 indicates reinforcing bar, 2 are indicated
Dun Bi.
Wherein: d indicates shock insulation bar diameter；
H indicates shock insulation reinforcing bar effective height；
L expression sets shock insulation pier reinforcing steel bar center away from pier wall inward flange distance；
B indicates pier wall wide degree；
S indicates pier wall length.
1, reinforcement displacement calculates
Reinforcing bar pitch shock insulation pier design method is given by " tier building reinforcing bar pitch base isolation design regulation " it is found that
When number of steel bars meets isolation structure vertical reinforcement requirement for bearing capacity and vertical reinforcement stability requirement, isolation structure horizontal rigidity
Calculation formula is
Wherein: KhIndicate isolation structure horizontal rigidity；
EsIndicate shock insulation vertical reinforcement elasticity modulus；
diIndicate the diameter of i-th kind of shock insulation vertical reinforcement；
J indicates the species number of shock insulation vertical reinforcement in isolation structure；
niExpression diameter is diShock insulation vertical reinforcement radical.
The period of horizontal seismic isolation structure are as follows:
In formula: T1Indicate the basic cycle in the house of setting isolation structure；
GEIndicate superstructure representative value of gravity load；
KhIndicate isolation structure horizontal rigidity；
G indicates acceleration of gravity.
The horizontal earthquake action standard value S of building structure can be acquired according to response spectrum methodEhK, in this action of horizontal seismic
Down without the concern for pier wall stress if meeting following formula.
Horizontal displacement meets under seismic force:
In formula: f indicates shock insulation vertical reinforcement compressive strength standard value；
N indicates the vertical radical of shock insulation in computing unit；
NEIndicate to consider in computing unit superstructure vertical load standard value when geological process；
SEhKIndicate the effect of horizontal earthquake action standard value；
γEhIndicate horizontal earthquake action partial safety factor；
γREIt indicates bearing capacity antidetonation regulation coefficient, 0.75 is taken to isolation structure vertical reinforcement；
EsIndicate reinforcing bar elasticity modulus.
2, shock insulation reinforcement yielding judges
Shock insulation reinforcing bar is displaced under action of horizontal seismic when reinforcing bar touches the edge shock insulation pier Dun Bi i.e. reinforcing bar top horizontal
When reaching L-d/2 (vertical direction is not in touch situation), it should judge whether shock insulation reinforcing bar is surrendered.
It is calculated by taking single shock insulation pier as an example, horizontal force F and corresponding reinforcing bar moment M when reinforcing bar touches pier wall are as follows:
F=k (L-d/2) (5)
Then reinforcement stresses are as follows:
In formula: d indicates shock insulation vertical reinforcement diameter；
K indicates shock insulation pier single steel bar horizontal rigidity；
K indicates single shock insulation pier horizontal rigidity；
N indicates single shock insulation pier vertical reinforcement radical；
EsIndicate reinforcing bar elasticity modulus；
σ indicates reinforcing bar edge maximum stress；
P indicates that single shock insulation pier bears vertical force standard value.
The reinforcement yielding when reinforcement stresses σ > f indicates that reinforcing bar touches pier wall, on the contrary it does not surrender.
3, shock insulation pier pier wall Effective judgement
A) reinforcement yielding
In previous design, for the free vibration for guaranteeing the normal isolating affection of shock insulation pier and reinforcing bar, in design
It is checked, guarantees that reinforcing bar will not touch Dun Bi before surrender.Therefore it is generally acknowledged that reinforcing bar is when shock insulation reinforcing bar contacts pier wall
Surrender.Reinforcing bar receiving horizontal seismic force is calculated as follows at this time:
Shock insulation pier rigidity changes after reinforcing bar contacts Dun Bi, but this stiffness change does not participate in entire earthquake persistently
Process, only several minor time slices big in earthquake ground motion acceleration.By step integration knowledge it is found that stiffness change is to integral the short time
Process influences very little, and approximation natural vibration period of entire isolation structure is constant.I.e. reinforcing bar contact shock insulation Dun Dunbi after structure stress not
It can be mutated.Thus Dun Bi bears horizontal seismic force are as follows:
FD=SEhK-F (10)
In formula: FDIndicate the horizontal seismic force that shock insulation Dun Dunbi is born；
There is amphicheirality since shock insulation pier is set along wall paper, thus only some shock insulation Dun Dunbi can be participated in earthquake
Stress.Consider the safety of the contingency and structure of seismic direction.It should be by least favorable situation, that is, stress pier wall number most when design
It is few to consider.If stress pier wall number is m when least favorable, then have:
mFD′>FD (11)
In formula: FD' indicate single shock insulation pier pier wall shear-carrying capacity；
Work as FD' when being unsatisfactory for formula (11), pier wall can not undertake extra horizontal seismic force but shock insulation knot under rarely occurred earthquake
Structure failure；Otherwise Dun Bi can bear extra horizontal seismic force, and it is as follows to carry out anti-bending bearing capacity checking computations:
Single Dun Bi bears moment under action of horizontal seismic are as follows:
In formula: MDIndicate that single Dun Bi bears moment under action of horizontal seismic；
Single pier wall anti-bending bearing capacity calculates judgement:
fyAs=fcSx (13)
In formula: M 'DIndicate the anti-bending bearing capacity of single shock insulation Dun Dunbi；
S indicates shock insulation pier pier wall wide degree；
B indicates shock insulation pier pier wall wide degree, is detailed in Fig. 1；
AsIndicate the unilateral shock insulation pier wall area of reinforcement；
fcIndicate concrete crushing strength design value；
fyIndicate Steel Bar Tensile Strength design value；
X indicates concrete relative height of compression zone；
When x meets x < 0.4b and M 'D≥MDWhen, bending resistance is met the requirements.
When meeting bending resistance and shearing resistance requirement simultaneously, shock insulation pier can resist rarely occurred earthquake.
B) reinforcing bar is not surrendered
There are reinforcing bar and the common stress of shock insulation Dun Dunbi after reinforcing bar is not surrendered when touching pier wall, then touched.In view of water
Flat earthquake sheet is distributed by rigidity, then is had:
In formula: KDIndicate the horizontal rigidity that single shock insulation Dun Dunbi should reach；
As can be seen from FIG. 1, after reinforcing bar touches shock insulation Dun Dunbi, shock insulation pier wall rigidity can be calculated by cantilever beam, Dun Bi height
It is approximately equal with reinforcing bar free height, take h to calculate.Its calculation formula is:
In formula: K 'DIndicate the calculating horizontal rigidity of single shock insulation Dun Dunbi；
After considering arrangement of reinforcement, pier wall Rigidity Calculation can refer to " Code for design of concrete structures " (GB50010-2010) 7.2.3-
1 calculates.I.e. simplified following formula；
In formula: EsIndicate reinforcing bar elasticity modulus；
AsIndicate the unilateral shock insulation pier wall area of reinforcement；
B indicates shock insulation pier pier wall wide degree, is detailed in Fig. 1；
ψ indicates that reinforcing bar strains nonuniformity coefficient, with reference to " Code for design of concrete structures " (GB50010-2010) 7.1.2-
2；
αEIndicate reinforcing bar elasticity modulus and modulus of elasticity of concrete ratio；
ρ indicates pier wall rebar ratio；
As K 'D<KDOr when being unsatisfactory for formula (11), under rarely occurred earthquake pier wall can not undertake extra horizontal seismic force but every
Shake structural failure；It is as follows that otherwise Dun Bi can bear extra horizontal seismic force progress anti-bending bearing capacity checking computations:
Single Dun Bi bears moment under action of horizontal seismic are as follows:
In formula: MDIndicate that single Dun Bi bears moment under action of horizontal seismic；
Single pier wall anti-bending bearing capacity calculates judgement:
fyAs=fcSx(20)
When x meets x < 0.4b and M 'D≥MDWhen, bending resistance is met the requirements.
When meeting bending resistance, shearing resistance and horizontal rigidity requirement simultaneously, shock insulation pier can resist rarely occurred earthquake.
Finally, it is stated that the above examples are only used to illustrate the technical scheme of the present invention and are not limiting, this field is common
Other modifications or equivalent replacement that technical staff makes technical solution of the present invention, without departing from technical solution of the present invention
Spirit and scope, be intended to be within the scope of the claims of the invention.
Claims (3)
1. the design evaluation method of reinforcing bar pitch shock insulation Dun Dunbi under earthquake, which comprises the following steps:
Step 1: the displacement of the shock insulation reinforcing bar under the earthquake of setting seismic behavior is calculated, if shock insulation reinforcement displacement meets following formula (3)
(4), then pitch shock insulation pier can resist the seismic behavior of setting,
The horizontal displacement of shock insulation reinforcing bar meets under Enactive earthquake power:
Wherein: f-shock insulation vertical reinforcement compressive strength standard value；
The vertical radical of shock insulation in n-computing unit；
NESuperstructure vertical load standard value when geological process is considered in-computing unit；
SEhKThe effect of-horizontal earthquake action standard value；
γEh- horizontal earthquake action partial safety factor；
γRE- bearing capacity antidetonation regulation coefficient takes 0.75 to isolation structure vertical reinforcement；
Es- reinforcing bar elasticity modulus, s indicate reinforcing bar；
D indicates shock insulation bar diameter；
H indicates shock insulation reinforcing bar effective height；
L expression sets shock insulation pier reinforcing steel bar center away from pier wall inward flange distance；
KhIndicate isolation structure horizontal rigidity；
Step 2: then considering shock insulation pier pier wall stress when shock insulation reinforcement displacement is unsatisfactory for formula (3) and (4), judging shock insulation reinforcing bar
Whether surrender；
Step 3: when determining reinforcement yielding, if concrete relative height of compression zone x meets x < 0.4b and M 'D≥MDWhen, b table
Show shock insulation pier pier wall wide degree, M 'DIndicate that single Dun Bi bears moment under action of horizontal seismic, MDIndicate single shock insulation Dun Dun
The anti-bending bearing capacity of wall, then it represents that pitch shock insulation pier can resist the seismic behavior of setting；
Step 4: if it is determined that reinforcing bar is not surrendered, then when concrete relative height of compression zone x meets x < 0.4b, M 'D≥MDAnd meet
When shear stiffness, pitch shock insulation pier can resist the seismic behavior of setting.
2. the design evaluation method of reinforcing bar pitch shock insulation Dun Dunbi under earthquake according to claim 1, it is characterised in that:
In step 2, the method whether reinforcing bar is surrendered is judged are as follows: the reinforcement yielding when reinforcement stresses σ > f indicates that reinforcing bar touches pier wall, instead
Do not surrender.
3. the design evaluation method of reinforcing bar pitch shock insulation Dun Dunbi under earthquake according to claim 1, it is characterised in that:
When reinforcing bar pitch shock insulation pier is arranged, using meeting x < 0.4b and M 'D≥MDMinimum dosage reinforcing bar number.
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| CN204059649U (en) * | 2014-08-28 | 2014-12-31 | 尚守平 | A kind of three-dimensional shock insulation pillar |
| KR101477464B1 (en) * | 2014-09-16 | 2015-01-06 | 충남대학교산학협력단 | Forecasting method of seismic performance of infill wall having slits composed of rc structure |
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