CN111104703A - Tension control method in shear wall seismic design - Google Patents
Tension control method in shear wall seismic design Download PDFInfo
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- CN111104703A CN111104703A CN201911255291.8A CN201911255291A CN111104703A CN 111104703 A CN111104703 A CN 111104703A CN 201911255291 A CN201911255291 A CN 201911255291A CN 111104703 A CN111104703 A CN 111104703A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
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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
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Abstract
The invention discloses a tension control method in the seismic design of a shear wall, which divides the calculation of the effective tension of the wall under the conditions of medium and large earthquakes into two stages: the first stage is the stage before the nominal tensile stress reaches the standard value ftk of the tensile strength of the concrete, and the tensile force in the wall body in the stage is completely born by steel after the concrete cracks; the second stage is a stage after the nominal tensile stress exceeds a concrete tensile strength standard value ftk, and the newly increased tensile force in the stage is completely borne by steel after being reduced by considering rigidity degradation and internal force redistribution; and the newly increased tension in the second stage is calculated according to the deformation demand principle. According to the scheme, the internal force redistribution of the shear wall concrete after tensile cracking is considered, a steel plate stress control principle related to deformation requirements is established, reasonable tension control of the shear wall under frequent earthquakes, fortification earthquakes and rare earthquakes is realized, and the consumption of steel is remarkably reduced on the premise of ensuring safety.
Description
Technical Field
The invention relates to a building structure earthquake-resistant technology, in particular to a scheme for determining shear wall tension in shear wall tension design in building structure earthquake-resistant design.
Background
The technical essential point of the special examination for seismic fortification of the ultra-high-rise building engineering is stipulated in No. 67 architecture materials [2015 ]: when the average nominal tensile stress generated by axial force on the whole section of the wall limb under the two-way horizontal earthquake during the earthquake exceeds the standard value of the tensile strength of the concrete, the section steel is preferably set to bear the tensile force, the average nominal tensile stress is not more than twice the standard value of the tensile strength of the concrete (the effect of the section steel and the steel plate can be considered according to the conversion of the elastic modulus), and when the steel content of the whole section steel and the steel plate exceeds 2.5 percent, the whole section steel and the steel plate can be properly relaxed according to the proportion. The initial purpose of the regulation is to control the stress level of the steel bars and the section steel in the wall body under the tension of the medium earthquake not to be too high, for example, within 200MPa, so that the adoption of the nominal tensile stress is a simple operation method.
According to the requirement, in the super high-rise structure of some high-intensity areas, a large amount of section steel is added due to higher nominal tensile stress of wall limbs, so that the structure cost is obviously increased.
The problem of controlling the tensile stress of the reinforced concrete shear wall under the action of the earthquake is always a focus problem discussed in the field, and a lot of discussions are provided on how to reasonably calculate the tensile stress without needing to be controlled at all, but the generally accepted view and method are not formed.
The greatest unreasonable aspect of the strip is that it uses an elasticity (or equivalent elasticity) calculation analysis method, the internal force is obtained without considering the concrete tension cracking, the internal force is a false internal force, on the basis of which it is further assumed that the concrete cannot bear the tensile force and needs to be fully resisted by the section steel, thereby calculating the tensile stress of the steel. And the whole process does not consider the redistribution of the internal force after the structural rigidity is degraded. In this case, the demand for the resulting steel section tends to be greatly increased. In fact, concrete can crack under a very low stress level, the nominal tension of the whole section cannot be very large due to the internal force redistribution, the tension required to be borne by the steel cannot be too high, and therefore the steel content required for ensuring that the steel is in the elastic stage is not too high generally.
Disclosure of Invention
Aiming at the problems of the existing control scheme of the pull stress of the reinforced concrete shear wall under the action of earthquake, the invention aims to provide a tension control method in the earthquake-resistant design of the shear wall, which can accurately calculate the effective pull stress of a wall limb of the shear wall in a reinforced concrete structure in the earthquake, and can calculate the steel stress level according to the tension, thereby realizing the reasonable reinforcement/steel distribution design of the shear wall and finally ensuring the design to be more scientific, reasonable, safe and economic.
In order to achieve the purpose, the tension control method in the seismic design of the shear wall provided by the invention divides the calculation of the effective tension of the wall under medium and large earthquakes into two stages:
the first stage is the stage before the nominal tensile stress reaches the standard value ftk of the tensile strength of the concrete, and the tensile force in the wall body in the stage is completely born by steel after the concrete cracks;
the second stage is a stage after the nominal tensile stress exceeds a concrete tensile strength standard value ftk, and the newly increased tensile force in the stage is completely borne by steel after being reduced by considering rigidity degradation and internal force redistribution; and the newly increased tension in the second stage is calculated according to the deformation demand principle, and the tensions in the two stages are mutually superposed to be used as the effective tension of the whole wall body.
Further, the deformation requirement principle comprises two empirical values, the first value is the deformation ratio of structural elastic-plastic analysis and equivalent elastic analysis, the safety is 2.0, and the second value is the deformation ratio of major shock to middle shock, and is also 2.0.
Further, the tensile reduction coefficient due to the deterioration of rigidity and the redistribution of internal force was taken to be 0.2.
Further, the tension control method further comprises a step of calculating the tensile steel content requirement of the shear wall.
Further, when the requirement of the tensile steel content of the shear wall is calculated, the determined effective tensile force is borne by the steel in the shear wall, and the average tensile stress of the steel is controlled to be smaller than the design strength of the steel, so that the requirement of the steel content is determined.
The scheme provided by the invention considers the inner force redistribution of the shear wall concrete after tension cracking, establishes a steel plate stress control principle related to deformation requirements, realizes reasonable tension control of the shear wall under frequent earthquakes, fortifying earthquakes and rare earthquakes, and obviously reduces the consumption of steel on the premise of ensuring safety.
Compared with the prior art, the scheme has the following advantages:
(1) the wall body tension obtained by the method for calculating the effective tension of the shear wall based on deformation requirements and considering internal force redistribution is closer to the real internal force of the wall body, so that the serious exaggeration of the wall body tension in the traditional method is avoided.
(2) The effective wall tension obtained by the method is used for reinforcing the steel bars/reinforcing the steel, so that the consumption of the steel can be obviously reduced.
(3) The method has clear concept, simple operation and controllable design result.
(4) The method is safer, more reasonable and more economical in practical application.
Drawings
The invention is further described below in conjunction with the appended drawings and the detailed description.
FIG. 1 is a flow chart of the tension control of the seismic design of the shear wall in the embodiment of the invention
FIG. 2 is a diagram illustrating an effect of the embodiment of the present invention;
FIG. 3 illustrates the wall-shaking limb tensile stress in an embodiment of the present invention;
FIG. 4 is a schematic illustration of core barrel wall numbering in an embodiment of the present invention;
FIG. 5 is a schematic diagram illustrating the variation of the wall tension along the height under heavy earthquake according to the embodiment of the present invention;
FIG. 6 is a schematic diagram of the variation curve of equivalent stress of concrete and section steel along stiffness under heavy earthquake in the embodiment of the invention;
FIG. 7 is a schematic diagram illustrating a displacement angle curve between seismic layers according to an embodiment of the present invention;
FIG. 8 is a schematic view of the failure of the core barrel of a major earthquake in the embodiment of the present invention.
Detailed Description
In order to make the technical means, the creation characteristics, the achievement purposes and the effects of the invention easy to understand, the invention is further explained below by combining the specific drawings.
The embodiment provides a scheme capable of accurately calculating the effective tensile force of the wall limb of the shear wall in the reinforced concrete structure in the earthquake aiming at the problems in the prior art, and calculates the stress level of steel according to the tensile force, so that reasonable shear wall reinforcement/steel distribution design is realized, and finally, the design is more scientific, reasonable, safe and economic.
Therefore, the scheme provides a scheme for determining the effective tensile force of the shear wall and a scheme for determining the tensile steel content of the shear wall, wherein the scheme considers the internal force redistribution based on the deformation requirement.
When the effective tension of the shear wall considering the internal force redistribution based on the deformation requirement is determined, in a multi-earthquake, elastic analysis is carried out, the internal force redistribution after rigidity degradation is not considered, and the wall limb tension is directly obtained as the effective tension; and performing equivalent elasticity analysis under the defense earthquake and the rare earthquake, and calculating the effective tension of the wall limb by considering the rigidity degradation and the internal force redistribution of the cracked concrete based on the deformation demand principle.
Furthermore, the tensile force to be resisted by steel arranged in the shear wall under the action of an earthquake is the effective tensile force of the rear wall limb which is redistributed when the cracking rigidity degradation of concrete and the internal force occur.
When the tensile steel content requirement of the shear wall is determined, the internal force obtained based on the effective tension calculation scheme is assumed to be borne by steel in the shear wall, and the average tensile stress of the steel is controlled to be smaller than the design strength of the steel, so that the steel content requirement is determined.
Based on the principle, the shear wall in the reinforced concrete structure in the scheme has the following goal of controlling the wall limb tension in the earthquake: after the wall is cracked, the steel bars/section steel can resist all tensile force, and the stress level is maintained at the elastic stage.
Meanwhile, the tensile force to be resisted by steel arranged in the shear wall under the action of an earthquake is real effective tensile force, namely the effective tensile force of the rear wall limb is redistributed by considering the cracking rigidity degradation of concrete and the internal force, and the effective tensile force is not seriously exaggerated.
Therefore, the method for calculating the effective tension of the shear wall based on the deformation demand and considering the internal force redistribution is provided, so that the reasonable calculation of the effective tension of the wall is realized. The method divides the calculation of the effective tension of the wall body into two stages:
the first stage is the stage before the nominal tensile stress reaches the standard value ftk of the tensile strength of the concrete, and the tensile force in the wall body in the stage is completely born by steel after the concrete cracks;
the second stage is a stage after the nominal tensile stress exceeds a concrete tensile strength standard value ftk, and the newly increased tensile force in the stage is completely borne by steel after being reduced by considering rigidity degradation and internal force redistribution; and the newly increased tension in the second stage is calculated according to the principle of deformation requirements, and the tensions in the two stages are mutually superposed to be used as the effective tension of the whole wall body.
The deformation requirement comprises two empirical values, wherein the first value is the deformation ratio of structural elastic-plastic analysis and equivalent elastic analysis, the deviation is taken as 2.0 in safety, and the second value is the deformation ratio of major shock to middle shock, and is also taken as 2.0. The two empirical values can be adjusted when actual calculation results exist in a specific engineering project. The tensile reduction factor due to stiffness degradation and internal force redistribution was taken to be 0.2.
Therefore, the method for calculating the tensile steel content requirement of the shear wall is also provided, when the tensile stress of the steel is calculated, the effective tensile force of the wall is calculated by adopting the method for calculating the effective tensile force of the shear wall by considering the internal force redistribution based on the deformation requirement, and the steel does not distinguish the steel bar, the section steel and the steel plate, and the three are supposed to bear the tensile force.
Therefore, according to the scheme, after the goal of controlling the wall limb tension of the shear wall in the reinforced concrete structure in the earthquake is determined, the effective tension of the shear wall is determined in a calculation mode of considering the effective tension of the shear wall with internal force redistribution based on the deformation demand, and the tensile stress of steel in the wall is calculated and evaluated according to the effective tension, so that the required steel distribution amount is obtained.
Referring to fig. 1, it shows a specific implementation flowchart of the present solution for controlling tension in seismic design of shear wall.
As can be seen from the figure, the process of controlling the effective tension of the shear wall by considering the internal force redistribution based on the deformation requirement in the scheme specifically includes the following steps:
(1) firstly, calculating the gravity load representative value of the average stress level (or axial compression ratio) f1 of the lower wall limb, and converting the average stress level (or axial compression ratio) into a multiple of tensile strength ftk, namely n 1-f 1/ftk;
(2) calculating the average tensile stress f2 of the wall under the condition of the earthquake single condition by adopting an equivalent elastic method, wherein n2 is f2/ftk, the ratio of the nominal tensile stress of the wall under the earthquake to the tensile strength ftk is n2-n1, and if n is less than 1.0, the wall meets the control requirement; if n is greater than 1.0, the following steps are required to be executed;
(3) first-stage tension calculation: the stage is that the nominal tensile stress of the wall limb just reaches 1ftk, and the earthquake action level is equal to the proportion of the earthquake which is (n1+1)/n 2; in the stage, the tensile force is completely borne by steel after the concrete cracks;
(4) and (3) newly-increased tension calculation in the second stage: the stage is that the nominal tensile stress of the wall limb is in a (1.0-n) ftk stage, the rigidity degradation coefficient is 0.2, and the newly added tensile force is 0.2x [ n2- (n1+1) ] ftk;
(5) the effective tensile stress of the wall obtained by the superposition of the two stages of tensile forces is as follows: (0.2n +0.8) ftk; considering that all effective tension is borne by steel, the tensile stress of the steel is controlled as follows: (0.2n +0.8) ftk/r <300, wherein r is the longitudinal bar ratio (steel content);
(6) the major earthquake level is approximately 2 times of the middle earthquake; the coefficient of increase in distortion that may result from considering non-linearity is 2.0; therefore, the tensile stress of the earthquake-resistant steel is calculated as follows: (0.6n1+0.8n +0.8) ftk/r < 300.
The control mode is to control the level of the tensile stress of the steel bar, and the core difference of the control mode and the original control method is to consider the influence of the redistribution of the tensile cracking rigidity degradation internal force of the wall body on the reduction of the shaft force, so that the distortion condition of overlarge tensile force in elastic calculation can be avoided, the large earthquake non-yielding is controlled, and an equivalent deformation requirement principle is introduced.
According to the control method, taking C60 concrete as an example, if the nominal tensile stress under the earthquake is 2ftk, the steel content of the steel bar stress under the condition of the large earthquake is controlled to be not more than 300M and is about 5%, if the steel bar stress is controlled to be not yielding under the earthquake only, the steel content is about 1%, even if the steel bar stress is controlled to be 200M lower, only 1.7% is needed, and by adding some reinforcing bars, the steel bar is not required to be configured. When other indexes of the structure (such as the displacement angle between layers, the shearing resistance and the bearing capacity of the component and the like) well meet the specifications, the method can be regarded as a more precise and conceptually safe method.
The present solution is described in detail below with reference to the specific application examples given in fig. 2 to 8. The embodiment is implemented on the premise of the technical scheme of the invention, and an implementation manner and an operation process are given, but the scope of the invention is not limited to this embodiment.
[ examples ] A method for producing a compound
The examples illustrate essentially:
referring to fig. 2, the present example relates to a super high-rise building tower with 138 floors, the structural height is 598 meters, and a "giant frame + core barrel + outrigger truss" structural system is adopted to take horizontal actions generated by wind and earthquake. The core barrel is positioned in the center of the plane, a stiffened reinforced concrete core barrel is adopted, and a steel plate is arranged in the wall of the bottom reinforced area. The giant frame consists of giant steel concrete columns and ring belt trusses, eight giant columns are located on four sides of a structural plane, and each side is 2. The ring belt truss is arranged on the electromechanical layer and the refuge layer for 12 channels. In order to improve the lateral rigidity resistance of the whole structure and enhance the combined action between the core barrel and the giant frame, 5 outrigger trusses are arranged along the height of the structure. The project basically has the seismic fortification intensity of 7 degrees, and the design earthquake is divided into a first group, a III-class field and a field characteristic period of 0.65 s.
The specific implementation process comprises the following steps:
step 1: and (5) calculating the axial pressure of the wall. The axial pressure controlled by the project is basically equal to 5 times of the standard value of the tensile strength of the concrete, namely n1 is equal to 5.
Step 2: and calculating the effective tensile stress of the medium earthquake and steel distribution. The nominal stress calculation results of each wall under the combined working condition of the medium earthquake and the vertical constant load (1.0 constant load +1.0 medium earthquake) are summarized in fig. 3. The tension wall limb is mainly concentrated in the high area, the maximum tensile stress is 4.25MPa, the nominal tensile stress is 1.5ftk, namely n is 1.5, and the effective tensile stress is: 0.2n +0.8 ═ 1.1 ftk; the required steel content is: r 1.1ftk/300 1.0%. In the design of the shear wall, for the wall limb with larger tensile stress, the steel content of the section steel of the corresponding wall limb is increased, and the bending resistance bearing capacity of the wall body is improved.
Step 3: calculating the effective tensile stress of the large earthquake and steel distribution. The effective tensile stress is 0.6n1+0.8n +0.8 ═ 5.0ftk, and the required formula ratio is 5.0ftk/300 ═ 4.75%.
Step 4: the steel is actually matched, and safety and economy are both considered. The final section steel content of the shear wall of the related floor of the project is 3%, and meanwhile, 2% of reinforcing steel bars in the constraint edge member area are considered, so that the wall can meet the tensile requirement under the condition of large earthquake.
Step 5: and (5) verifying the elastic-plastic analysis performance of the large earthquake. And carrying out integral elastoplasticity analysis on the project, and inspecting the actual tension and performance state of the wall body. The results of the actual macroseism elastoplasticity are as follows:
wall limbs are 10.3MPa at the maximum and about 3.6ftk, and appear at the bottom of 10 zones (WX 2B); the stress of the section steel is more than 500MPa at most and is more than the yield strength of the steel (as shown in figure 4, figure 5-figure 6); the maximum steel content of the steel bar and the section steel is 210MPa and is less than the yield strength of steel, so that the aim of preventing the steel bar from yielding after being tensioned in the earthquake is fulfilled. Meanwhile, the displacement angle between the control layers meets the standard requirement, and the wall performance meets the requirement (figures 7-8).
According to the specific embodiment, the scheme has good feasibility in the aspect of controlling the tension of the wall.
When the method of the present invention is implemented or applied, the method may be a pure software architecture, and may be distributed on a physical medium such as a hard disk, an optical disc, or any electronic device (e.g., a smart phone or a computer-readable storage medium) through a program code. The methods and apparatus of the present invention may also be embodied in the form of program code transmitted over some transmission medium, such as electrical cable, fiber optics, or via any other form of transmission, wherein, when the program code is received and loaded into and executed by a machine, such as a smart phone, the machine becomes an apparatus for practicing the invention.
The foregoing shows and describes the general principles, essential features, and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only to illustrate the principle of the present invention, but that various changes and modifications may be made therein without departing from the spirit and scope of the present invention, which fall within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (5)
1. The tension control method in the seismic design of the shear wall is characterized in that the calculation of the effective tension of the wall under the conditions of medium and large earthquakes is divided into two stages:
the first stage is the stage before the nominal tensile stress reaches the standard value ftk of the tensile strength of the concrete, and the tensile force in the wall body in the stage is completely born by steel after the concrete cracks;
the second stage is a stage after the nominal tensile stress exceeds a concrete tensile strength standard value ftk, and the newly increased tensile force in the stage is completely borne by steel after being reduced by considering rigidity degradation and internal force redistribution; and the newly increased tension in the second stage is calculated according to the deformation demand principle, and the tensions in the two stages are mutually superposed to be used as the effective tension of the whole wall body.
2. The method for controlling the tension in the earthquake-proof design of the shear wall according to claim 1, wherein the deformation requirement principle comprises two empirical values, the first value is the deformation ratio of the structural elastic-plastic analysis and the equivalent elastic analysis, the safety value is 2.0, and the second value is the deformation ratio of the major earthquake and the middle earthquake, and is also 2.0.
3. The method for controlling the tension in the earthquake-proof design of the shear wall according to claim 1, wherein the reduction coefficient of the tension caused by the rigidity degradation and the internal force redistribution is 0.2.
4. A tension control method in a shear wall earthquake-proof design according to claim 1, characterized in that the tension control method further comprises a step of calculating the tensile steel content requirement of the shear wall.
5. A method of controlling tension in an aseismatic design of shear walls according to claim 4, characterized in that, when calculating the requirement of steel content in tension of a shear wall, the steel content requirement is determined by determining the effective tension to be borne entirely by the steel material in the shear wall and controlling the average tensile stress of the steel material to be smaller than the design strength of the steel material.
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