Method and device for calculating flexural capacity of normal section of coupled superimposed shear wall
By introducing correction coefficients into the calculation formula of the combined shear wall of the joint limbs and fitting with seismic test data, the problem of failure to effectively consider the impact of the overlapping surface and truss steel bars in the existing technology is solved, the calculation accuracy is improved, and more accurate calculation of bending bearing capacity is achieved.
Patent Information
- Application Number
- CN202411790919.5
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2024-12-06
- Publication Date
- 2025-03-28
AI Technical Summary
The influence of the overlapping surface and truss steel bars on bending load-bearing capacity in the combined shear wall cannot be effectively considered in the prior art, resulting in poor calculation accuracy.
By introducing correction coefficients into the initial calculation formula, including correction coefficients used to describe the influence of superposition surfaces and truss steel bars, and fitting them in combination with seismic test data, we finally obtain the calculation formula for bending bearing capacity of the positive cross-section of the combined shear wall with limbs.
The calculation accuracy is improved, and the bending bearing capacity of the combined shear wall can more accurately reflect the joint limb overlapping shear wall, solving the problem of poor calculation accuracy in the prior art.
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Abstract
Description
Technical Field
[0001] The present application relates to the technical field of assembled reinforced concrete structures, and in particular to a method and device for calculating the bending bearing capacity of a positive section of a coupled composite shear wall. Background Art
[0002] As one of the commonly used prefabricated high-rise building structural systems, the prefabricated integral composite shear wall structural system has the advantages of lighter component weight, higher road transportation efficiency, more convenient assembly and construction, stronger structural integrity, and better joint waterproofing effect. As the main load-bearing component of the high-rise prefabricated structure, the composite shear wall is an important component to ensure the overall bearing capacity of the structure.
[0003] Most of the existing research focuses on single-leg composite shear wall components, and there are fewer studies on the stress performance of jointed composite shear wall components. In GBT51231-2016 Technical Standard for Prefabricated Concrete Structures and JGJ1-2014 Technical Code for Prefabricated Concrete Structures, the "equivalent cast-in-place" design and calculation method is still used.
[0004] However, due to its unique prefabricated and post-casting mode, the combined shear wall has the overlapping surface of new and old concrete in its wall, which will directly affect the bearing capacity of the combined shear wall. The "equivalent cast-in-place" calculation method does not consider the influence of the overlapping surface and truss reinforcement on the bending bearing capacity of the combined shear wall, and it is difficult to reflect the actual bending bearing capacity of the structure, and the calculation accuracy is poor. Summary of the invention
[0005] In view of this, it is necessary to provide a method and device for calculating the bending bearing capacity of the positive section of a coupled composite shear wall, so as to solve the problem that the existing technology does not consider the influence of the overlapping surface and truss reinforcement on the bending bearing capacity of the coupled composite shear wall, resulting in poor calculation accuracy.
[0006] In order to solve the above problems, the present application provides a method for calculating the bending bearing capacity of the normal section of a coupled composite shear wall, comprising: According to the principle of equivalent cast-in-place, the initial formula for calculating the bending bearing capacity of the positive section of the combined shear wall is determined; Introducing a correction coefficient into the initial formula to obtain a target formula, wherein the correction coefficient includes a first correction coefficient for describing the influence of the superimposed surface on the bending bearing capacity of the positive section of the superimposed shear wall; According to the seismic test data set of the coupled composite shear wall, the correction coefficient in the target formula is fitted to obtain the final calculation formula for the bending bearing capacity of the positive section of the coupled composite shear wall.
[0007] In some possible implementations, the initial formula is:
[0008] In the formula, It represents the bending bearing capacity of the positive section of the combined shear wall. represents the seismic bearing capacity adjustment factor, represents the axial force of the combined shear wall. It represents the distance between the cross-section centroids of the first wall limb and the second wall limb of the combined shear wall. It represents the resistance moment of the first wall member of the combined shear wall. It represents the bending moment resistance of the second wall member of the combined shear wall.
[0009] In some possible implementations, the axial force of the shear wall limb is specifically:
[0010] In the formula, It represents the influencing parameter of the axial deformation of the combined shear wall. represents the base shear force of the combined composite shear wall. It represents the height of the combined shear wall. It represents the centroid distance between the left and right wall members of the combined shear wall. represents the overall coefficient of the combined shear wall, Indicates the relative height of the calculated section of the wall members of the combined shear wall.
[0011] In some possible implementations, the resisting bending moment is:
[0012]
[0013] In the formula, It represents the yield strength of the tensile vertical reinforcement of the cast-in-place edge member of the combined shear wall. It represents the cross-sectional area of the tensile vertical reinforcement of the cast-in-place edge member of the combined shear wall. It represents the yield strength of the vertical steel bars under compression in the cast-in-place edge components of the combined shear wall. It represents the cross-sectional area of the vertical steel bars under compression in the cast-in-place edge components of the combined shear wall. It indicates the yield strength of the tensile vertical reinforcement of the composite hidden column of the composite shear wall. It represents the cross-sectional area of the tensile vertical reinforcement of the combined shear wall combined concealed column. It indicates the yield strength of the vertical steel bars under compression in the combined concealed columns of the combined shear wall. It represents the cross-sectional area of the vertical steel bars under compression in the combined concealed columns of the combined shear wall. It indicates the distance from the outermost tensile reinforcement of the tensile side edge member of the combined shear wall to the compressive side edge. It indicates the distance from the outermost compression reinforcement of the edge member of the combined shear wall to the edge of the member on the compression side. It represents the nominal compression zone height of the first wall of the combined shear wall. It represents the nominal compression zone height of the second wall member of the combined shear wall.
[0014] In some possible implementations, the nominal pressure zone height is:
[0015]
[0016] In the formula, It represents the axial force of the first wall member of the combined shear wall. It represents the axial force of the second wall of the combined shear wall. Represents the strength of concrete, represents the concrete strength correction factor, It represents the cross-sectional width of the composite shear wall. It indicates the concrete stress value at the end of the outer edge member of the combined shear wall. It represents the flange width of the T-section compression zone of the combined shear wall. It represents the flange height of the compression zone of the T-section of the combined shear wall.
[0017] In some possible implementations, the first correction coefficient is an eccentric compressive bearing capacity correction coefficient of the wall member of the combined composite shear wall.
[0018] In some possible implementations, the correction factor also includes a second correction factor for describing the influence of the truss reinforcement on the bending bearing capacity of the shear wall cross section.
[0019] In some possible implementations, the second correction coefficient is a correction coefficient for calculating the force on steel bars in a wall limb of a coupled composite shear wall.
[0020] In some possible implementations, the target formula is:
[0021]
[0022]
[0023] In the formula, It represents the bending bearing capacity of the positive section of the combined shear wall. represents the seismic bearing capacity adjustment factor, represents the axial force of the combined shear wall. It represents the distance between the cross-section centroids of the first wall limb and the second wall limb of the combined shear wall. It represents the resistance moment of the first wall member of the combined shear wall. It represents the resistance moment of the second wall of the combined shear wall. It represents the yield strength of the tensile vertical reinforcement of the cast-in-place edge member of the combined shear wall. It represents the cross-sectional area of the tensile vertical reinforcement of the cast-in-place edge member of the combined shear wall. It represents the yield strength of the vertical steel bars under compression in the cast-in-place edge components of the combined shear wall. It represents the cross-sectional area of the vertical steel bars under compression in the cast-in-place edge components of the combined shear wall. It indicates the yield strength of the tensile vertical reinforcement of the composite hidden column of the composite shear wall. It represents the cross-sectional area of the tensile vertical reinforcement of the combined shear wall combined concealed column. It indicates the yield strength of the vertical steel bars under compression in the combined concealed columns of the combined shear wall. It represents the cross-sectional area of the vertical steel bars under compression in the combined concealed columns of the combined shear wall. It indicates the distance from the outermost tensile reinforcement of the tensile side edge member of the combined shear wall to the compressive side edge. It indicates the distance from the outermost compression reinforcement of the edge member of the combined shear wall to the edge of the member on the compression side. It represents the axial force of the first wall member of the combined shear wall. It represents the axial force of the second wall of the combined shear wall. Represents the strength of concrete, represents the concrete strength correction factor, It represents the cross-sectional width of the composite shear wall. It indicates the concrete stress value at the end of the outer edge member of the combined shear wall. It represents the flange width of the T-section compression zone of the combined shear wall. It represents the flange height of the T-section compression zone of the combined shear wall. represents the first correction coefficient, Represents the second correction coefficient.
[0024] The present application also provides a device for calculating the bending bearing capacity of the normal section of a coupled composite shear wall, comprising: A formula acquisition unit, used for determining an initial formula for calculating the bending bearing capacity of the positive section of the coupled composite shear wall according to the equivalent cast-in-place principle; A formula correction unit, used for introducing a correction coefficient into the initial formula to obtain a target formula, wherein the correction coefficient includes a first correction coefficient for describing the influence of the superimposed surface on the bending bearing capacity of the positive section of the superimposed shear wall; The formula fitting unit is used to fit the correction coefficient in the target formula according to the seismic test data set of the coupled composite shear wall to obtain the final calculation formula for the bending bearing capacity of the positive section of the coupled composite shear wall.
[0025] The beneficial effects of the present application are as follows: the method for calculating the bending bearing capacity of the positive section of the combined composite shear wall provided in the present application introduces a correction coefficient into the calculation formula, takes into account the differences in the wall structure of the composite shear wall and the cast-in-place shear wall, and considers the influence of the new and old concrete composite surfaces and truss steel bars on the eccentric compressive bearing capacity of the composite shear wall panel, thereby effectively improving the calculation accuracy. BRIEF DESCRIPTION OF THE DRAWINGS
[0026] Figure 1 A schematic diagram of a flow chart of an embodiment of a method for calculating the bending bearing capacity of a normal section of a coupled composite shear wall provided in the present application; Figure 2 Schematic diagram of the test loading regime provided for this application; Figure 3 A schematic structural diagram of an embodiment of a device for calculating the bending bearing capacity of a positive section of a coupled composite shear wall provided in the present application. DETAILED DESCRIPTION
[0027] The technical solutions in the embodiments of the present application will be described clearly and completely below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative work are within the scope of protection of the present application.
[0028] It should be understood that the schematic drawings are not drawn to scale. The flowcharts used in this application illustrate operations implemented according to some embodiments of the present application. It should be understood that the operations of the flowcharts may be implemented out of order, and steps without logical contextual relationships may be reversed in order or implemented simultaneously. In addition, those skilled in the art may add one or more other operations to the flowcharts, or may remove one or more operations from the flowcharts, under the guidance of the content of this application. Some of the block diagrams shown in the accompanying drawings are functional entities, and do not necessarily correspond to physically or logically independent entities. These functional entities may be implemented in software form, or implemented in one or more hardware modules or integrated circuits, or implemented in different networks and / or processor systems and / or microcontroller systems.
[0029] The descriptions of "first", "second", etc. involved in the embodiments of the present application are only used to describe the implicit purpose, and cannot be understood as indicating or implying their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the technical features defined as "first" and "second" may explicitly or implicitly include at least one of the features. "And / or" describes the association relationship of the associated objects, indicating that three relationships may exist, for example: A and / or B, which can represent: A exists alone, A and B exist at the same time, and B exists alone.
[0030] Reference to "embodiments" herein means that a particular feature, structure, or characteristic described in conjunction with the embodiments may be included in at least one embodiment of the present application. The appearance of the phrase in various locations in the specification does not necessarily refer to the same embodiment, nor is it an independent or alternative embodiment that is mutually exclusive with other embodiments. It is explicitly and implicitly understood by those skilled in the art that the embodiments described herein may be combined with other embodiments.
[0031] The present application provides a method for calculating the bending bearing capacity of the normal section of a coupled composite shear wall, which is described below.
[0032] Figure 1 A schematic diagram of an embodiment of a method for calculating the bending bearing capacity of a positive section of a coupled composite shear wall provided in this application is shown in FIG. Figure 1 As shown in the figure, the calculation method of the bending bearing capacity of the positive section of the combined shear wall includes: S101. Based on the principle of equivalent cast-in-place, determine the initial formula for calculating the bending bearing capacity of the positive section of the combined composite shear wall; S102, introducing correction coefficients into the initial formula to obtain a target formula, wherein the correction coefficients include a first correction coefficient for describing the influence of the superimposed surface on the bending bearing capacity of the positive section of the superimposed shear wall and a second correction coefficient for describing the influence of the truss reinforcement on the bending bearing capacity of the positive section of the shear wall; S103. According to the seismic test data set of the coupled composite shear wall, the correction coefficient in the target formula is fitted to obtain the final calculation formula for the bending bearing capacity of the positive section of the coupled composite shear wall.
[0033] Compared with the prior art, the present application introduces a correction coefficient into the calculation formula, takes into account the differences in the wall structure between the composite shear wall and the cast-in-place shear wall, and takes into account the collaborative working performance of the prefabricated wall panels inside and outside the composite shear wall and the post-cast core layer concrete, that is, the adverse effect of the overlapping surface of the new and old concrete on the eccentric compressive bearing capacity of the composite shear wall panels, and the beneficial effect of the existence of the steel truss on the structural stress on the bending bearing capacity of the composite shear wall, thereby effectively improving the calculation accuracy.
[0034] In order to obtain a better initial formula, in some embodiments, according to GB50010-2010 Code for Design of Concrete Structures, GB50011-2010 Code for Seismic Design of Buildings, GBT51231-2016 Technical Standard for Prefabricated Concrete Structures, and JGJ1-2014 Technical Code for Prefabricated Concrete Structures, an initial formula for calculating the bending bearing capacity of the coupled composite shear wall is designed:
[0035]
[0036]
[0037]
[0038] In the formula, It represents the bending bearing capacity of the positive section of the combined shear wall. represents the seismic bearing capacity adjustment coefficient. In a specific embodiment, , represents the axial force of the combined shear wall. It represents the distance between the cross-section centroids of the first wall limb and the second wall limb of the combined shear wall. It represents the resistance moment of the first wall member of the combined shear wall. It represents the resistance moment of the second wall of the combined shear wall. It represents the influencing parameter of the axial deformation of the combined shear wall. represents the base shear force of the combined composite shear wall. It represents the height of the combined shear wall. It represents the centroid distance between the left and right wall members of the combined shear wall. represents the overall coefficient of the combined shear wall, Indicates the relative height of the calculated section of the combined shear wall. It represents the yield strength of the tensile vertical reinforcement of the cast-in-place edge member of the combined shear wall. It represents the cross-sectional area of the tensile vertical reinforcement of the cast-in-place edge member of the combined shear wall. It represents the yield strength of the vertical steel bars under compression in the cast-in-place edge components of the combined shear wall. It represents the cross-sectional area of the vertical steel bars under compression in the cast-in-place edge components of the combined shear wall. It indicates the yield strength of the tensile vertical reinforcement of the composite hidden column of the composite shear wall. It represents the cross-sectional area of the tensile vertical reinforcement of the combined shear wall combined concealed column. It indicates the yield strength of the vertical steel bars under compression in the combined concealed columns of the combined shear wall. It represents the cross-sectional area of the vertical steel bars under compression in the combined concealed columns of the combined shear wall. It indicates the distance from the outermost tensile reinforcement of the tensile side edge member of the combined shear wall to the compressive side edge. It indicates the distance from the outermost compression reinforcement of the edge member of the combined shear wall to the edge of the member on the compression side. It represents the nominal compression zone height of the first wall of the combined shear wall. It represents the nominal compression zone height of the second wall of the combined shear wall. It represents the axial force of the first wall member of the combined shear wall. It represents the axial force of the second wall of the combined shear wall. Represents the strength of concrete, It represents the concrete strength correction factor. According to the current specification, when the concrete strength grade does not exceed C50, it is taken as 1. It represents the cross-sectional width of the composite shear wall. It represents the concrete stress value at the end of the outer edge member of the combined shear wall. The value is obtained by taking the concrete strain and the steel strain as the same, and taking the steel strain value of the same load level at the corresponding part. The concrete stress is expressed as If the strain value is greater than the ultimate compressive strain of concrete, then , It represents the flange width of the T-section compression zone of the combined shear wall. It represents the flange height of the compression zone of the T-section of the combined shear wall.
[0039] It should be noted that the above-mentioned formula for calculating the bending moment resistance of the wall members of the combined shear wall is obtained by taking the moment of the center of the compression zone of the wall member under the moment balance condition. The formula for calculating the nominal compression zone height of the wall members of the combined shear wall is obtained by balancing the axial forces of each wall member. The axial force balance formula of each wall member of the combined shear wall is:
[0040]
[0041]
[0042] In the formula, It represents the eccentric compressive bearing capacity of the first wall of the combined shear wall. It represents the eccentric compressive bearing capacity of the second wall of the combined shear wall. It represents the stress of the steel bars in the first wall of the combined shear wall. Represents the force on the steel bars in the second wall limb of the combined shear wall.
[0043] In order to better introduce the first correction coefficient and improve the calculation accuracy, in some embodiments, the first correction coefficient is the eccentric compressive bearing capacity correction coefficient of the wall member of the combined composite shear wall, and the corresponding eccentric compressive bearing capacity calculation formula of the wall member of the combined composite shear wall is:
[0044]
[0045] In the formula, It represents the correction coefficient of the eccentric compressive bearing capacity of the wall members of the combined shear wall.
[0046] In order to better introduce the second correction coefficient and improve the calculation accuracy, in some embodiments, the second correction coefficient is the correction coefficient for calculating the force of the steel bars in the wall limbs of the combined shear wall, and the corresponding calculation formula for the force of the steel bars in the wall limbs of the combined shear wall is:
[0047]
[0048] In the formula, It represents the correction coefficient for steel bar force calculation in composite shear wall members.
[0049] Substituting the eccentric compressive bearing capacity of the modified combined composite shear wall and the steel bar stress in the combined composite shear wall into the calculation formula of the nominal compressive zone height of the combined composite shear wall, the modified nominal compressive zone height of the combined composite shear wall can be obtained:
[0050] Substituting the nominal compression zone height of the modified combined shear wall into the initial formula, the target formula is:
[0051]
[0052]
[0053] Finally, based on the seismic test and simulation analysis results of the combined shear wall, the unknown coefficients were calculated in MATLAB software. , The value of is to store the target formula in MATLAB software and use it as a parameter in MATLAB software. and parameters and Scatter plot, select each scattered point and select the fit curve command, select the fitting curve, and use MATLAB software to find the corresponding , value, , , and the final calculation formula for the bending bearing capacity of the positive section of the combined composite shear wall is obtained.
[0054] In order to prove the effect of the calculation formula of the bending bearing capacity of the positive section of the combined shear wall in this application, three full-scale double-combined shear walls were designed and subjected to quasi-static seismic tests. The tests specifically include: (1) Material performance test The design strength of the specimen concrete is 40MPa, and the design mix ratio of concrete is: water: cement: sand: stone: mineral powder: fly ash: water reducing agent = 0.636: 1.000: 4.842: 5.105: 0.421: 0.316: 0.037. Its physical and mechanical properties are shown in Table 1: Table 1: Compressive strength of concrete cubes
[0055] The steel bars used in the test specimens are all HRB400E steel bars. The steel bars of different diameters used in this test are sampled separately. For each diameter of steel bar, one group (3 pieces) of steel bar specimens with a length of not less than 20d are randomly cut from the same batch of steel bars used to make the test specimens. The steel bar mechanical properties test is carried out according to "Metallic Materials Tensile Test Part 1: Room Temperature Test Method" (GB / T 228.1-2010). The yield strength of HRB400 steel bars of different diameters is measured as shown in Table 2: Table 2: Mechanical properties of steel bars
[0056] (2) Specimen design The test specimens were designed according to GB50010-2010 Code for Design of Concrete Structures, GB50011-2010 Code for Seismic Design of Buildings, GBT51231-2016 Technical Standard for Prefabricated Concrete Structures, and JGJ1-2014 Technical Code for Prefabricated Concrete Structures. The specimens were composed of integral prefabricated double-sided composite shear wall panels with window openings, cast-in-place edge components, cast-in-place floor slabs, and ground beams. The thickness of the double-sided composite shear wall with window openings is 200mm, the thickness of the prefabricated wall panels of the inner and outer leaves is 50mm, the thickness of the post-cast core layer concrete is 100mm, the plane size is 2700mm×2650mm (width×height), and the size of the middle window opening is 1200mm×1500mm (width×height); the walls above and below the windows are designed with connecting beams, the cross-sectional size of the connecting beam above the window is 1200mm×400mm, the horizontal force reinforcement is 4C14, and the waist reinforcement is 2 C10, stirrups are C8@100, the cross-sectional size of the connecting beam under the window is 1200mm×850mm, the horizontal force reinforcement is 4C14, the waist reinforcement is 6C10, and the stirrups are C8@100; the composite concealed columns with a cross-sectional size of 400mm×200mm are set on both sides of the opening, the vertical force reinforcement is 6C16, and the stirrups are C10@150; the vertical distribution reinforcement of the composite wall limb is C12@200, and the horizontal distribution reinforcement is C10@200. The floor slab is 500mm wide and 100mm thick, the transverse distribution reinforcement at the bottom of the slab is C8@100, the longitudinal distribution reinforcement is C8@100, and the negative bending reinforcement on the slab surface is C8@100, which is cast integrally with the core layer and edge components of the composite shear wall slab with window openings. The cast-in-place structural edge members are 500mm×200mm wing columns, the vertical force-bearing steel bars are 8C18, and the stirrups are C10@150. A total of three specimens were set up in this test, DPCW-A, DPCW-B and DPCW-C.
[0057] (3) Loading plan The test adopts the quasi-static test method, and the horizontal thrust point is the side vertex of the component. During the test, the high-strength screw passes through the preset anchor holes on the ground beam and the anchor holes on the laboratory floor and is fixed to the laboratory floor with high-strength bolts. Jacks are set at the left and right ends of the ground beam to prevent the specimen from sliding horizontally. The loading device of the test includes vertical loading device, horizontal loading device, end jacks, etc.
[0058] During the test, the vertical constant load is applied through two vertical hydraulic servo actuators with a maximum loading force of 200t, and the vertical concentrated load is converted into a uniformly distributed load to act on the wall members of the composite shear wall with window openings through the designed and manufactured trapezoidal steel beam. During the test, the vertical load is applied first, and the vertical load value is kept unchanged after the application is completed. After the vertical load is applied, the horizontal load can be applied only after the data of each measuring point tends to be stable. The horizontal load is applied through two parallel 100t horizontal hydraulic servo actuators. The two horizontal actuators are connected in parallel to the steel beam at one end of the steel hinge point, and the other end is connected to the preset loading steel plate on the top of the specimen. The application of horizontal load is divided into three stages. First, preloading is carried out to detect whether the test equipment is working properly. Formal loading can only be carried out after the preloading determines that the test loading device and data monitoring instrument can work normally. Before the specimen yields, load control is adopted. Each load cycle is repeated once. Each load increases by 60kN. When the specimen is close to yielding, the load increases by 30kN. After the specimen yields, displacement loading is adopted. The loading displacement value is the displacement corresponding to the yield of the stressed steel bar of the specimen, that is, 1 times △y and increases step by step. Each displacement loading is repeated three times. When the horizontal force drops below 85% of the peak load, the loading is stopped. The loading system of this test is as follows: Figure 2 shown.
[0059] In this test, the force system is used to detect and record the changes in the force and displacement of each actuator during the loading process to obtain the load-displacement curve of the specimen. The appearance of cracks in the specimen and the changes in crack width during the test are recorded through on-site observation and the use of crack width measuring instruments. The accuracy of the crack width measuring instrument is 0.02mm.
[0060] (4) Measurement point arrangement In order to understand the stress state of the specimen during the test, strain gauges were set up in the wall part, cast-in-place edge component part and connecting beam part of the specimen. The wall part and edge component part had fewer strain gauges, which were mainly used to monitor whether the steel bars of the wall part yielded during the test, as the basis for judging the stress state of the specimen. The connecting beam part was set up with a large number of strain gauges as the key monitoring area, and the static strain acquisition instrument was used to collect test-related data and record test phenomena. The strain change characteristics of various steel bars in the connecting beam during the entire stress process were monitored.
[0061] (5) Finite element simulation calculation The finite element model of the combined shear wall is established through finite element software, and the load-displacement curve of the simulated specimen is obtained. It is compared and analyzed with the load-displacement curve of the test specimen. The results show that the error between the simulation results and the measured results is less than 5%, and the model can be used for stress analysis of the combined shear wall.
[0062] According to the current specifications GB50010-2010 Concrete Structure Design Code, GBT51231-2016 Prefabricated Concrete Structure Building Technical Standard, and JGJ1-2014 Prefabricated Concrete Structure Technical Code, the "strong wall and weak beam" method is used to calculate the internal force and displacement of the double-legged composite shear wall. Shear walls are eccentrically compressed or eccentrically tensioned components under horizontal and vertical loads. The eccentric compression of shear walls can be divided into large eccentric compression and small eccentric compression. The eccentrically compressed shear wall can be determined based on the principle that the bearing capacity is equal at the limit according to the calculation formula for large and small eccentric compression. The conditions for judging the large and small eccentric compression of the shear wall are: when When , it is a large eccentric compression; when When is small eccentric compression; represents the height of the shear wall relative to the compression zone. , where represents the height of the shear wall compression zone, Indicates the calculated height of the shear wall section; Indicates the height of the shear wall limit relative to the compression zone, specifically:
[0063] In the formula, Indicates the concrete strength coefficient. When the concrete strength grade does not exceed C50, Take 0.80, It represents the effective height of the shear wall section, that is, the distance from the resultant force point of the longitudinal tensile reinforcement to the edge of the section. represents the elastic modulus of the steel bars in the shear wall, It indicates the ultimate compressive strain of concrete under non-uniform compression. When the concrete strength grade does not exceed C50, Take 0.0033.
[0064] The wall section at the height of the first-floor window sill is taken as the analysis section of the bending bearing capacity of the wall section. The additional axial force of the joint shear wall can be calculated according to Formula 2. The damage form of each joint shear wall from yield to peak load and the internal force distribution of the wall can be used as the basis for calculating the peak bearing capacity of the joint shear wall: 1) The connecting beam has no serious damage and can effectively connect the left and right wall members and transmit internal forces; 2) According to the strain distribution of the steel bars in the wall section obtained from the test and simulation analysis, the cross section of the wall member basically conforms to the flat section assumption during the entire reciprocating loading process; 3) The concrete at the end of the joint hidden column of the shear wall is crushed, the concrete in the compression zone reaches the compressive strength, and the concrete at the end of the cast-in-place edge member is not crushed. Assuming that the concrete strain is the same as the steel strain, the actual measured value of the steel strain of the corresponding load level is taken, and the concrete stress is ; 4) The outermost steel bars of the composite hidden columns of the shear wall limbs have just reached or are close to yielding when subjected to tension or compression. The outermost steel bars of the cast-in-place edge components have basically reached the yield strain when subjected to tension, while the steel bar strain is very small when subjected to compression. The actual strain is taken to correspond to the steel bar stress during calculation. To simplify the calculation, only the outermost steel bars at both ends of the wall limb are considered to have reached yield and participated in the force.
[0065] The peak bending bearing capacity of the combined shear wall is shown in Table 3: Table 3: Horizontal load statistics when the combined shear wall reaches the peak bending bearing capacity
[0066] By comparing the calculated values and measured values of each specimen, it was found that the calculated values were in good agreement with the measured values, and the ratio of the calculated values to the measured values was basically controlled between 1-1.1, with an error within 10%.
[0067] Furthermore, through the finite element simulation calculation model of the coupled composite shear wall, the stress characteristics of the coupled composite shear wall under different axial compression ratios were calculated and analyzed, and the peak bending bearing capacity of the coupled composite shear wall with different axial compression ratios was theoretically calculated and compared, as shown in Table 4: Table 4: Horizontal load statistics when the combined shear walls with different axial compression ratios reach the peak bending bearing capacity
[0068] It can be seen from Table 4 that the ratio of the theoretical value to the simulation value is not 1, but is basically consistent, both between 1-1.07, with an error within 7%, which is relatively reasonable. Therefore, the calculation formula for the bending bearing capacity of the combined composite shear wall provided by the present invention can better estimate the bending bearing capacity of the combined composite shear wall.
[0069] In order to better implement a method for calculating the bending bearing capacity of a normal section of a coupled composite shear wall in an embodiment of the present application, based on a method for calculating the bending bearing capacity of a normal section of a coupled composite shear wall, correspondingly, Figure 3 As shown, the embodiment of the present application further provides a device 300 for calculating the bending bearing capacity of a positive section of a coupled composite shear wall, comprising: A formula acquisition unit 301 is used to determine an initial formula for calculating the bending bearing capacity of the positive section of the coupled composite shear wall according to the equivalent cast-in-place principle; A formula correction unit 302 is used to introduce a correction coefficient into the initial formula to obtain a target formula, wherein the correction coefficient includes a first correction coefficient for describing the influence of the superimposed surface on the bending bearing capacity of the positive section of the superimposed shear wall; The formula fitting unit 303 is used to fit the correction coefficient in the target formula according to the seismic test data set of the coupled composite shear wall to obtain the final calculation formula for the bending bearing capacity of the positive section of the coupled composite shear wall.
[0070] The device 300 for calculating the bending bearing capacity of the positive section of a coupled composite shear wall provided in the above-mentioned embodiment can realize the technical solution described in the above-mentioned method for calculating the bending bearing capacity of the positive section of a coupled composite shear wall embodiment. The specific implementation principles of the above-mentioned units can be found in the corresponding contents in the above-mentioned method for calculating the bending bearing capacity of the positive section of a coupled composite shear wall embodiment, which will not be repeated here.
[0071] The above is a detailed introduction to a method for calculating the bending bearing capacity of the positive section of a combined composite shear wall provided in the present application. This article uses specific examples to illustrate the principles and implementation methods of the present application. The description of the above embodiments is only used to help understand the method of the present application and its core idea; at the same time, for technical personnel in this field, based on the ideas of the present application, there will be changes in the specific implementation methods and application scope. In summary, the content of this specification should not be understood as a limitation on the present application.
[0072] The above is only a preferred specific implementation of the present application, but the protection scope of the present application is not limited thereto. Any changes or substitutions that can be easily conceived by any technician familiar with the technical field within the technical scope disclosed in the present application should be covered within the protection scope of the present application.
Claims
1. A method for calculating the bending bearing capacity of the normal section of a combined shear wall, characterized in that: include: According to the principle of equivalent cast-in-place, the initial formula for calculating the bending bearing capacity of the positive section of the combined shear wall is determined; Introducing a correction coefficient into the initial formula to obtain a target formula, wherein the correction coefficient includes a first correction coefficient for describing the influence of the superimposed surface on the bending bearing capacity of the positive section of the superimposed shear wall; According to the seismic test data set of the coupled composite shear wall, the correction coefficient in the target formula is fitted to obtain the final calculation formula for the bending bearing capacity of the positive section of the coupled composite shear wall.
2. The method for calculating the bending bearing capacity of the normal section of the combined composite shear wall according to claim 1 is characterized in that: The initial formula is: In the formula, It represents the bending bearing capacity of the positive section of the combined shear wall. represents the seismic bearing capacity adjustment factor, represents the axial force of the combined shear wall. It represents the distance between the cross-section centroids of the first wall limb and the second wall limb of the combined shear wall. It represents the resistance moment of the first wall member of the combined shear wall. It represents the bending moment resistance of the second wall member of the combined shear wall.
3. The method for calculating the bending bearing capacity of the normal section of the combined composite shear wall according to claim 2 is characterized in that: The axial force of the shear wall limb is specifically: In the formula, It represents the influencing parameter of the axial deformation of the combined shear wall. represents the base shear force of the combined composite shear wall. It represents the height of the combined shear wall. It represents the centroid distance between the left and right wall members of the combined shear wall. represents the overall coefficient of the combined shear wall, Indicates the relative height of the calculated section of the wall members of the combined shear wall.
4. The method for calculating the bending bearing capacity of the normal section of the combined composite shear wall according to claim 2 is characterized in that: The resisting bending moment is: In the formula, It represents the yield strength of the tensile vertical reinforcement of the cast-in-place edge member of the combined shear wall. It represents the cross-sectional area of the tensile vertical reinforcement of the cast-in-place edge member of the combined shear wall. It represents the yield strength of the vertical steel bars under compression in the cast-in-place edge components of the combined shear wall. It represents the cross-sectional area of the vertical steel bars under compression in the cast-in-place edge components of the combined shear wall. It indicates the yield strength of the tensile vertical reinforcement of the composite hidden column of the composite shear wall. It represents the cross-sectional area of the tensile vertical reinforcement of the composite hidden column of the composite shear wall. It indicates the yield strength of the vertical steel bars under compression in the combined concealed columns of the combined shear wall. It represents the cross-sectional area of the vertical steel bars under compression in the combined concealed columns of the combined shear wall. It indicates the distance from the outermost tensile reinforcement of the tensile side edge member of the combined shear wall to the compressive side edge. It indicates the distance from the outermost compression reinforcement of the edge member of the combined shear wall to the edge of the member on the compression side. It represents the nominal compression zone height of the first wall of the combined shear wall. It represents the nominal compression zone height of the second wall member of the combined shear wall.
5. The method for calculating the bending bearing capacity of the normal section of the combined composite shear wall according to claim 4 is characterized in that: The nominal compression zone height is: In the formula, It represents the axial force of the first wall member of the combined shear wall. It represents the axial force of the second wall of the combined shear wall. Represents the strength of concrete, represents the concrete strength correction factor, It represents the cross-sectional width of the composite shear wall. It indicates the concrete stress value at the end of the outer edge member of the combined shear wall. It represents the flange width of the T-section compression zone of the combined shear wall. It represents the flange height of the compression zone of the T-section of the combined shear wall.
6. The method for calculating the bending bearing capacity of the normal section of the combined composite shear wall according to claim 1 is characterized in that: The first correction coefficient is the eccentric compressive bearing capacity correction coefficient of the wall members of the combined shear wall.
7. The method for calculating the bending bearing capacity of the normal section of the combined composite shear wall according to claim 1 is characterized in that: The correction factor also includes a second correction factor for describing the influence of the truss reinforcement on the bending bearing capacity of the shear wall cross section.
8. The method for calculating the bending bearing capacity of the normal section of the combined composite shear wall according to claim 7 is characterized in that: The second correction coefficient is a correction coefficient for calculating the force on the steel bars in the wall members of the combined shear wall.
9. The method for calculating the bending bearing capacity of the normal section of the combined composite shear wall according to claim 1 is characterized in that: The target formula is: In the formula, It represents the bending bearing capacity of the positive section of the combined shear wall. represents the seismic bearing capacity adjustment factor, represents the axial force of the combined shear wall. It represents the distance between the cross-section centroids of the first wall limb and the second wall limb of the combined shear wall. It represents the resistance moment of the first wall member of the combined shear wall. It represents the resistance moment of the second wall of the combined shear wall. It represents the yield strength of the tensile vertical reinforcement of the cast-in-place edge member of the combined shear wall. It represents the cross-sectional area of the tensile vertical reinforcement of the cast-in-place edge member of the combined shear wall. It represents the yield strength of the vertical steel bars under compression in the cast-in-place edge components of the combined shear wall. It represents the cross-sectional area of the vertical steel bars under compression in the cast-in-place edge components of the combined shear wall. It indicates the yield strength of the tensile vertical reinforcement of the composite hidden column of the composite shear wall. It represents the cross-sectional area of the tensile vertical reinforcement of the composite hidden column of the composite shear wall. It indicates the yield strength of the vertical steel bars under compression in the combined concealed columns of the combined shear wall. It represents the cross-sectional area of the vertical steel bars under compression in the combined concealed columns of the combined shear wall. It indicates the distance from the outermost tensile reinforcement of the tensile side edge member of the combined shear wall to the compressive side edge. It indicates the distance from the outermost compression reinforcement of the edge member of the combined shear wall to the edge of the member on the compression side. It represents the axial force of the first wall member of the combined shear wall. It represents the axial force of the second wall of the combined shear wall. Represents the strength of concrete, represents the concrete strength correction factor, It represents the cross-sectional width of the composite shear wall. It indicates the concrete stress value at the end of the outer edge member of the combined shear wall. It represents the flange width of the T-section compression zone of the combined shear wall. It represents the flange height of the T-section compression zone of the combined shear wall. represents the first correction coefficient, Represents the second correction coefficient.
10. A device for calculating the bending bearing capacity of the normal section of a combined composite shear wall, characterized in that: include: A formula acquisition unit, used for determining an initial formula for calculating the bending bearing capacity of the positive section of the coupled composite shear wall according to the equivalent cast-in-place principle; A formula correction unit, used for introducing a correction coefficient into the initial formula to obtain a target formula, wherein the correction coefficient includes a first correction coefficient for describing the influence of the superimposed surface on the bending bearing capacity of the positive section of the superimposed shear wall; The formula fitting unit is used to fit the correction coefficient in the target formula according to the seismic test data set of the coupled composite shear wall to obtain the final calculation formula for the bending bearing capacity of the positive section of the coupled composite shear wall.