A method and device for calculating the bearing capacity and residual deformation of a shear wall considering the bond slip effect of high-strength steel bars
By considering the bond-slip effect of high-strength steel bars, dividing the damage stages and establishing a non-stationary degradation model, the problems of overestimation of the bearing capacity of shear walls and inaccurate prediction of residual deformation are solved, thus realizing accurate analysis and recovery performance evaluation of high-strength steel bar shear walls.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- NORTH CHINA UNIV OF WATER RESOURCES & ELECTRIC POWER
- Filing Date
- 2026-03-06
- Publication Date
- 2026-06-19
AI Technical Summary
Existing methods for calculating the bearing capacity and residual deformation of shear walls neglect the bond-slip effect between steel bars and concrete in high-strength or low-bond steel shear walls. This leads to an overestimation of the bearing capacity and a significant discrepancy between the predicted residual deformation and the actual results, making it impossible to accurately reflect the recovery performance of the structure after an earthquake.
This paper provides a method for calculating the bearing capacity and residual deformation of shear walls that considers the bond-slip effect of high-strength steel bars. By statistically analyzing the influence of the bond-slip effect of the main reinforcement bars, the method divides the damage stages, establishes a non-stationary degradation model of the bearing capacity, and divides the wall into multiple vertical units along the height direction to calculate the hysteresis curve and residual deformation.
It can accurately predict the bearing capacity and residual deformation of shear walls, reflect the stress and damage evolution of high-rise buildings under seismic action, support tough design and rapid post-earthquake recovery, and is suitable for urban construction in high-intensity seismic zones.
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Abstract
Description
Technical Field
[0001] This invention relates to the field of structural engineering technology, and in particular to the calculation and analysis of the seismic performance of shear walls in building structures. Specifically, it relates to a method and apparatus for calculating the bearing capacity and residual deformation of shear walls that takes into account the bond slip effect of high-strength steel bars. Background Technology
[0002] Existing methods for calculating the bearing capacity and residual deformation of shear walls are mostly based on analytical methods of material strength and stress relationship, assuming that the cross-section always remains planar. While these methods are applicable to ordinary reinforced concrete structures, when applied to high-strength or low-bond reinforced shear walls, they often neglect the bond-slip effect between the reinforcement and concrete, leading to significantly inflated calculated bearing capacity values and large discrepancies between predicted and actual residual deformation. On the one hand, existing research shows that when directly using analytical methods for ordinary reinforcement, the horizontal bearing capacity of high-strength reinforced shear walls may be overestimated by more than 10%, and the predicted residual deformation is too large, failing to accurately reflect the structural recovery performance after an earthquake. On the other hand, experimental results show that the residual deformation of ordinary reinforced shear walls at a 2.5% inter-story drift angle is approximately 1.4%, while the residual deformation of shear walls using prestressed steel strands (PC strands) is only 0.7%, clearly indicating that existing methods underestimate the role of bond-slip in improving residual deformation. Summary of the Invention
[0003] Existing post-earthquake recovery force calculation methods for structures primarily consider material strength indicators, providing relatively accurate analysis of bearing capacity. However, they pay less attention to the influence of bond slip between steel reinforcement and concrete, leading to one-sided calculation results and the tendency to calculate large residual deformation values, making it impossible to accurately predict structural recovery characteristics. To address this issue, this invention provides a method for calculating the bearing capacity and residual deformation of shear walls that considers the bond slip effect of high-strength steel reinforcement. This method can more realistically reflect the stress and damage evolution of shear walls in high-rise buildings under seismic loading, providing a reliable basis for toughness design and rapid post-earthquake recovery.
[0004] In a first aspect, the present invention provides a method for calculating the bearing capacity and residual deformation of a shear wall considering the bond-slip effect of high-strength steel reinforcement, comprising:
[0005] Step 1: Based on the collected shear wall test data, the influence of the bond slip effect of the main reinforcement on the bearing capacity of the low-bonded reinforced concrete shear wall under the single parameter variation and multi-parameter coupling effect is statistically analyzed, so as to summarize the structural characteristics of the most vulnerable failure area in the control section of the shear wall.
[0006] Step 2: Based on the structural characteristics of the failure area summarized in Step 1, the wall failure process is divided into multiple damage stages. Different fitting coefficients for the relationship between bearing capacity and displacement are introduced in different damage stages to establish a non-stationary degradation model of bearing capacity.
[0007] Step 3: Based on the non-stationary degradation model of bearing capacity established in Step 2, the shear wall is divided into multiple vertical units along the height direction according to the crack distribution pattern and structural characteristics of the failure area, and the bearing capacity degradation parameters of each vertical unit are determined, thereby calculating the hysteresis curve of the shear wall.
[0008] Step 4: Based on the strength and deformation characteristics of the low-bonded main reinforcement material, the test data of the shear wall under multi-parameter coupling, and the bearing capacity and displacement relationship corresponding to the fitting coefficients introduced in different damage stages, analyze the characteristics of the P-Δ hysteresis curve; combined with the strain data of the upper and lower parts of the main reinforcement in the joint area, using the characteristic points of the P-Δ hysteresis curve under different stress states as coupling parameters, obtain the key points of the shear wall hysteresis curve, unloading stiffness, and residual displacement.
[0009] Furthermore, the process of dividing the wall failure into multiple damage stages specifically includes: dividing the wall failure process into the initial cracking stage, the steel reinforcement yielding stage, the peak load stage, the ultimate limit state, and the final failure stage.
[0010] Furthermore, the establishment of the non-stationary degradation model of bearing capacity includes:
[0011] Determine the skeleton curve of the shear wall bearing capacity-displacement relationship;
[0012] Identify key points, including: cracking point, yield point, peak point, and limit point;
[0013] Define the fitting coefficients for the relationship between bearing capacity and displacement. The fitting coefficients gradually decrease with increasing cycle number n and damage level.
[0014] A non-stationary degradation model of bearing capacity is obtained through parameter fitting:
[0015]
[0016] in, The bearing capacity of the skeleton curve under displacement δ. This represents the shear wall bearing capacity during the nth cycle at displacement δ.
[0017] Furthermore, the aforementioned unloading stiffness The calculation formula is:
[0018]
[0019] in, This represents the change in the bearing capacity of the shear wall during unloading. This represents the change in displacement of the shear wall during the unloading process.
[0020] Furthermore, the formula for calculating the residual displacement Δr is as follows:
[0021]
[0022] in, This is the peak displacement. This represents the residual displacement after unloading.
[0023] Secondly, the present invention provides a shear wall bearing capacity and residual deformation calculation device that considers the bond slip effect of high-strength steel bars, comprising:
[0024] The feature analysis module is used to statistically analyze the influence of the bond slip effect of the main reinforcement on the bearing capacity of low-bonded reinforced concrete shear walls under the influence of single-parameter variation and multi-parameter coupling based on the collected shear wall test data, thereby summarizing the structural characteristics of the most vulnerable failure area in the control section of the shear wall.
[0025] The degradation model construction module is used to divide the wall failure process into multiple damage stages based on the summarized structural characteristics of the failure area, and then introduce different fitting coefficients of the bearing capacity and displacement relationship in different damage stages to establish a non-stationary degradation model of bearing capacity.
[0026] The hysteresis curve calculation module is used to divide the shear wall into multiple vertical units along the height direction based on the established non-stationary degradation model of bearing capacity, crack distribution pattern and structural characteristics of failure area, and determine the bearing capacity degradation parameters of each vertical unit, thereby calculating the hysteresis curve of the shear wall.
[0027] The residual deformation calculation module is used to analyze the characteristics of the P-Δ hysteresis curve based on the strength and deformation characteristics of the low-bonded main reinforcement material, the test data of the shear wall under multi-parameter coupling, and the bearing capacity and displacement relationship corresponding to the fitting coefficients introduced in different damage stages. Combined with the strain data of the upper and lower parts of the main reinforcement in the joint area, the module uses the characteristic points of the P-Δ hysteresis curve under different stress states as coupling parameters to obtain the key points of the shear wall hysteresis curve, unloading stiffness, and residual displacement.
[0028] Thirdly, the present invention provides an electronic device including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor, when executing the program, implements the method as described in the first aspect.
[0029] Fourthly, the present invention provides a non-transitory computer-readable storage medium having a computer program stored thereon, wherein the computer program, when executed by a processor, implements the method described in the first aspect.
[0030] The beneficial effects of this invention are as follows:
[0031] Compared to existing technologies, the shear wall bearing capacity calculation data obtained by this invention can deeply consider the influence of bond slip between steel bars and concrete, avoiding the problem of one-sided calculation results, and can easily and accurately predict residual deformation values and accurately analyze structural recovery characteristics. Facing the demand for resilient urban construction in high-intensity seismic zones, this invention is based on performance-based resilient structural design to achieve a toughness evaluation of high-rise shear wall structures. Attached Figure Description
[0032] Figure 1 A schematic diagram of a method and process for calculating the bearing capacity and residual deformation of a shear wall considering the bond slip effect of high-strength steel bars, provided in an embodiment of the present invention;
[0033] Figure 2 A schematic diagram of a shear wall bearing capacity and residual deformation calculation device considering the bond slip effect of high-strength steel bars, provided in an embodiment of the present invention;
[0034] Figure 3 This is a structural block diagram of an electronic device provided in an embodiment of the present invention. Detailed Implementation
[0035] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of the embodiments of this invention will be clearly described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention.
[0036] OpenSees (Open System for Earthquake Engineering Simulation) is an open-source, object-oriented software framework primarily used to simulate the nonlinear response of structures and geotechnical systems under earthquakes and other loads.
[0037] This invention employs a method of importing a bond-slip constitutive model of the main reinforcement into the OpenSees analysis platform to finely divide the high-strength steel bars and concrete within the plastic hinge zone. Zero-length elements are used to simulate the shear action between the node area and the foundation beam. Edge concealed columns and wall panels are equivalent to Truss elements in OpenSees, with Concrete02 (concrete) and Steel02 (reinforcement) models selected for material constitutive modeling, respectively. A bond-slip relationship between concrete and steel bars is assigned to the zero-length elements to realize the influence of bond-slip on the seismic performance of the lapped longitudinal reinforcement in the node area. Finally, a method for calculating the bearing capacity and residual deformation of shear walls considering the bond-slip effect of high-strength steel bars is provided, mainly including the following steps:
[0038] S101: Based on a large amount of shear wall test data, the influence of the bond slip effect of the main reinforcement on the bearing capacity of low-bonded reinforced concrete shear walls under the effects of single-parameter variation and multi-parameter coupling was statistically analyzed, and the structural characteristics of the most vulnerable failure zone within the control section of the shear wall were summarized. This statistical law provides data support for the subsequent establishment of a bearing capacity degradation model.
[0039] Specifically, based on extensive shear wall test data, the distribution and propagation rate of wall cracks during the cracking-damage-failure process were statistically analyzed. For example, tests showed that ordinary reinforced shear walls exhibited obvious diagonal cracks and rapid propagation even in the small deformation stage, while walls reinforced with prestressed steel strands (PC strands) or carbon fiber reinforced polymer (CFRP) showed finer cracks and a lower propagation rate. Ordinary reinforced shear walls developed diagonal cracks at a drift angle of 0.17%, with the crack width rapidly increasing to 3 mm (at a drift angle of 2.5%); while walls using PC strands or CFRP showed more uniform cracks, with the width remaining below 1.2 mm.
[0040] The number, spacing, and affected area of main cracks at the joint between the plastic hinge zone and the foundation were analyzed. Combined with the characteristics of the specimen size, the effect of the low bond characteristics of the main reinforcement on the stress reduction at the joint was considered. The influence of the bond slip effect of the main reinforcement on the bearing capacity of the low bond reinforced concrete shear wall under the single parameter variation and multi-parameter coupling was statistically obtained. Finally, the structural characteristics of the most vulnerable failure area in the control section of the shear wall were summarized.
[0041] In this embodiment of the invention, the "multiple parameters" mentioned above include the bond strength between steel reinforcement and concrete, slippage, concrete strength grade, shear span ratio, axial compression ratio, and longitudinal reinforcement ratio. Through experiments and analysis, it was found that the influencing factors include: when the bond-slip effect is significant, the shear wall hysteresis curve gradually changes from the traditional spindle shape to an origin-oriented shape, with a lower peak bearing capacity but a significantly reduced residual deformation after unloading. "Structural characteristics of the failure zone" refers to the local failure characteristics of the shear wall, such as concrete crushing and steel buckling, that occur in the plastic hinge zone and at the edge column base. These characteristics are used to clarify the distribution location of key computational units during model partitioning, thereby providing a basis for assigning values to subsequent degradation parameters.
[0042] S102: Based on the structural characteristics of the failure area summarized in step S101, the wall failure process is divided into multiple damage stages, and different fitting coefficients of the bearing capacity and displacement relationship are introduced in different damage stages to establish a non-stationary degradation model of bearing capacity.
[0043] Specifically, the wall failure process is divided into five damage stages: initial cracking stage, steel yielding stage, peak load stage, ultimate state and final failure stage, namely cracking-yielding-peak load-ultimate-failure.
[0044] By comparing and analyzing the stress-strain data characteristics of materials at different damage stages of shear wall components, and considering the influence of shear deformation and failure mechanisms, simplified convergent mechanical property calculations are performed based on the relationship between curvature and rotation. The curvature-rotation relationship used in the calculation is as follows:
[0045]
[0046] in, For bending deformation, For shear deformation, The total deformation is the result of the combined effects of bending and shear deformation.
[0047] The fitting coefficients for the bearing capacity-displacement relationship are derived from different bonding models (such as the LB-HS and D-HS models). By introducing the fitting coefficients of different bonding models at different damage stages, a non-stationary degradation model of bearing capacity based on the material state change process is established for the correction calculation of the bearing capacity-displacement relationship. The role of this model is to transform the experimentally obtained damage characteristics into calculable recovery force curves.
[0048] The "non-stationary degradation model of bearing capacity based on material state change process" described in this invention is not a simple bearing capacity-displacement curve, but a mathematical model obtained by fitting and correcting this relationship based on the material state change process. This model can describe the bearing capacity degradation law of shear walls at different damage stages. The model construction process mainly includes: after obtaining the skeleton curve of the shear wall bearing capacity-displacement relationship, combining the state evolution of the material at different damage stages (including concrete cracking, steel yielding, bond slip, and concrete crushing, etc.), establishing a mathematical model that can reflect the gradual decay of bearing capacity with the number of cycles and damage accumulation. The specific process is as follows:
[0049] Determine the skeleton curve of the shear wall bearing capacity-displacement relationship;
[0050] Identify key points: cracking point, yield point, peak point, and limit point;
[0051] Define the fitting coefficients for the relationship between bearing capacity and displacement. The fitting coefficients gradually decrease with increasing cycle number n and damage level.
[0052] A non-stationary degradation model of bearing capacity is obtained through parameter fitting:
[0053]
[0054] in, The bearing capacity of the skeleton curve under displacement δ. This represents the shear wall bearing capacity during the nth cycle at displacement δ.
[0055] This model is used in subsequent steps to: ① assign different degradation rules to each element during vertical element division to achieve convergence calculation of the overall hysteresis curve; ② generate reasonable unloading stiffness and residual displacement prediction results in the cyclic hysteresis curve calculation.
[0056] S103: Based on the non-stationary degradation model of bearing capacity established in step S102, the shear wall is divided into multiple vertical units along the height direction according to the crack distribution pattern and structural characteristics of the failure area, and the bearing capacity degradation parameters of each vertical unit are determined, thereby calculating the hysteresis curve of the shear wall.
[0057] Specifically, a "vertical unit" refers to dividing the wall into several units (such as edge column units, wall limb units, and core area units) along the wall height direction. Each vertical unit is assigned different bearing capacity degradation parameters based on its crack distribution and structural characteristics of the failure area. By calculating each vertical unit individually and then superimposing them as a whole, the convergence calculation of the shear wall hysteresis curve can be achieved.
[0058] S104: Based on the strength and deformation characteristics of low-bonded main reinforcement materials, the test data of shear walls under multi-parameter coupling, and the bearing capacity and displacement relationship corresponding to the fitting coefficients introduced in different damage stages, analyze the characteristics of the P-Δ hysteresis curve.
[0059] By combining the strain data of the upper and lower parts of the main reinforcement in the node area, and using the characteristic points of the P-Δ hysteresis curve under different stress states as coupling parameters, the key points of the shear wall hysteresis curve, unloading stiffness and residual displacement are obtained.
[0060] Specifically, the key points of each cyclic hysteresis curve include: yield point (initial stiffness inflection point), peak point (maximum load point), unloading point (unloading stiffness calculation point), and residual point (residual deformation value after unloading).
[0061] Unloading stiffness The calculation formula is:
[0062]
[0063] in, This represents the change in the bearing capacity of the shear wall during unloading. This represents the change in displacement of the shear wall during the unloading process.
[0064] The formula for calculating the residual displacement Δr is:
[0065]
[0066] in, This is the peak displacement. This represents the residual displacement after unloading.
[0067] The hysteresis curves of PC strands exhibit an origin-oriented pattern, unlike the spindle-shaped pattern of ordinary reinforcing bars. The hysteresis criterion proposed in this invention, based on bond slip, can describe the origin-oriented hysteresis characteristics of shear walls under low-bonded reinforcement. It is applicable to both conventional symmetrical cycles and random and complex loading paths. By introducing coupled calculations of residual displacement, unloading stiffness, and energy dissipation indices, this criterion can more accurately predict the restoring force characteristics of shear walls under seismic loading.
[0068] The shear wall bearing capacity and residual deformation calculation method provided by this invention has the following advantages: (1) It fully considers the bond slip effect and avoids the problem of overestimation of bearing capacity; (2) The accuracy of residual deformation prediction is improved, which can more accurately reflect the recovery performance after the earthquake; (3) It is applicable to high-strength steel and low-bond reinforced concrete shear walls, which meets the needs of tough urban construction in high-intensity areas; (4) Based on a calculation framework of multiple parameters (bond strength, slip, concrete strength, shear span ratio, axial compression ratio, longitudinal reinforcement ratio, etc.), it has stronger versatility and scalability.
[0069] Based on the same inventive concept, such as Figure 2 As shown, this embodiment of the invention provides a shear wall bearing capacity and residual deformation calculation device that considers the bond slip effect of high-strength steel bars, including a feature analysis module, a degradation model construction module, a hysteresis curve calculation module and a residual deformation calculation module;
[0070] The feature analysis module is used to statistically analyze the influence of the bond-slip effect of the main reinforcement on the bearing capacity of low-bonded reinforced concrete shear walls under single-parameter variation and multi-parameter coupling effects based on collected shear wall test data, thereby summarizing the structural characteristics of the most vulnerable failure zone within the control section of the shear wall. The degradation model construction module is used to divide the wall failure process into multiple damage stages based on the summarized structural characteristics of the failure zone, and then introduce different fitting coefficients for the bearing capacity-displacement relationship in different damage stages to establish a non-stationary degradation model of the bearing capacity. The hysteresis curve calculation module is used to calculate the crack distribution morphology based on the established non-stationary degradation model of the bearing capacity. Based on the structural characteristics of the failure zone, the shear wall is divided into multiple vertical units along the height direction, and the bearing capacity degradation parameters of each vertical unit are determined, thereby calculating the shear wall hysteresis curve. The residual deformation calculation module is used to analyze the P-Δ hysteresis curve characteristics based on the strength and deformation characteristics of the low-bonded main reinforcement material, the shear wall test data under multi-parameter coupling, and the bearing capacity and displacement relationship corresponding to the fitting coefficients introduced in different damage stages. Combining the strain data of the upper and lower parts of the main reinforcement in the node area, the key points of the P-Δ hysteresis curve, unloading stiffness, and residual displacement of the shear wall hysteresis curve are obtained by using the characteristic points of the P-Δ hysteresis curve under different stress states as coupling parameters.
[0071] It should be noted that the shear wall bearing capacity and residual deformation calculation device considering the bond slip effect of high-strength steel bars provided in the embodiments of the present invention is for the purpose of implementing the above method. Its specific functions can be referred to the above method embodiments, and will not be repeated here.
[0072] Figure 3 An example is a schematic diagram of the physical structure of an electronic device, such as... Figure 3 As shown, the electronic device may include: a processor 301, a communication interface 302, a memory 303, and a communication bus 304. The processor 301, communication interface 302, and memory 303 communicate with each other via the communication bus 304. The processor 301 can call logical instructions in the memory 303 to execute a method for calculating the bearing capacity and residual deformation of a shear wall considering the bond-slip effect of high-strength steel reinforcement. This method includes: Step 1: Based on collected shear wall test data, statistically analyze the influence of the bond-slip effect of the main reinforcement on the bearing capacity of low-bonded reinforced concrete shear walls under single-parameter variation and multi-parameter coupling effects, thereby summarizing the structural characteristics of the most vulnerable failure zone within the control section of the shear wall; Step 2: Based on the structural characteristics of the failure zone summarized in Step 1, divide the wall failure process into multiple damage stages, thereby introducing different fitting coefficients for the bearing capacity-displacement relationship in different damage stages to establish a non-stationary degradation model of the bearing capacity. Step 3: Based on the non-stationary degradation model of bearing capacity established in Step 2, the shear wall is divided into multiple vertical units along the height direction according to the crack distribution pattern and structural characteristics of the failure area, and the bearing capacity degradation parameters of each vertical unit are determined, thereby calculating the hysteresis curve of the shear wall; Step 4: According to the strength and deformation characteristics of the low-bonded main reinforcement material, the test data of the shear wall under multi-parameter coupling action, and the bearing capacity and displacement relationship corresponding to the fitting coefficients introduced in different damage stages, the characteristics of the P-Δ hysteresis curve are analyzed; combined with the strain data of the upper and lower parts of the main reinforcement in the node area, the characteristic points of the P-Δ hysteresis curve under different stress states are used as coupling parameters to obtain the key points of the shear wall hysteresis curve, unloading stiffness and residual displacement.
[0073] Furthermore, when the logical instructions in the aforementioned memory 303 are implemented as software functional units and sold or used as independent products, they can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, or the part that contributes to the prior art, or a part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods described in the various embodiments of the present invention. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.
[0074] This invention also provides a computer program product, which includes a computer program stored on a non-transitory computer-readable storage medium. The computer program includes program instructions, and when the program instructions are executed by a computer, the computer can execute a method for calculating the bearing capacity and residual deformation of a shear wall considering the bond slip effect of high-strength steel bars, provided in the above-described method embodiments.
[0075] This invention also provides a non-transitory computer-readable storage medium storing a computer program thereon. When the computer program is executed by a processor, it implements the method provided in the above-described method embodiments for calculating the bearing capacity and residual deformation of a shear wall considering the bond slip effect of high-strength steel bars.
[0076] Through the above description of the embodiments, those skilled in the art can clearly understand that each embodiment can be implemented by means of software plus necessary general-purpose hardware platforms, and of course, it can also be implemented by hardware. Based on this understanding, the above technical solutions, in essence or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product can be stored in a computer-readable storage medium, such as ROM / RAM, magnetic disk, optical disk, etc., and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute the methods described in the various embodiments or some parts of the embodiments.
[0077] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.
Claims
1. A method for calculating the bearing capacity and residual deformation of a shear wall considering the bond-slip effect of high-strength steel reinforcement, characterized in that, include: Step 1: Based on the collected shear wall test data, the influence of the bond slip effect of the main reinforcement on the bearing capacity of the low-bonded reinforced concrete shear wall under the single parameter variation and multi-parameter coupling effect is statistically analyzed, so as to summarize the structural characteristics of the most vulnerable failure area in the control section of the shear wall. Step 2: Based on the structural characteristics of the failure area summarized in Step 1, the wall failure process is divided into multiple damage stages. Different fitting coefficients for the relationship between bearing capacity and displacement are introduced in different damage stages to establish a non-stationary degradation model of bearing capacity. Step 3: Based on the non-stationary degradation model of bearing capacity established in Step 2, the shear wall is divided into multiple vertical units along the height direction according to the crack distribution pattern and structural characteristics of the failure area, and the bearing capacity degradation parameters of each vertical unit are determined, thereby calculating the hysteresis curve of the shear wall. Step 4: Based on the strength and deformation characteristics of the low-bonded main reinforcement material, the test data of the shear wall under multi-parameter coupling, and the bearing capacity and displacement relationship corresponding to the fitting coefficients introduced in different damage stages, analyze the characteristics of the P-Δ hysteresis curve; combined with the strain data of the upper and lower parts of the main reinforcement in the joint area, using the characteristic points of the P-Δ hysteresis curve under different stress states as coupling parameters, obtain the key points of the shear wall hysteresis curve, unloading stiffness, and residual displacement.
2. The method for calculating the bearing capacity and residual deformation of a shear wall considering the bond-slip effect of high-strength steel bars according to claim 1, characterized in that, The process of dividing the wall failure into multiple damage stages includes: dividing the wall failure process into the initial cracking stage, the steel bar yielding stage, the peak load stage, the ultimate limit state, and the final failure stage.
3. The method for calculating the bearing capacity and residual deformation of a shear wall considering the bond slip effect of high-strength steel bars according to claim 2, characterized in that, The establishment of the non-stationary degradation model of bearing capacity includes: Determine the skeleton curve of the shear wall bearing capacity-displacement relationship; Identify key points, including: cracking point, yield point, peak point, and limit point; Define the fitting coefficients for the relationship between bearing capacity and displacement. The fitting coefficients gradually decrease with increasing cycle number n and damage level. A non-stationary degradation model of bearing capacity is obtained through parameter fitting: in, The bearing capacity of the skeleton curve under displacement δ. This represents the shear wall bearing capacity during the nth cycle at displacement δ.
4. The method for calculating the bearing capacity and residual deformation of a shear wall considering the bond-slip effect of high-strength steel bars according to claim 1, characterized in that, The aforementioned unloading stiffness The calculation formula is: in, This represents the change in the bearing capacity of the shear wall during unloading. This represents the change in displacement of the shear wall during the unloading process.
5. The method for calculating the bearing capacity and residual deformation of a shear wall considering the bond-slip effect of high-strength steel bars according to claim 1, characterized in that, The formula for calculating the residual displacement Δr is as follows: in, This is the peak displacement. This represents the residual displacement after unloading.
6. A device for calculating the bearing capacity and residual deformation of a shear wall considering the bond-slip effect of high-strength steel reinforcement, characterized in that, include: The feature analysis module is used to statistically analyze the influence of the bond slip effect of the main reinforcement on the bearing capacity of low-bonded reinforced concrete shear walls under the influence of single-parameter variation and multi-parameter coupling based on the collected shear wall test data, thereby summarizing the structural characteristics of the most vulnerable failure area in the control section of the shear wall. The degradation model construction module is used to divide the wall failure process into multiple damage stages based on the summarized structural characteristics of the failure area, and then introduce different fitting coefficients of the bearing capacity and displacement relationship in different damage stages to establish a non-stationary degradation model of bearing capacity. The hysteresis curve calculation module is used to divide the shear wall into multiple vertical units along the height direction based on the established non-stationary degradation model of bearing capacity, crack distribution pattern and structural characteristics of failure area, and determine the bearing capacity degradation parameters of each vertical unit, thereby calculating the hysteresis curve of the shear wall. The residual deformation calculation module is used to analyze the characteristics of the P-Δ hysteresis curve based on the strength and deformation characteristics of the low-bonded main reinforcement material, the test data of the shear wall under multi-parameter coupling, and the bearing capacity and displacement relationship corresponding to the fitting coefficients introduced in different damage stages. Combined with the strain data of the upper and lower parts of the main reinforcement in the joint area, the module uses the characteristic points of the P-Δ hysteresis curve under different stress states as coupling parameters to obtain the key points of the shear wall hysteresis curve, unloading stiffness, and residual displacement.
7. An electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the program, it implements the method as described in any one of claims 1 to 5.
8. A non-transitory computer-readable storage medium having a computer program stored thereon, characterized in that, When the computer program is executed by a processor, it implements the method as described in any one of claims 1 to 5.