CN116204957A - OpenSees-based small span-to-height ratio continuous beam hysteresis characteristic prediction method and storage medium - Google Patents

OpenSees-based small span-to-height ratio continuous beam hysteresis characteristic prediction method and storage medium Download PDF

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CN116204957A
CN116204957A CN202310125301.6A CN202310125301A CN116204957A CN 116204957 A CN116204957 A CN 116204957A CN 202310125301 A CN202310125301 A CN 202310125301A CN 116204957 A CN116204957 A CN 116204957A
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虞终军
王建峰
段炼
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Architecture Design and Research Institute of Tongji University Group Co Ltd
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Abstract

The invention relates to a small span-height ratio continuous beam hysteresis characteristic prediction method and a storage medium based on OpenSees, which are used for constructing a continuous beam model for simulating an actual small span-height ratio continuous beam based on a nonlinear finite element computing software OpenSees platform, and carrying out low-cycle repeated loading on the continuous beam model to obtain a hysteresis characteristic prediction result; the continuous beam model comprises fiber beam units and zero-length nonlinear shear-slip tension spring units positioned at two ends of the fiber beam units, wherein the ZeroLength Element units with one nonlinear shear-slip tension spring rate form the zero-length nonlinear shear-slip tension spring units, and the fiber beam units are formed by fiber units with one section nonlinear shear stiffness and based on force interpolation. Compared with the prior art, the invention can effectively consider the nonlinear shear deformation and the sliding and stretching deformation of the beam end of the small-span-to-high-ratio connecting beam, and can accurately predict the hysteresis characteristic of the small-span-to-high-ratio connecting beam.

Description

OpenSees-based small span-to-height ratio continuous beam hysteresis characteristic prediction method and storage medium
Technical Field
The invention relates to the technical field of structural earthquake resistance, in particular to a small span-to-height ratio continuous beam hysteresis characteristic prediction method based on OpenSees and a storage medium.
Background
The reinforced concrete coupled shear wall structure has high overall performance, high lateral rigidity and high vertical bearing capacity, so that the reinforced concrete coupled shear wall structure is widely applied to high-rise building structures. The practical earthquake test and test results show that the bearing capacity, the ductility and the energy consumption capacity of the connecting beam member have great influence on the earthquake resistance of the whole coupled shear wall structure. Therefore, in the analysis design of high-rise building structures, how to accurately consider the nonlinear hysteresis characteristics of the connecting beam in the finite element model is particularly critical.
As a structural member at the door and window opening of a building, concrete tie beams generally have a small span-to-height ratio (less than 2.5). The results of a large number of reinforced concrete connecting beam anti-seismic tests at home and abroad show that the performance of the connecting beam is obviously affected by the shearing action due to smaller shearing span, and obvious strength and rigidity degradation and obvious pinching phenomenon are shown. This complex feature makes numerical modeling of its hysteresis quite difficult. The vibration-proof test result of the connecting beam shows that the deformation of the connecting beam under the repeated load effect mainly comprises the following three parts: (1) bending deformation; (2) shear deformation; and (3) sliding deformation of the interface of the connecting beam and the wall limb. The non-linear shear deformation and interface slip deformation are ignored with conventional fiber section simulations, which are suitable for frame beams with large span-to-height ratios, and larger errors for tie beams with smaller span-to-height ratios.
Several scholars at home and abroad have studied the shearing nonlinear relation, and according to the classification of the acting objects, 3 ways exist for considering the shearing nonlinearity of the reinforced concrete member: (1) a material hierarchy; (2) a cross-sectional hierarchy; (3) cell hierarchy. In theory, the shearing nonlinear effect is the most essential and accurate in consideration of the material level, but the concrete multidimensional constitutive relation is in a research stage, and whether the actual elastoplastic reaction of a structure can be reliably simulated needs further demonstration. And when a concrete uniaxial stress-strain relation is adopted to establish a refined model for analysis, the simulated reinforced concrete beam has a better monotone loading effect, but the simulated cyclic reciprocating loading result is generally quite different from the test. In addition, the nonlinearity is also faced with the problems of long calculation time and difficult convergence of calculation from the material level. The principle of shearing nonlinearity is simple from the unit level, the calculated amount is small, but the simulation is not accurate enough due to the fact that the position of the shearing spring is limited.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide an OpenSees-based small-span-height ratio continuous beam hysteresis characteristic prediction method and a storage medium for accurately simulating a small-span-height ratio continuous beam hysteresis process.
The aim of the invention can be achieved by the following technical scheme:
a small span-to-height ratio continuous beam hysteresis characteristic prediction method based on OpenSees comprises the following steps:
constructing a connecting beam model for simulating an actual small span-to-height ratio connecting beam based on an OpenSees analysis platform, carrying out low-cycle repeated loading on the connecting beam model, recording the shearing force at one end and the displacement at the other end, obtaining a load-displacement hysteresis curve of the connecting beam model, and obtaining a hysteresis characteristic prediction result;
the continuous beam model comprises a fiber beam unit and zero-length nonlinear shear-slip tension spring units positioned at two ends of the fiber beam unit, wherein the zero-length nonlinear shear-slip tension spring units are formed by ZeroLength Element units with nonlinear shear-slip spring stiffness provided by OpenSees analysis platforms, the fiber beam units are formed by fiber units with a section integral stiffness matrix based on force interpolation, and the section integral stiffness matrix is formed by combining nonlinear shear stiffness of section layers and axial and bending stiffness of fiber sections.
Further, the force interpolation-based fiber unit comprises a continuous beam fiber section, and a section nonlinear shear mechanism of the continuous beam fiber section is defined by a Hysteretic Material material mechanism provided by an OpenSees analysis platform.
Further, in the fiber section of the continuous beam, the continuous beam Concrete adopts a Concrete02 structure, and the continuous beam Steel bar adopts a Steel02 structure.
Further, the cross section of the continuous beam fiber is determined according to the cross section size of the continuous beam, the arrangement of the reinforcing steel bars and the material strength grade parameters.
Further, the skeleton curve of the Hysteretic Material material structure is a three-fold line model.
Further, key parameters of the Hysteretic Material material structure include crack point load and strain, peak point load and strain, and off-load section stiffness.
Further, the zero length nonlinear shear-slip extension spring unit is defined using Hysteretic Material material structure.
Further, the skeleton curve of the Hysteretic Material material structure is a two-fold line model, and key parameters comprise peak point load, displacement and unloading section rigidity.
Further, the hysteresis characteristics include stiffness at Liang Chushi, peak load, stiffness degradation, pinch effect, and hysteresis energy consumption.
In another aspect, the present invention also provides a computer-readable storage medium comprising one or more programs for execution by one or more processors of an electronic device, the one or more programs comprising instructions for performing the OpenSees-based small span-to-height ratio tie-beam hysteresis characteristic prediction method as described above
Compared with the prior art, the invention has the following beneficial effects:
1. the invention constructs a reinforced concrete beam connecting model based on an OpenSees analysis platform, wherein the beam connecting model consists of a fiber unit with a nonlinear shearing mechanism and nonlinear shearing-sliding tension spring units with zero lengths at two ends, so that the advantages of axial force and bending coupling of fiber sections can be utilized, the bending characteristics of components can be accurately and efficiently reflected, and the nonlinear shearing deformation of the small-span-height ratio beam connecting and the sliding deformation of the interface between the beam connecting and a wall limb can be considered, so that the hysteresis characteristics of the small-span-height ratio Liang Chushi rigidity, peak load, rigidity degradation, pinch effect, hysteresis energy consumption and the like can be accurately predicted.
2. According to the invention, the nonlinear shearing rigidity of the section level and the axial and bending rigidity of the fiber section are combined to obtain the section integral rigidity matrix, so that the fiber section with the axial shearing bending function can be considered at the same time, and the simulation accuracy is improved.
3. The method is realized based on an OpenSees analysis platform, and is simple and reliable.
Drawings
FIG. 1 is a schematic flow chart of the method of the present invention;
FIG. 2 is a schematic diagram of a beam-joining model constructed in accordance with the present invention;
FIG. 3 is a schematic diagram of stress-strain relationship of the uniaxial concrete material of the invention;
fig. 4 is a schematic diagram of stress-strain relationship of the uniaxial reinforcing steel material of the present invention;
FIG. 5 is a schematic diagram of a nonlinear shear constitutive relationship of the present invention;
FIG. 6 is a schematic diagram of a nonlinear shear-slip stretch relationship according to the present invention;
FIG. 7 is a schematic diagram of a hysteresis rule of uniaxial Hysteretic Material material according to the present invention;
FIG. 8 is a schematic diagram of a Section Aggregator command of the present invention;
FIG. 9 is a schematic illustration of a cross-sectional division of a web fiber in accordance with the present invention;
FIG. 10 is a schematic diagram of the loading system in the simulation analysis of the present invention;
FIG. 11 is a graph comparing load-displacement hysteresis curves obtained by the simulation analysis of the present invention with load-displacement curves of a real test.
Detailed Description
The invention will now be described in detail with reference to the drawings and specific examples. The present embodiment is implemented on the premise of the technical scheme of the present invention, and a detailed implementation manner and a specific operation process are given, but the protection scope of the present invention is not limited to the following examples.
The embodiment provides a small span-to-height ratio bridge hysteresis characteristic prediction method based on OpenSees, which comprises the following steps: constructing a connecting beam model for simulating an actual small span-to-height ratio connecting beam based on an OpenSees analysis platform, carrying out low-cycle repeated loading on the connecting beam model, recording the shearing force at one end and the displacement at the other end, obtaining a load-displacement hysteresis curve of the connecting beam model, and obtaining a hysteresis characteristic prediction result; the continuous beam model comprises fiber beam units and zero-length nonlinear shear-slip tension spring units positioned at two ends of the fiber beam units, wherein the zero-length nonlinear shear-slip tension spring units are formed by ZeroLength Element units with nonlinear shear-slip spring stiffness provided by OpenSees analysis platforms, the fiber beam units are formed by fiber units based on force interpolation, and the fiber beam units are provided with a section integral stiffness matrix, wherein the section integral stiffness matrix is formed by combining nonlinear shear stiffness of section layers and axial and bending stiffness of fiber sections, and fiber sections with axial shear bending effect can be considered at the same time. The method is based on a nonlinear finite element computing software OpenSees platform, and simulates hysteresis response of the small-span-to-high-ratio connecting beam under the action of low-cycle reciprocating loading.
As shown in fig. 1, the simulation construction process of the continuous beam model includes:
s1, sequentially defining nodes (1), (2), (3), (4) and units A, B and C according to the span of the connecting beam.
The node (1) and the node (2) are in the same point, the distance between the node (2) and the node (3) is the span of a connecting beam, and the node (3) and the node (4) are in the same point, so that a zero-length unit (ZeroLength Element) is realized. Node (1) is connected to node (2) to form cell a, node (2) is connected to node (3) to form cell B, and node (3) is connected to node (4) to form cell C, as shown in fig. 2 (the nodes are manually disconnected to express zero length cells between the nodes, and are virtually co-sited).
S2, according to the cross section size of the connecting beam, the arrangement of the reinforcing steel bars and the strength grade parameters of the materials, wherein the strength grade parameters of the materials specifically comprise the strength grade of concrete, reinforcing steel bars and steel materials, and the definition of the fiber cross section of the connecting beam is realized.
Wherein, even beam Concrete adopts Concrete02 constitutive model, as shown in FIG. 3, in the figure: epsilon 0 The strain corresponding to the concrete stress peak value; epsilon u The stress of the concrete is reduced to 20% of the peak stress corresponding to the compressive strain; k is the coefficient of the strength improvement of the stirrup on the concrete; f (f) c ' is the compressive strength (MPa) of the concrete cylinder; e (E) 0 Is the origin tangential stiffness. E (E) 20 For unload stiffness when unloading from the start of the horizontal segment on the pressed skeleton curve; f (f) t Peak tensile stress; epsilon t Peak tensile strain; λ=e 20 /E 0 . The beam connecting Steel bar adopts a Steel02 structure, as shown in figure 4.
S3, realizing the definition of the cross-section nonlinear shearing mechanism through a Hysteretic Material material mechanism provided by OpenSees. In a specific embodiment, a schematic diagram of the nonlinear shear constitutive relation is shown in fig. 5, and the key parameters to be solved include 3:
(1) Fracture point load and strain (V) cr ，γ cr )：
Figure BDA0004081982410000051
Figure BDA0004081982410000052
/>
Figure BDA0004081982410000053
Figure BDA0004081982410000054
Wherein: f (f) c ' is the compressive strength of the concrete cylinder; ρ sv Is the hoop matching rate; b. h is a 0 The width and the effective height of the rectangular beam section are respectively; l is the span of the connecting beam; a is the cross-sectional area of a rectangular beam; g c Shear modulus of concrete; v is poisson's ratio; e (E) c Is the elastic modulus of the concrete; k (k) i Is the initial stiffness.
(2) Peak point load and strain (V) u ，γ u )：
V u ＝min(V u1 ,V u2 )
Figure BDA0004081982410000055
Figure BDA0004081982410000056
Figure BDA0004081982410000057
Figure BDA0004081982410000058
Wherein: m is M u The connecting beam is bending-resistant and bearing; a is that sv The area of the stirrup; f (f) sv The strength of the stirrup; s is the stirrup spacing.
(3) Unload section stiffness k d ：
Figure BDA0004081982410000059
Wherein: τ 0 Is the nominal shear-to-pressure ratio; beta is the ratio of the shearing hoop; a is that s Is the area of the longitudinal ribs; e (E) s Is the elastic modulus of the steel bar; a, a s Is the distance from the combined force acting point of the steel bars to the edge of the beam.
Hysteretic Material material hysteresis rules are shown in fig. 7. In the figure: e, e 1p ～e 3p 、s 1p ～s 3p Respectively the abscissa and the ordinate of the positive 3 key points of the skeleton curve; e, e 1n ～e 3n 、s 1n ～s 3n The abscissa and the ordinate of the negative 3 key points of the skeleton curve are respectively. P is p x To unload the process deformation (strain) pinch coefficient, p y To unload the process force (stress) pinch coefficient. damage1 is based on ductile damage coefficient, damage2 is based on energy damage coefficient, beta is based on index of ductile control unload stiffness degradation. The key parameters are as follows: p is p x Taking 0.6; p is p y Taking 0.15; damage1 and damage2 are both taken to be 0; beta is taken as 0.4.K (K) ul To unload stiffness, the following is calculated:
K ul ＝μ -0.4 K i
wherein: μ is the ductility coefficient; ki is the initial stiffness.
S4, realizing nonlinear shear-slip stretching material constitutive definition through a Hysteretic Material material constitutive (shown in fig. 5) provided by OpenSees. In a specific embodiment, a schematic diagram of the nonlinear shear-slip stretching constitutive relation is shown in fig. 7, and the key parameters to be solved include 2:
(1) Peak point load and strain (V) u ，s eu )：
Figure BDA0004081982410000061
Figure BDA0004081982410000062
/>
Figure BDA0004081982410000063
Figure BDA0004081982410000064
Figure BDA0004081982410000065
Wherein: u (u) e Is elastic bonding stress; u (u) u Peak bond stress; l (L) e Is the length of the elastic section; l (L) a Is an anchoring length; d, d b Is the diameter of the longitudinal rib.
(2) Unload section stiffness k dse ：
Figure BDA0004081982410000066
The above nonlinear shear-slip stretching mechanism is given to ZeroLength Element units provided by openses, forming unit a and unit C.
S5, combining the nonlinear shear rigidity of the section hierarchy with the axial and bending rigidity of the fiber section by using Section Aggregator commands provided by OpenSees to obtain a section integral rigidity matrix, realizing the fiber section which can simultaneously consider the axial shear bending action, and giving the section attribute to the fiber unit based on force interpolation to form a unit B. The nonlinear shear stiffness is calculated in the step S3, and the axial direction and the bending stiffness of the fiber section can be solved by a fiber unit based on force interpolation in an OpenSees program.
Section Aggregator command is schematically shown in fig. 8.
S6, assembling zero-length linear shear-slip spring units A and C at two ends of the fiber beam unit B, as shown in FIG. 2.
The above-described method, if implemented in the form of a software functional unit and sold or used as a stand-alone product, may be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention may be embodied essentially or in a part contributing to the prior art or in a part of the technical solution, in the form of a software product stored in a storage medium, comprising several instructions for causing a computer device (which may be a personal computer, a server, a network device, etc.) to perform all or part of the steps of the method according to the embodiments of the present invention. And the aforementioned storage medium includes: a U-disk, a removable hard disk, a Read-Only Memory (ROM), a random access Memory (RAM, random Access Memory), a magnetic disk, or an optical disk, or other various media capable of storing program codes.
In the embodiment, the width of the connecting beam to be simulated is 130mm, the height is 700mm, the span is 700mm, the single-side longitudinal reinforcement ratio is 0.44%, the hooping ratio is 1.51%, the concrete strength is 24MPa, the longitudinal reinforcement strength is 385MPa, the waist reinforcement strength is 364MPa, and the hooping strength is 364MPa [ reference sources: pi Tianxiang the reinforced concrete shear wall small span-to-height ratio connecting beam earthquake resistance test and design method research [ D ]. Chongqing university, 2008 ].
Node (1) (0, 0), node (2) (0, 0), node (3) (0,0,700), node (4) (0,0,700) are established. Node (1) and node (2) are connected to form unit A, node (2) and node (3) are connected to form unit B, and node (3) and node (4) form unit C. The node (1) is fixedly connected, and the node (4) releases the horizontal translational displacement constraint.
A web fiber cross-section is defined as shown in fig. 9. Wherein Concrete fiber adopts a Concrete02 constitutive model (figure 3), and Steel fiber adopts a Steel02 constitutive model (figure 4).
The key point data of the nonlinear shearing mechanism are calculated and obtained as follows: fracture point coordinates (V) cr ，γ cr ) Is (1.089x10) 5 N, 0.000140015); peak point coordinates (V) u ，γ u ) Is (3.945x10) 5 N, 0.004077239); unload section stiffness k d 2.509x10 5 N. The above coordinates are given to the Hysteretic Material material structure.
The Section Aggregator command provided by OpenSees is utilized to combine the nonlinear shearing rigidity of the section hierarchy with the axial and bending rigidity of the fiber section to obtain a section overall rigidity matrix, so that the fiber section with the axial shearing bending function can be considered simultaneously is realized, and the section attribute is given to the fiber unit based on force interpolation to form a unit B.
Calculating and obtaining the linear shear sliding spring stiffness k s 1.32x10 7 N and gives zero length shear spring units a and C.
The above model was loaded repeatedly for a low period, and the loading schedule is shown in fig. 10. A graph of the shear force of the node (1) and the displacement of the node (4) to obtain a simulated load-displacement hysteresis curve and a load-displacement curve of a real test is recorded, and is shown in FIG. 11. It can be seen that the hysteresis characteristics of the link Liang Chushi, such as rigidity, peak load, rigidity degradation, pinch effect, hysteresis energy consumption and the like simulated by the method of the embodiment are basically consistent with the test.
The foregoing describes in detail preferred embodiments of the present invention. It should be understood that numerous modifications and variations can be made in accordance with the concepts of the invention by one of ordinary skill in the art without undue burden. Therefore, all technical solutions which can be obtained by logic analysis, reasoning or limited experiments based on the prior art by the person skilled in the art according to the inventive concept shall be within the scope of protection defined by the claims.

Claims (10)

1. The small span-to-height ratio continuous beam hysteresis characteristic prediction method based on OpenSees is characterized by comprising the following steps of:
constructing a connecting beam model for simulating an actual small span-to-height ratio connecting beam based on an OpenSees analysis platform, carrying out low-cycle repeated loading on the connecting beam model, recording the shearing force at one end and the displacement at the other end, obtaining a load-displacement hysteresis curve of the connecting beam model, and obtaining a hysteresis characteristic prediction result;
the continuous beam model comprises a fiber beam unit and zero-length nonlinear shear-slip tension spring units positioned at two ends of the fiber beam unit, wherein the zero-length nonlinear shear-slip tension spring units are formed by ZeroLength Element units with nonlinear shear-slip spring stiffness provided by OpenSees analysis platforms, the fiber beam units are formed by fiber units with a section integral stiffness matrix based on force interpolation, and the section integral stiffness matrix is formed by combining nonlinear shear stiffness of section layers and axial and bending stiffness of fiber sections.
2. The OpenSees-based small span-to-height ratio tie beam hysteresis characteristic prediction method of claim 1, wherein the force interpolation-based fiber unit comprises a tie beam fiber cross section whose cross-section nonlinear shear architecture is defined by a Hysteretic Material material architecture provided by an OpenSees analysis platform.
3. The opensee-based small span-height ratio bridge hysteresis characteristic prediction method according to claim 2, wherein bridge-connecting Concrete adopts a Concrete02 structure and bridge-connecting Steel bars adopt a Steel02 structure in the bridge-connecting fiber section.
4. The opensee-based small span-to-height ratio tie beam hysteresis characteristic prediction method of claim 2, wherein the tie beam fiber cross section is determined according to tie beam cross section dimensions, rebar placement, and material strength grade parameters.
5. The opensee-based small span-height ratio bridge hysteresis characteristic prediction method according to claim 2, wherein the skeleton curve of the Hysteretic Material material structure is a three-fold line model.
6. The opensee-based small span-height ratio tie-beam hysteresis characteristic prediction method according to claim 5, wherein the key parameters of the Hysteretic Material material structure include crack point load and strain, peak point load and strain, and unload section stiffness.
7. The opensee-based small span-height ratio tie beam hysteresis characteristic prediction method of claim 1, wherein the zero-length nonlinear shear-slip tension spring unit is defined using a Hysteretic Material material texture.
8. The opensee-based small span-height ratio tie beam hysteresis characteristic prediction method according to claim 7, wherein the skeleton curve of the Hysteretic Material material structure is a two-fold line model, and the key parameters include peak point load, displacement and unloading section rigidity.
9. The opensee-based small span-to-height ratio tie beam hysteresis characteristic prediction method of claim 1, wherein the hysteresis characteristics include tie Liang Chushi stiffness, peak load, stiffness degradation, pinch effect, and hysteresis energy consumption.
10. A computer-readable storage medium comprising one or more programs for execution by one or more processors of an electronic device, the one or more programs comprising instructions for performing the opensee-based small span-to-height ratio tie beam hysteresis characteristic prediction method of any of claims 1-9.
CN202310125301.6A 2023-02-16 2023-02-16 OpenSees-based small span-to-height ratio continuous beam hysteresis characteristic prediction method and storage medium Pending CN116204957A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117216846A (en) * 2023-09-12 2023-12-12 华南理工大学 Reinforced concrete member hysteresis curve prediction method, system, equipment and medium

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117216846A (en) * 2023-09-12 2023-12-12 华南理工大学 Reinforced concrete member hysteresis curve prediction method, system, equipment and medium
CN117216846B (en) * 2023-09-12 2024-04-19 华南理工大学 Reinforced concrete member hysteresis curve prediction method, system, equipment and medium

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