CN105696619A - Novel assembly buttressed earth-retaining wall finite element calculation method based on ANSYS - Google Patents
Novel assembly buttressed earth-retaining wall finite element calculation method based on ANSYS Download PDFInfo
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- CN105696619A CN105696619A CN201610139953.5A CN201610139953A CN105696619A CN 105696619 A CN105696619 A CN 105696619A CN 201610139953 A CN201610139953 A CN 201610139953A CN 105696619 A CN105696619 A CN 105696619A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
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Abstract
The invention discloses a novel assembly buttressed earth-retaining wall finite element calculation method based on ANSYS. The novel assembly buttressed earth-retaining wall finite element calculation method based on the ANSYS comprises the following steps: step one, determining a friction coefficient of the contact surface of a prefabricated slab and second-phase pouring concrete by adopting a double shear method; step two, establishing a simulation model of a novel assembly buttressed earth-retaining wall in the ANSYS; step three, imposing restriction and load through APDL language programming; and step four, carrying out static and transient analysis on the novel assembly buttressed earth-retaining wall, solving a result, and carrying out post-treatment. The invention provides the novel assembly buttressed earth-retaining wall finite element calculation method based on the ANSYS, which more truly analyzes the stress and displacement distribution conditions of a novel assembly buttressed earth-retaining wall structure and provides the basis for the structure design and a reinforcement distribution scheme of the novel assembly buttressed earth-retaining wall structure.
Description
Technical field
The present invention relates to a kind of novel assembling counterfort wall finite element method based on ANSYS, belong to finite element simulation technical field。
Background technology
Novel assembling counterfort wall meets the main trend of building industrialization, it is possible to realize green construction, is a kind of version being widely applied prospect。
The research of prefabricated assembled concrete structure is currently mainly concentrated on frame structure, shear wall structure。But the research of this novel assembling counterfort wall structure is almost blank, the safety how designing, calculating, evaluate this Novel retaining wall structure is not had reliable foundation, seriously constrains the application of this novel fabricated retaining wall structure。
ANSYS software controls cohering (stick) and sliding (slide) between contact surface with basic Coulomb friction model, two contact surfaces can bear shear stress to certain numerical value before sliding, and produce corresponding elastic slip amount, it is at sliding start time mathematic(al) representation: τ=μ p+COHE, in formula: τ is equivalence shear stress between contact surface；μ is interface confficient of static friction；P is the compressive stress of contact site；COHE is the cohesiveness resisting slip between interface。During equivalent shear stress τ < μ p+COHE when between contact surface, it is in, between two contact surfaces, the state of cohering。The contact friction stree (TAUMAX) that program acquiescence is maximum simultaneously, when namely the equivalent shear stress when between interface reaches this maximum, no matter then compressive stress is much, slides and all can occur。The Contact Algorithm of program computation acquiescence is the method for Lagrange multipliers strengthened, i.e. subsequent iteration penalty function method, its essence is two surfaces of contact by contact " spring " opening relationships。The tangential deformation amount Δ of this spring meets equation: τ < KTΔ, τ < μ p+COHE, in formula: KTFor the shear stiffness (FKT) between contact surface。ANSYS software controls interaction tangential between contact surface by setting the value of FKT and SLTO (maximum allowable elastic slip distance, Δ≤SLTO), and relational expression therebetween: FKT≤MU × PRES/SLTO, wherein MU is the coefficient of kinetic friction；PRES is Normal compressive stress, and the frictional attenuation model that the relation between MU and μ is provided by software is determined。
In order to analyze the stress of novel assembling counterfort wall structure, Displacements Distribution situation, providing foundation for its structural design, arrangement of reinforcement scheme, the finite element method based on the novel assembling counterfort wall of ANSYS just becomes the problem needing to solve。
Summary of the invention
In order to solve above-mentioned technical problem, the invention provides a kind of novel assembling counterfort wall finite element method based on ANSYS。
In order to achieve the above object, the technical solution adopted in the present invention is:
Based on the novel assembling counterfort wall finite element method of ANSYS, comprise the following steps,
Step 1, builds the structural model of novel assembling counterfort wall；
Step 2, adopts double shear method to determine precoated plate and second phase casting concrete contact surface coefficient of friction；
Step 3, sets up the phantom of novel assembling counterfort wall in ANSYS；
Step 4, applies constraint and load by APDL Programming with Pascal Language；
Step 5, carries out novel assembling counterfort wall static(al) and transient analysis, solving result, and carries out post processing。
Double shear method test specimen is stacked gradually from top to bottom by the concrete test block of 3 pieces of same sizes and forms, middle one piece is second phase casting concrete test block, upper and lower two pieces is prefabricated section, when test, position and the vertical pressure N of 2 blocks of prefabricated sections are constant, the casting concrete test block of pushing tow second phase is slided to contact surface, jacking force peak F and vertical pressure N can obtain the second stage of casting concrete test block and contact surface confficient of static friction μ。
Step 2 adopts monoblock type modeling pattern, is uniformly distributed in whole modeling unit by steel bar continuous, and modeling unit is considered as continuous uniform material, the reinforcing bar contribution to total, and the elastic modelling quantity being improved material by stiffness matrix EI equivalence principle is realized。
Described modeling unit is the SOLID65 unit in ANSYS。
Novel assembling counterfort wall model considers crack in tension, and compressed structure relation adopts the many broken lines kinematic hardening model without descending branch to define, and Concrete Failure Criterion is by ordering TB, CONCR and order TBDATA input。
Contact surface adopts beformable body-beformable body contact, and the way of contact adopts surface-to-surface contact, forms contact to simulating by means of three dimensional contact surface unit TARGE170 and CONTA173 embedded for ANSYS。
Three dimensional contact surface unit, when calculating, makes the KEYOPT (9)=0, KEYOPT (12)=2 of CONTA173, KEYOPT (10)=1, and remaining keyword and real constant all adopt the setting that ANSYS program itself is given tacit consent to。
Novel assembling counterfort wall base plate border is fixed constraint, and border, phantom both sides is longitudinal restraint。
The process being further applied load is as follows,
A1) choose and to execute stressed surface, cover layer of surface effect cell S URF63 unit；
A2) the shell63 unit generated；
A3) calculate making a concerted effort suffered by shell63 unit, and will make a concerted effort after on average, be applied to each node of shell63 unit；
The process made a concerted effort suffered by shell63 unit that calculates is,
A31) area and the X of shell63 unit center, Y, the Z coordinate value of shell63 unit are calculated；
A32) coordinate figure is substituted into the pressure functional expression with changes in coordinates, obtain the force value at shell63 unit center point place, and be multiplied by area and obtain making a concerted effort suffered by shell63 unit；
A6) each surface is operated, after completing, removes the shell63 unit on each surface；
When A7) carrying out the transient analysis, read revised seismic wave by APDL Programming with Pascal Language。
The beneficial effect that the present invention reaches: the present invention provides a kind of novel assembling counterfort wall finite element method based on ANSYS, analyze the stress of novel assembling counterfort wall structure, Displacements Distribution situation more really, provide foundation for its structural design, arrangement of reinforcement scheme。
Accompanying drawing explanation
Fig. 1 is the flow chart of the present invention。
Fig. 2 is novel assembling counterfort wall sectional drawing。
Fig. 3 is prefabricated Double-side laminated plywood site plan。
Fig. 4 is novel assembling counterfort wall first principal stress figure under Static behavior。
Fig. 5 is novel assembling counterfort wall X-shift figure under Static behavior。
Fig. 6 is novel assembling counterfort wall first principal stress figure under geological process。
Fig. 7 is novel assembling counterfort wall displacement diagram in the x-direction under geological process。
Detailed description of the invention
Below in conjunction with accompanying drawing, the invention will be further described。Following example are only for clearly illustrating technical scheme, and can not limit the scope of the invention with this。
As it is shown in figure 1, based on the novel assembling counterfort wall finite element method of ANSYS, comprise the following steps:
Step 1, builds the structural model of novel assembling counterfort wall。
As shown in Figures 2 and 3, cast-in-place by base plate, panel and the prefabricated two-sided overlapping concrete walls of counterfort plate, core concrete in in-site installation after-pouring, form complete novel assembling counterfort wall。
Step 2, adopts double shear method to determine precoated plate and second phase casting concrete contact surface coefficient of friction。
Double shear method test specimen is stacked gradually from top to bottom by the concrete test block of 3 pieces of same sizes and forms, middle one piece is second phase casting concrete test block, upper and lower two pieces is prefabricated section, when test, position and the vertical pressure N of 2 blocks of prefabricated sections are constant, the casting concrete test block of pushing tow second phase is slided to contact surface, jacking force peak F and vertical pressure N can obtain the second stage of casting concrete test block and contact surface confficient of static friction μ。
Step 3, sets up the phantom of novel assembling counterfort wall in ANSYS。
Modeling adopts monoblock type modeling pattern, is uniformly distributed in whole modeling unit by steel bar continuous, and modeling unit is considered as continuous uniform material, the reinforcing bar contribution to total, and the elastic modelling quantity being improved material by stiffness matrix EI equivalence principle is realized。Modeling unit is the SOLID65 unit in ANSYS。Novel assembling counterfort wall model considers crack in tension, compressed structure relation adopts the many broken lines kinematic hardening model without descending branch to define, Concrete Failure Criterion is by ordering TB, CONCR and order TBDATA input, calculate convergence for convenience, close and crush option, be set to-1 by parameter C4。
Faying face between precoated plate and second phase casting concrete is contact surface, adopts beformable body-beformable body contact, and the way of contact adopts surface-to-surface contact, forms contact to simulating by means of three dimensional contact surface unit TARGE170 and CONTA173 embedded for ANSYS。Three dimensional contact surface unit is when calculating, make the KEYOPT (9)=0 (include geometry and penetrate/gap and CNOF) of CONTA173, (contact surface interaction is not for separate for KEYOPT (12)=2, allow to slide), KEYOPT (10)=1 (contact stiffness of each load step renewal closure state), remaining keyword and real constant all adopt the setting that ANSYS program itself is given tacit consent to。
Step 4, applies constraint and load by APDL Programming with Pascal Language。
By being constrained to that APDL Programming with Pascal Language applies: novel assembling counterfort wall base plate border is fixed constraint, and border, phantom both sides is longitudinal restraint。
The process being further applied load is as follows,
A1) choose and to execute stressed surface, cover layer of surface effect cell S URF63 unit；
A2) the shell63 unit generated；
A3) calculate making a concerted effort suffered by shell63 unit, and will make a concerted effort after on average, be applied to each node of shell63 unit；
The process made a concerted effort suffered by shell63 unit that calculates is,
A31) area and the X of shell63 unit center, Y, the Z coordinate value of shell63 unit are calculated；
A32) coordinate figure is substituted into the pressure functional expression with changes in coordinates, obtain the force value at shell63 unit center point place, and be multiplied by area and obtain making a concerted effort suffered by shell63 unit；
A6) each surface is operated, after completing, removes the shell63 unit on each surface；
When A7) carrying out the transient analysis, read revised seismic wave by APDL Programming with Pascal Language。
Step 5, carries out novel assembling counterfort wall static(al) and transient analysis, solving result,
Step 6, carries out post processing。
Under Static behavior, novel assembling counterfort wall first principal stress, X-shift are respectively as shown in Figure 4, Figure 5；Under geological process, novel assembling counterfort wall is at the first principal stress of earthquake peak value moment, X-shift respectively as shown in Figure 6, Figure 7。
Counterfort upper end and prefabricated panel junction, counterfort front end and back plate connections and panel cross section change is occurred in by the known tension large area of Fig. 4, Fig. 6；X-shift is become larger to wall top by the bottom of wall, and by the effect of contraction of counterfort, wallboard deformation presents discontinuous fluctuating shape。Stress and X-shift all meet Laws of Mechanics, and the method for explanation contact surface simulation New-old concrete joint surface is feasible。
In sum, said method analyzes the stress of novel assembling counterfort wall structure, Displacements Distribution situation more really, provides foundation for its structural design, arrangement of reinforcement scheme。
The above is only the preferred embodiment of the present invention; it should be pointed out that, for those skilled in the art, under the premise without departing from the technology of the present invention principle; can also making some improvement and deformation, these improve and deformation also should be regarded as protection scope of the present invention。
Claims (9)
1. based on the novel assembling counterfort wall finite element method of ANSYS, it is characterised in that: comprise the following steps,
Step 1, builds the structural model of novel assembling counterfort wall；
Step 2, adopts double shear method to determine precoated plate and second phase casting concrete contact surface coefficient of friction；
Step 3, sets up the phantom of novel assembling counterfort wall in ANSYS；
Step 4, applies constraint and load by APDL Programming with Pascal Language；
Step 5, carries out novel assembling counterfort wall static(al) and transient analysis, solving result, and carries out post processing。
2. a kind of novel assembling counterfort wall finite element method based on ANSYS according to claim 1, it is characterized in that: double shear method test specimen is stacked gradually from top to bottom by the concrete test block of 3 pieces of same sizes and forms, middle one piece is second phase casting concrete test block, upper and lower two pieces is prefabricated section, when test, position and the vertical pressure N of 2 blocks of prefabricated sections are constant, the casting concrete test block of pushing tow second phase is slided to contact surface, jacking force peak F and vertical pressure N can obtain the second stage of casting concrete test block and contact surface confficient of static friction μ。
3. a kind of novel assembling counterfort wall finite element method based on ANSYS according to claim 1, it is characterized in that: step 2 adopts monoblock type modeling pattern, it is uniformly distributed in whole modeling unit by steel bar continuous, and modeling unit is considered as continuous uniform material, the reinforcing bar contribution to total, the elastic modelling quantity being improved material by stiffness matrix EI equivalence principle is realized。
4. a kind of novel assembling counterfort wall finite element method based on ANSYS according to claim 3, it is characterised in that: described modeling unit is the SOLID65 unit in ANSYS。
5. a kind of novel assembling counterfort wall finite element method based on ANSYS according to claim 1, it is characterized in that: novel assembling counterfort wall model considers crack in tension, compressed structure relation adopts the many broken lines kinematic hardening model without descending branch to define, Concrete Failure Criterion is by ordering TB, CONCR and order TBDATA input。
6. a kind of novel assembling counterfort wall finite element method based on ANSYS according to claim 1, it is characterized in that: contact surface adopts beformable body-beformable body contact, the way of contact adopts surface-to-surface contact, forms contact to simulating by means of three dimensional contact surface unit TARGE170 and CONTA173 embedded for ANSYS。
7. a kind of novel assembling counterfort wall finite element method based on ANSYS according to claim 6, it is characterized in that: three dimensional contact surface unit is when calculating, make the KEYOPT (9)=0 of CONTA173, KEYOPT (12)=2, KEYOPT (10)=1, remaining keyword and real constant all adopt the setting that ANSYS program itself is given tacit consent to。
8. a kind of novel assembling counterfort wall finite element method based on ANSYS according to claim 1, it is characterised in that: novel assembling counterfort wall base plate border is fixed constraint, and border, phantom both sides is longitudinal restraint。
9. a kind of novel assembling counterfort wall finite element method based on ANSYS according to claim 1, it is characterised in that: the process being further applied load is as follows,
A1) choose and to execute stressed surface, cover layer of surface effect cell S URF63 unit；
A2) the shell63 unit generated；
A3) calculate making a concerted effort suffered by shell63 unit, and will make a concerted effort after on average, be applied to each node of shell63 unit；
The process made a concerted effort suffered by shell63 unit that calculates is,
A31) area and the X of shell63 unit center, Y, the Z coordinate value of shell63 unit are calculated；
A32) coordinate figure is substituted into the pressure functional expression with changes in coordinates, obtain the force value at shell63 unit center point place, and be multiplied by area and obtain making a concerted effort suffered by shell63 unit；
A6) each surface is operated, after completing, removes the shell63 unit on each surface；
When A7) carrying out the transient analysis, read revised seismic wave by APDL Programming with Pascal Language。
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Cited By (4)
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| CN108090268A (en) * | 2017-12-11 | 2018-05-29 | 华北水利水电大学 | The integrated adding method of Seismic Time-history ripple under a kind of Visco-spring Boundary |
| EP3421680A1 (en) * | 2017-06-27 | 2019-01-02 | Ceské vysoké ucení technické v Praze | Method of optimizing the concrete reinforcement arrangement and orientation in concrete |
| CN110704895A (en) * | 2019-09-05 | 2020-01-17 | 中国十七冶集团有限公司 | Three-dimensional analysis platform-based parametric modeling method for retaining wall |
| CN115455540A (en) * | 2022-09-13 | 2022-12-09 | 淮安市水利勘测设计研究院有限公司 | Optimization design method of empty box retaining wall |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP3421680A1 (en) * | 2017-06-27 | 2019-01-02 | Ceské vysoké ucení technické v Praze | Method of optimizing the concrete reinforcement arrangement and orientation in concrete |
| CN108090268A (en) * | 2017-12-11 | 2018-05-29 | 华北水利水电大学 | The integrated adding method of Seismic Time-history ripple under a kind of Visco-spring Boundary |
| CN108090268B (en) * | 2017-12-11 | 2021-09-07 | 华北水利水电大学 | Integrated addition method of seismic time-course wave under viscoelastic boundary |
| CN110704895A (en) * | 2019-09-05 | 2020-01-17 | 中国十七冶集团有限公司 | Three-dimensional analysis platform-based parametric modeling method for retaining wall |
| CN110704895B (en) * | 2019-09-05 | 2022-09-27 | 中国十七冶集团有限公司 | Three-dimensional analysis platform-based parametric modeling method for retaining wall |
| CN115455540A (en) * | 2022-09-13 | 2022-12-09 | 淮安市水利勘测设计研究院有限公司 | Optimization design method of empty box retaining wall |
| CN115455540B (en) * | 2022-09-13 | 2023-08-18 | 淮安市水利勘测设计研究院有限公司 | Optimal design method of empty box retaining wall |
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Application publication date: 20160622 |