Questions related to Failure
While designing a model on SAP2000, post analysis when we perform the design check, there's a colour bar to the right hand side of the window with some values. I'm assuming that these may be the demand to capacity ratios because when these values are >1, the members become red (as indicated in the colour bar) and indicate a certain failure. Assuming I have dealt with all types of failure (as indicated in "Identify all failures"), which region should the members lie in? The answer can include suggestions where economical design is considered and ignored as well. I only wish to be clear with the underlying concept. I have attached an image of a frame I've designed for clarity.
I am looking for information on the pressure tree roots (by expansion) can exert on structures as retaining walls and quay walls. Failure of retaining walls by root pressure is very common. Is there any way/model to determine this load?
Anyone, who has done a composite analysis in Abaqus?
I have calculated Tsai hill, and Tsai wu stresses but I want to calculate Failure Index IF ( as I have already input strengths in material>suboptions>fail stress, I am interested in failure). Is the stress calculated as Tsai wu, tsai hill in attached image same as Failure index? Please
I am working on material studio 2020, CASTEP module, when I optimize the geometry, I am getting this message at each job failure
[mpiexec@Rahat-Saqfi] ..\hydra\pm\pmiserv\pmiserv_cb.c (863): connection to proxy 0 at host Rahat-Saqfi failed
[mpiexec@Rahat-Saqfi] ..\hydra\tools\demux\demux_select.c (103): callback returned error status
[mpiexec@Rahat-Saqfi] ..\hydra\pm\pmiserv\pmiserv_pmci.c (520): error waiting for event
[mpiexec@Rahat-Saqfi] ..\hydra\ui\mpich\mpiexec.c (1149): process manager error waiting for completion
How to resolve it?
If I want to know the best model for my survival data, which performance metrics will I use?
It's common sense that the insulation of stator deteriorate when water enters in induciton motor. I want to know a more detailed process of the failure evolution. What's the main outcome when water enters in induction motor? Is it inter-turn short circuit, phase to phase circuit or short circuit to ground? Or is there an order of these faults?
Are there literature about this research?
Suppose that we have a two-component series system, what is the probability of failure of two components at the same time?
*** both components' failure times are continuous random variables,
*** Is it important that they follow the same distribution or the different ones or the same distribution with different parameters?
I need to know if there is any software available to model the rainfall-induced slope failure? For instance, having the rainfall intensity and duration, can determine the infiltration of water in the soil and further calculate the slope stability condition?
Upon conducting submersion tests of thiol/ene polymers in PBS at 37C, the polymer shows a reduction in strain to failure in comparison with the dry test.
So I've expressed a protein small scale (10ml LB volume) and then scaled it up (500mL). I got good expression in the soluble in the small-scale growth. I then scaled up but it did not express soluble as I had hoped. Currently, writing up my thesis and struggling to find examples of this happening?
I repeated the scale-up several times just to confirm it wasn't an issue with a bad cell stock etc. Just looking for a citation or a few but drawing a blank, I can't be the only person who followed the advice to try small then scale up and had it not follow expectations?
Concrete model in Plaxis could be utilized to capture the non-linearity of concrete. Is there anyway we could identify or estimate what is the crack width from the output? There are output state parameters such as UtilFT, Hr and so on. If not possible, based on where the tension points/failure points/strain, will it be possible to estimate or back-calculate the crack width?
To whom it may concern...
Case shown in pictures below need to stop in front of it...
What the mean of overload... What will be the meaning of calculated loading before design... and.... What really mean the structural design based on submitted data..
All, in general,.. knows that.. design start with converting functional use of the building to loading on structural element... then start design element by element ...
So, what might be the supposed loading to one story house... based on all adopted code... ? this is the first question..
Then what you think, .. or what the supervisor engineer might think the value of such loading on that slab shown in pictures attached... ? this is the second question...
Then at last... whom responsibility is that... if failure occur...? where that will be the most important question....
Limited education with low experiences causes such cases, ... or... we need to ask the supervised engineer if he care...
Rubber and rubber-like elastomers fail in a brittle manner. Therefore, I have some idea how the defect free bulk material fails. I have seen such failures in tension. But I have never seen any compressive failures. Has anyone found a photo of cracking of rubber-like materials in uniaxial or planar compression? Or can anyone make such photos?
I'm dealing with indirect ELISA, In most cases while doing PLA analysis with 4 parameters logistic fit curve Parallelism & Linearity failures are observed.
I m looking for a website/reports/papers which deals with already tested properties i.e. elastic moduli, poison ratios, tensile,compressive and shear strengths etc of different combination of compsoites for use in FEA in abaqus/ansys failure criterias i.e. Hashin, Tsai wu etc.
I have to simulate a pipeline which is API 5L X60. I've been searching in the literature and I didn't find anything.
Please provide formulas to find parameter fracture strain, Displacement at failure, Stress triaxiality, Strain rate..
Thanks in advance
The individual foundations of the structures have been completely removed
The walls must be connected with foot girders which, mainly, try to receive the overturning torque.
That is, we do not rely on individual foundations to receive torque.
Much more ... when there are multi-storey constructions, there are always the corresponding floors of the Underground, which "anchor" the reinforcement of the wall.
It has been proven that buildings with Underground floors are much stronger in the earthquake because there is better anchoring of the superstructure reinforcement inside the basement walls, and because the walls of the Underground floors are strong in torques.
Foot girders in large earthquakes, try unsuccessfully to pick up these huge torques that lower the walls of smaller buildings, and are usually unable to pick them up.
But as much as it seems that the anchoring of the wall reinforcement inside the Underground floors is the same with my own design proposal, they are different.
I do not suggest just a simple anchoring to the ground.
I suggest compression on the sides of the walls combined with anchoring in the ground.
Where are the differences between the anchoring inside the walls of the Underground floors, and the pre-tensioning + anchoring to the ground.
1) We insulate the Underground floors externally, then we rub them around the perimeter.
Due to the looseness of the rubble, their reaction to the torque of the whole structure is small.
But they resist with their own weight and this is a positive reaction to the moments.
If the Underground floors have the same mass as the mass of the upper structure, then yes we have anchoring.
But this is not possible.
Usually the floors are much more than the Underground floors and this means that the Underground floors in large earthquakes have a tendency to overturn, but small.
Beware .. I'm not talking about a complete overturning of the building, but a small overturn of the total area of the base of the Underground floors.
This means that the building loses some ground support.
This is equivalent to creating a corresponding torque from the unsupported static loads, which contrasts with the torque of the building.
These two opposing torques create cross-sectional failures.
This does not happen with the full anchor with my mechanism
2) The prestressing that I propose on the sides of the walls ensures less deformation by bending, zeroes the tensile strength in the cross section, at which point the shear failure of the coating concrete due to the high tensile strength of the steel and its low tensile strength. It ensures that after leaks the construction will return to its original position, so the pre-tension is considered elastic functionality.
It also provides resistance to the shear of the base. Anchoring + prestressing ensures the neutralization of moments (M), upright forces (N) (compressive and tensile), and shear (Q) and deflects inertia tensions into the ground by preventing displacements that deform and break cross-sections around them. nodes.
What failure criteria can be more efficient for the analysis of cracked rock mass under linear elastic conditions?
Knee injuries in paediatric population are increasing signifi-
cantly these past few years and become more common because
of rising sports participation and competitive sports. Anterior cru-
ciate ligament (ACL) injuries may represent 30% of all knee injuries
in young soccer players. The number of ACL ruptures in young
population increases also secondary to much more accurate diag-
nosis methods such as early magnetic resonance imaging (MRI).
Because knee injuries in children could easily evolve towards early
arthritis, it should not be mistreated.the treatment of ACL ruptures in skeletally immature patients is not consensual. Several studies reported failure of conserva-
tive management and a more stable and functional knee after
ACL reconstruction in active child.
Multisim summary (Mon Jun 14 14:01:32 2021):
Stage 1 completed.
Stage 2 failed.
Stage 3 not run.
Total duration: 0h 1' 20"
Hello, my question is about the analysis of miniature currents. For weeks I tried to buy the program without success due to a failure of your SSL server. So far I have analyzed my records with the ClampFit threshold search option, taking into account that the parameters are not so specific and that they could alter the results obtained.
The ethical behavior of management determines the success or failure of the business in the long run. Anyone with unethical behavior may seem to get progress in short intervals but in the long run, such behavior may lead to nowhere, mostly destined to the failure. We can have observations with such sort actions of some companies on this ground. The history shows that all those firms with their unethical affairs turned to have the poor fate, failure.
I am modelling failure in MJC model using the Cock-Croft and Latham fracture model. I have the values of failure strain and energy. I am having a little confusion as to in what card should I input the failure strain for Cock-Croft and Latham fracture model.
Can you please help?
Thanks & regards,
I'm inducing M0 macrophages from THP-1 by using Phorbol 12-myristate 13-acetate (PMA)
But frome time to time, I encounter induction failure (twice now), which could be fixed by new PMA stock.
I would like to have some suggestions on storing PMA?
Currently I preserve 5000x and 1000x stock,
5000x stock dissolved in DMSO, and 1000x was diluted from 5000x with PBS.
All stock was store in -20°C.
Is there any suggestions about how many freeze-defreeze cycle PMA could encounter, or if PMA can't left on ice for too long?
I would like to know if there is an established theory to determine the fatigue behavior of materials if the loading is stopped due to time limitations before the sample fails. Due to the application of loading (tension-compression or bending or cyclic loading), some damage will occur in the material internally. Are there any well-known procedures to determine the damage variable when the loading is halted before the failure of the material occurs? How can we determine the damage variable when the material experiences plastic shakedown (no ratcheting)?
Could you kindly share with me your idea, well-known publication lists, and so on? Thanks a lot for your precious time and kind attention.
"DP(0) A solver failure occured during the run in the Fluid Flow(Fluent) system."
Does anyone know about the solution to this problem? I have been sitting 3 months trying to solve this.What could be the possible causes?
It's a Transient Fluent+Transient Structural Simulation.
Note:I have run and got expected results with running just the fluent part(main part).
Thanks in advance.
I recently learnt how to use Plaxis for my thesis, however I do not know how to interpret the result correctly.
The displacement profile is showing that the maximum displacement is 47.54 x 10^6 m, and the red colour failure region is circular shape. I would like to know does it mean the failure plane is circular and total soil displaced is 47.54 x 10^6 m？
While the displacement mesh diagram, what does it mean by "displacement scaled up to 200.00 x 10^9 times"?
I would greatly appreciate it if someone could explain to me.
I am trying to express a viral protease in E.coli BL21-DE3 cell induced by IPTG. As far as I know, the protein is relatively stable, non-toxic and not aggregation prone. I can not see any band confirming the presence of my protein in SDS-PAGE gel. The bands that I can see are present in both induced and non-induced samples. I have tried every possible induction temperature ( 18 degree, 25 degree and 37 degree Celsius) and IPTG concentrations (from 0.2 mM to 2mM). The result is still the same. Also the bacterial proteins are coming as very faint bands in the gel, even in the non- induced ones. The bacterial OD during the induction was 0.7 and the induction period were of 4 hours ,6 hours, 14 hours and 16 hours. I have changed my expression vectors two times. Both times the transformation had been successful but ultimately is showing same results. So can anyone please tell me what went wrong with my experiment ?
Hi! When I read the paper Progressive damage modeling in fiber-reinforced materials by I Lapczyk, JA Hurtado, I am wondering why Hashin failure is evaluated in the effective space instead of true stress space. What is the consideration here? Besides, I found that many other papers focusing on meso-scale modelling of composite laminate are ambiguous on their choice between these two stress spaces? Any thought? Thx!
hi, good day to everyone.
how can we justifly the intensity of the damage in the bridge. there are certain scales that developed by different researchers to classify the level of the damage. some damages are minor moderate and severe. but i need to know how can we justify weather its minor or major damage. does this require any expert who can inspect the damage? or there are other ways we can predict the level of the damage?
I am having an issue with my bird strike simulation. I am trying to simulate a bird strike with an Elastic-Plastic Solids with Damage and Failure constitutive bird model. I select element deletion option as 'Yes' under Element Type options. Elements are starting to break after a time but they are not vanishing from the model, as in figure. Can you tell me why I am having this issue. Sincerely, Kenan.
ML and Mechanics are completely two different fields. However, both of them works for same physical problems, failure mechanism or test results. Finite element can solve most of the structural issues through complex stiffness matrix. ML deals data of complex issues with more number of variables. The relation between ML and Mechanics are yet to be developed.
I had tried to run the input file with UDMGINI subroutine given in Abaqus documentation using Cae and command line.
I got following error in DAT file:
1. A Material property has defined more than once for this material
1. There is no material by the name " Material 1"
It will be very helpful for me if someone explain the procedure to run the UDMGINI subroutine.
Line edited in keyword is :
*Material, name=Material 1
*Damage Initiation, criterion=USER, Failure mechanisms=2, PROPERTIES=4
*Damage Evolution, type=ENERGY, softening=EXPONENTIAL
For example, how to analyze the effect of speed on a binary performance (success or failure), knowing that the expected probabilities do not necessarily form a straight line but could be an inverted u-shaped curve.
To understand better I created a dataset on R and I put the script at your disposal. I have also attached a graph that shows the frequency of success as a function of speed.
Hello I seek the expert's opinion on breakdown voltage.
I made an oxidation layer on the metal surface and applied high voltage on it.
Oxide layer is supposed to be insulating layer but the small electron would flow due to super high voltage applied because it reaches breakdown voltage.
1. Breakdown voltage always accompanies the failure of the oxide layer?
2. What could determine the breakdown voltage of the oxide layer?
(assuming that thickness of oxide layer is same)
I am doing a single point calculation in Gaussian09 with casscf method. The input command is casscf (10,9)/ 6-31g*. The output shows an error like this
Convergence failure -- run terminated.
Error termination via Lnk1e in /home/app/gaussian/g09/l510.exe
I have three joint sets in an area with a mechanically excavated road cut the orientation of the joint sets are 86/301, 84/358, 7/303 and the orientation of the slope is 88/315. (Dip amount / Dip direction)
I am looking for a research work that implemented an uncertainty or statistical framework to study the impact of the geometric parameters on the fracture response.
I appreciate any help.
Thank you in advance,
Hi there! I am looking for things like the monthly denazification reports that were produced throughout the post war years in order to assess the success/failure of the denazification program. Any direction would be fantastic
Recently, I need to culture the cell lines of MCF-7 and MCF-10A to transinfect the reconstitude plasmid DNA,but I have never culture these kinds of cell lines. I urgently need to know the relevant background knowledge to avoid the failure of experimental results. Terribly, I can't search the relevent protocols and papers.so I hope I can find the answers from the website.thanks!
hello, i am modelling a RC slab in Abaqus, the slab is supposed to fail in punching shear which is a sudden failure. i defined the nonlinear behaviour of concrete using concrete damage plasticity model, but i can't reach the desired results as the failure is not sudden (load-deflection curve shows that the load is decreasing gradually after reaching its max value, an it's supposed to be a rapid degradation not a gradual one). as well as, i know that whenever i there is a localization of cracks somewhere in the model (which is the case in my model), using concrete damage placticity model may make the results mesh-dependant. so what should i do? should i use GFI? or do i need to use concrete smeared crack model to simulate the nonlinear behaviour of concrete instead of using concrete damage placticity model?
thank you in advance.
these days the are so many algorithms to predict future events such as failure of machines or electrical components degradation.
which method is your favorite and why?
can you also provide a source code if there are any available online?
Mass (kg) X acceleration = Inertia which is the same as the intersection of the base. The product of inertia if we multiply it by the height we find the overturning moment of the column. If we have a wall that has a double lever arm (except for the lever arm of height and that of width) then the product of the tipping moment is divided by the width of the wall and this will be the tipping moment of the wall. If the wall is anchored at its base, a reaction will be created to the overturning torque of the lever, which multiplies (as we have seen) the overturning forces, since, as the height increases, its overturning force also multiplies. If the anchor is at the bottom of the wall, the critical failure area will also appear there and the anchor point is also the lever of the wall. Question If the anchoring of the wall is not at its lower ends, but is at its upper ends. That is, if we place this wall on a machine - press and apply pressure to it, it will remain a lever arm or its mechanical condition will change; 1) Will we have a multiplication of the tipping forces as it happens when the anchor is applied to its lower extremities? 2) Will a critical area of failure of right forces N (compression and tension) be created as it happens when the anchorage is applied to its lower extremities? In short, we know that the walls drop high torques at the base since that is where the reaction of any substandard anchorage is. If the anchoring is done on the roof (ie if pre-tensioning is applied between the upper ends of the sides of the wall and the foundation ground) it will lower torques at the base and will create or not a critical failure area;
Recently we found in a mineral processing mine that column was damaged due to corrosion to a significant level. In this it seems base plate was also corroded. This requires almost entire replacement. Do we have any alternate way of repairing the same.
In some case the lower portion of columns was encased in concrete to prevent this type of failure, whether making lower portion as a composite column is advisable as this will change the entire behaviour.
Has anyone modeled aortic valve calcium plaque crack/failure/fracture? What crack model works the best? Can you also guide me to a good resource where I can find reliable fracture parameters? TIA
Note: I am looking into the 'concrete smeared cracking model', 'concrete damaged plasticity model', and also ductile fracture models. The issue is I have not found any reliable source clearly stating the material property/ a range of property (since calcium deposit material property can vary based on age and some other hemodynamic factors). So I am unable to test out those models.
I am obtaining very high resistance in a solar(pv) system.
Instead of getting around 1 M ohm, i have it around 20 M ohm.
The plant is around 500 kw and recently had been cleared of a lot of moss on the rooftop(but nothing was on solar modules). I want to know what are the probable reasons for the errors in insulation.
I am obtaining very high resistance in a solar(pv) system.
Instead of getting around 1 M ohm, i have it around 20 M ohm.
The plant is around 500 kw and recently had been cleared of a lot of moss on the rooftop(but nothing was on solar modules). I want to know what are the probable reasons for the errors in insulation.
Also i want to know how to simulate the failure pattern(how will they break) for both material.
I am trying to model a DCB (mode-1) test for a carbon-fiber composite sample on Ansys. However, I am very new to modelling and finite element analysis and I am a bit struggling.
As far as I know, it is possible to see the failure types based on some failure criteria. So, is it possible to get the time of the failure (fiber breaking, matrix cracking etc.) ? For example, could we know when the first fiber breakage occurs ?
Any help would be appreciated. Thank you very much.
Greetings! Looking for an advice on possible technical literature about specific subject: Influence of an acoustic waves on electronics and it's failure mechanics. If anyone is familiar with respectable source of information, please let me know. Thanks in advance!
Bearings are one of the critical components in rotary machines such as motors, wind turbines, helicopters, automobiles, and gearboxes. Most of these machine failures are caused by bearing faults. Thus, being able to detect bearing faults and predict remaining useful life (RUL) can help to provide advance failure warnings, plan the maintenance schedule, and avoid catastrophic failures. What are the most common technologies for bearing fault detection and RUL prediction?
Bearings are one of the critical components in rotary machines such as motors, wind turbines, helicopters, automobiles, and gearboxes. Most of these machine failures are caused by bearing faults. Thus, being able to detect bearing faults and predict remaining useful life (RUL) can help to provide advance failure warnings, plan the maintenance schedule, and avoid catastrophic failures. Based on this, what are the most prevalent methods for bearing degradation detection and remaining useful life prediction?
I need to use a module to stabilize the three phase voltage on three phase three wire (delta) distribution line of an isolated micro grid system. To overcome any voltage sag or swell on the three phase three wire lines. Which is the best solution to be used ? I want device with low chance of failure for long time. Options like DVR or UPQC have lot of components so chance of failure becomes high requiring maintenance. I need to use it at a remote location where access is difficult from maintenance angle. So, what is opinion about using thyristor based regulator for each line? The power is around 15kW to be handled. Better options or any thoughts on the topic would be appreciated.
Hello advisors. I am glad to be here in this Community. If you allow me, I would ask if anyone of the members here know about Databases of cutting tools. Nowadays, I am working on a project and the main goal is to research about lifetime of cutting tools using the Cox proportional hazards model. At the moment, I just have one Database that contains cutting speed, feed rate, tool failure time and depth of cut. My research question is: Which of these variables are the most representative that give us the time of failure? Any kind of help, comments and questions are welcome.
The success (osseointegration) for the dental implant can be checked by opening flap after 2-6 months, but some times the implnat may be failed to do bone ingrowth into a metal implant; if we can check the success (or failure) earlier than 2 month with out surgical exposure, this will be much better to the patient than waiting months and then we tell him sorry the implant was failed.
For your opnion, please?
I want to analyze a slope failure by Anura3D, but to use GID software, I need to get a password.
Can anyone help me to get it free?
or any suggestions for me to use another software without GID to simulate my problem.
I am modeling a 3D voided slab on Diana FEA and I have a problem in defining load steps as I didn't find clear explanation for how can we set them. Can anyone please explain how are these load steps in Diana are defined? the expected failure load is 350 kN
I am doing bachelors in social sciences. I have already asked this before but need more opinions on this.
and If not so pls suggest few topics related to middle-eastern countries.
I am trying to use VUMAT to damage a layer of composite. I have tried Hashin/Puck mixed criteria to simulate failure of unidirectional fiber reinforced composite. i found a code online that I have attached. I had to do some modifications but I am not sure how to pass the Variable that defines failure. I have defined the properties in "User Materials" and in "Devpar" I have pointed out the number of state variables I need along with the variable number that indicates element failure. I am for some reason still getting distorted elements error as the elements that are supposed to fail are not getting deleted.
Is Not More Than 15 minutes disintegration time a hard and fast limit for immediate release tablets? does it depend on release mechanics, BCS class of drug, in vivo mimicking? If an immediate release tablet goes beyond 15 minutes disintegration, is it an absolute failure or it can otherwise be justified?
Archimedes was a Greek mathematician and the first to understand the operation of the lever arm mechanism. He had said the familiar phrase to show the power of the lever arm (It was said by Archimedes (287-212 BC) and it means "Give me a place to stand and I will move the earth" And we come to the current state of construction, where the load-bearing structure of reinforced concrete consists of columns, walls and beams, extending in height and width, ie by huge lever mechanisms that multiply the great forces of the earthquake. These huge levers of height (columns) and width (beams) join at the nodes creating a galaxy of opposite moments raised by seismic displacements and multiplied by the mechanisms of the levers. These torque forces are called to pick up the cross sections of reinforced concrete around the joints. Of course it is impossible to ignore these stresses concentrated at one point of the cross section (the one that fails first, critical failure area) and civil engineers have devised some techniques to trick the cross section failure at this point of the shear failure. One of these tricks is called elasticity. When the displacement of the structure is small, within the limits of the elasticity of the columns and beams the construction does not present failures. That is, they design the construction so that it works like a spring which stores and releases energy in the opposite direction. But when the earthquake is big and the displacements increase and the elasticity of the elements is not enough, they start to show leaks (small cracks) Here begins the second trick used by civil engineers to trick the great failure of cross sections and is called plasticity. Basically what they want to avoid is the creation of a large crack, which predisposes the collapse of the structure. They prefer to create many but much smaller cracks so that the construction does not collapse. They achieve this by placing dense transverse reinforcement (hoops) placed near the ends of the elements where they frame the node. If the earthquake is very large and the elasticity and plasticity are not enough then they use another trick which is called satisfactory design. Basically what they do is design the columns and the walls to be stronger than the beams. So the first thing that fails is the beam. And they do this because when the beam fails it releases seismic energy without falling because it hangs on the steel reinforcement, while if the pillar fails first with an oblique / form of failure it takes it all and leaves. These are the three defenses of construction today (elasticity, ductility, good design) that do nothing but try to overflow the displacement so that it is greater than the displacement of the earthquake.
All civil engineers know that inertial stresses create deformations that cause failures and collapse of structures. Deformation can be caused by three different factors 1) The greatest deformation is created by the overturning moment of the wall and by the bending of its trunk 2) The second deformation is created by the torsional buckling that is observed in asymmetric, in high-rise constructions and in metal constructions. 3) The third deformation is created by the inhomogeneous subsidence of the ground (with or without earthquake), which deforms the nodes of the structure. THE SOLUTION 1) The walls under the imposition of compressive stresses on their cross sections through prestressing, do not create a bending deformation capable of creating shear failures. Conclusion Pre-tensioning must be applied to the walls. However, the prestressing increases the already great rigidity of the wall, and this has the effect of lowering (like a strong lever that it is) large torques at the base and at the nodes where it is connected to the beams, causing them to break. That is, as rigid, the wall is easily overturned and creates large moments at the base and at the nodes where it is connected to the beams, resulting in their breaking. Conclusion In order not to overturn the wall, we must connect it with the ground 2) Proper dimensioning of wall sections as well as the imposition of compression on their sections reduce torsional buckling 3) We must improve the quality of the soil by compacting its material, if we do not want subsidence The patent applies anchoring to the ground, compacts it, applies compression to the wall cross-sections and stops wall overturning, wall bending, torsional buckling and ground subsidence. What else do you want the patent to do, other than control the deformation that causes failures?
Hello! can someone help me please?
I'm simulating a tensile test with flat specimen in Abaqus explicit using JC plasticity and JC failure criterion. I need the strainxstress curve, a need the total strain not only the plastic strain, but in the "creat xy data --> ODB field output" doesn't appear the E. But I have selected it in the "Field Output Request"
I have a question regarding the damage mechanics and strength prediction. Could anybody explain me the exact difference between damage mechanics and the failure criteria? For instance, there is a method called ply discount I exactly do not know whether it is used for the prediction of the failure or progressive damage?
The inelastic behavior of structures is not a choice of seismic design today, but it is an inevitable fact that they are unable to control in large earthquakes. I can control the behavior of the structure because I introduce into the structure an external force coming from the ground (without the presence of a mass that increases the intensities) in response to seismic shifts. I deflect all the axial forces that develop on the wall into the ground, while today they send them on the cross-sections of the beams and after being deformed excessively, they fail. Another very serious thing is that I control the bending, increase the ability to receive the cutting at the base by 50% and improve the foundation ground. I also eliminate the shear failure of the concrete that appears on the concrete and steel interface due to the tensile strength of the steel which turns the failure into a shear shape that is extremely brittle, and is the result of the concrete cooperation mechanism with the relevance.
The MA-HFACS framework helps to distinguish active failures and latent failures involving
in the existing accident reports.
As all know, in successful pre clinical cancer experimental studies, only 8% could be successful as well in human studies and clinical trials.
Can you reverse the previous statement, expecting successful data in clinical trials although of failure in pre clinical studies?