Questions related to Compression
I am having trouble with penetration between my corrugated core and rigid platen. My model is simulating a quasi-static compression. the top platen compresses and the bottom is fixed. As shown in the images I have penetration at the bottom and top of the corrugated core and analytical rigid platen. I use a node to surface interaction with the master being the platen and the secondary is the nodes along the top and bottom core. I can't use a line as a surface so I have to use the nodes. Is there any way to remove penetration?
I'm modeling a steel-reinforced coupling beam in DIANA which is embedded to an adjacent shear wall. I want to model rods in the embedment region, which only transfer axial loads in compression. For further explanation, these rods are fully attached (welded let's say) to some steel plates, where the steel section of the beam is ONLY placed on these steel plates (there is no connection such as weld or bolts). Therefore, these rods only work if they are in compression. Since all these rods, steel plates, and steel beam are surrounded by concrete, therefore I think these rods can only experience axial deformations.
I'm wondering if there is an specific type of an element in DIANA which only resist compression forces and axial deformations, or I should apply these features by defining some interfaces.
I appreciate every one's time and attention in advance.
I want to model a cold formed steel tube in abaqus. Major longitudinal tensile residual stresses exist on the outside surfaces of the section, and equivalent longitudinal compressive stresses exist on the inside surfaces of the section.
I did compression test on Instron 8801 UTM machine. I like to validate my obtained compression stress, Compression strength value in simulation software. My crosshead displacement speed is 2mm/min.
In this case, which module I need to select? ( Static structural or dynamic or quasi static or non linear simulation).
I am using Fusion 360 for simulation. How to correlate the compression stress with the simulated results.
What is the most common compression algorithm and which machine learning algorithm is best for image processing?
Homogeneous Charge Compression Ignition (HCCI) and Gasoline Direct Injection (GDI) are advanced engine technologies that aim to improve engine efficiency and reduce emissions in modern automotive engines. Each technology offers unique advantages that contribute to overall performance enhancements. Here's how HCCI and GDI achieve these objectives:
- Homogeneous Charge Compression Ignition (HCCI): HCCI is a combustion technology that combines features of traditional spark ignition (SI) engines and compression ignition (CI) engines. In HCCI engines, a homogeneous mixture of air and fuel is compressed to a high temperature and pressure, causing spontaneous ignition without the need for a spark plug. This combustion process allows for more complete and efficient burning of the fuel-air mixture, leading to several benefits:
a. Improved Efficiency: HCCI engines operate at higher compression ratios, similar to diesel engines, resulting in higher thermodynamic efficiency. The higher compression ratios contribute to better fuel economy compared to conventional SI engines.
b. Reduced CO2 Emissions: HCCI's improved combustion efficiency leads to lower fuel consumption, resulting in reduced carbon dioxide (CO2) emissions, a significant greenhouse gas.
c. Lower NOx Emissions: The absence of a flame front in HCCI combustion reduces peak temperatures and, consequently, nitrogen oxide (NOx) emissions, a major contributor to air pollution.
- Gasoline Direct Injection (GDI): GDI is a fuel injection technology that precisely injects fuel directly into the combustion chamber of each cylinder in a spark-ignited gasoline engine. Unlike traditional port fuel injection (PFI), where fuel is injected into the intake manifold, GDI offers several advantages:
a. Better Combustion Control: GDI allows for more precise control of the air-fuel mixture, enabling stratified charge combustion. The stratified mixture creates leaner conditions during low-load operation, leading to improved efficiency.
b. Higher Compression Ratios: GDI's ability to control the air-fuel mixture facilitates higher compression ratios, leading to improved thermal efficiency and fuel economy.
c. Reduced Particulate Matter (PM) Emissions: GDI can help reduce particulate matter emissions compared to PFI, as the fuel is directly injected into the combustion chamber, leading to better fuel-air mixing and more complete combustion.
d. Enhanced Knock Resistance: GDI can inject small amounts of fuel during the compression stroke to create a charge cooling effect, which improves the engine's knock resistance, allowing for higher compression ratios and more advanced ignition timing for improved efficiency.
By leveraging HCCI and GDI technologies, automotive engineers can achieve higher engine efficiency, reduced fuel consumption, and lower emissions. These advancements play a crucial role in meeting stringent emissions regulations and achieving sustainable mobility goals in modern automotive engines. However, it's important to note that implementing these technologies requires careful engine calibration and control strategies to ensure proper combustion and avoid potential challenges such as uncontrolled combustion, engine knock, and particulate matter formation.
I recently ran some compression tests for hydrogels and received data in form of force (N) and displacement (mm). I am new to this area so would really appreciate your help here. For starters, I know that I need to convert it into Stress (pascal) vs Strain data (mm/mm). However I am really confused how I need to represent my strain. I have converted the force into stress by dividing with area of upper plate but with strain I am lost between engineering strain ((Io-I)/I) and true strain (Ln(I/Io)). Would be obliged if you can kindly shed some light into it.
Thanks in advance
Good day to everyone,
I have constructed scaffolding. For this purpose, I attempted to perform a compression simulation based on experimental compression data, as we are required to input certain properties into a simulation physics.
My question is how can I determine the simulated young modulus and compare it to the experimentally obtained young modulus, even though I am providing the experimental data as input?
Also, I wish to determine the anisotropy properties of the designed scaffold as well.
Thank you in advance.
IIT Kanpur, India
I made some alginate discs and calculated their rheological properties, however, after much searching I found this equation which is below and lets me calculate the Young Modulus. However, I wanted to make sure their are not any other ways of calculating it from frequency sweeps gained from a rheometer. Is there a better way.
G = E / [2(1 + ν)]
where: E — Modulus of elasticity in tension or compression, also known as Young's modulus; ν — Poisson's ratio, another material constant; and. G — shear modulus (also known as modulus of rigidity).
Any help you could give would appreciated.
I was trying to create a FEM model of an LVI and CAI experiment. For the CAI simulation, the load displacement curve I obtained is way too stiff compared to the experimental result. The maximum compression load is already quite similar with the experiment. Is there parameters that I can change to reduce the compressive stiffness ?
The simulation model was created in the ABAQUS Explicit solver. The composite plate is divided into 16 layers of laminate and 15 layers of interfaces. Each layer of laminate and interface have thickness of 0.215 mm and 0.025 mm respectively. The laminate was meshed with SC8R and use the Hashin damage model. The interface layer is modelles using COH3D8 elements and the QUADS damage criterion and energy based Benzeggah damage evolution.
Imagining you have 1 m3 cubed container made out of steel and inside the container is 5 bar. What will the force be felt on the container if the pressure inside suddenly drops to 1 bar? Temperature can be omitted if needed.
Trying to design a yield limit for pressure-drop resistant materials through tensile/compressive measurements.
Myself Nekin Joshua R. I like to do Fatigue compression test on 3D printed Polymer based Structure.
What is the ASTM Standard for Fatigue Compression test on 3D printed Polymer based Honeycomb structure?
What is the Specimen Size?
Binary sequences 1100100101
Symbolized by binary P(0)=1/2 P(1)=1/2 H(x)=-0.5*log2(0.5)-0.5*log2(0.5)=-1
Symbolized by quaternions
P(11)=1/5 P(00)=1/5 P(10)=1/5 P(01)=2/5 H(x)=-1/5*log2(1/5)*3-2/5*log2(2/5)=-1.9219
Is there a problem with my understanding?
If not ,which result is information entropy?
The cell cycle of my MCF10a cells sometimes looks "compressed" with no clearly distinct phases. Other times I get a cell cycle that looks perfectly fine with clear phases and I can´t find a reason why I get such different results. I use DAPI to stain the cells, but I already checked the stain and the protocol and they are alright. So i think it might not be an issue with the staining itself but propably with the cells or the culture conditions or something else?
Has anyone had similar problems or has an idea what the problem could be?
I am currently working on my thesis in Retrofitting of soft story. At first step i am trying to validate a experimental test. There i need to model a bracing with gap in it. The bracing should act only in compression after the gap is closed and free in tension. For creating simplified model i tried to create compression only element with uniaxial non linear elasticity model available for steel in Diana where i gave input to stress-strain diagram with very small value in tension and in compression, i gave nearly 0 value upto strain when gap closes and after that normal stress strain value of steel. I got the hysterisis result where there is increases in lateral resistance as compared to test result. how an i fix this? Is there any approach to model gap element? i tried contact analysis too but could not make it out.I have attached hysteresis result of Experiment and Diana Modeling. The bracing should start working after 1% drift.
I have a word file and want to sent via an email but I am unable to compress it without changing the format. I need it to be in word as it has track changes responses.
I am developing a FE model with cohesive elements in ABAQUS 6.13-1 . As mentioned in the "Linear elastic traction-separation behavior" paragraph of the Abaqus Documentation:
a compression factor can be set for cohesive elements with uncoupled traction-separation behavior, so that their compressive stiffness is equal to the specified factor times the tensile stiffness. The only way to define the compression factor is to comprise the following command in the input file of the model:
*ELASTIC, TYPE=TRACTION, COMPRESSION FACTOR=f
and replace f with the desired value. (It cannot be specified in Abaqus/CAE)
However, when I submit the job input file, the Analysis Input File Processor aborts the job with the error shown in the attached image.
Has anybody encountered the same problem?
Should I type this command in another way to make it acceptable?
Maybe it could be attributed to my version of ABAQUS and a more recent version is required to recognise this command?
P.S. The analysis runs and the results are exportable without any problem when the compression factor definition is not included in the input file. Also, the names of the job and the input file have knowingly been removed from the attached image.
To generate a spectrum from compressed audio file, one need to decompress the audio file, perform STFT to get a spectrogram then optionally enhance it to become a mel-spectrogram, MFCC etc. Any variant seem to work as the performance don't differ much. Then the spectrogram used as inputs to a convolutional neural network.
IIRC the Ogg Vorbis file format saves the filter bank coefficient as MDCT.
Can we skip the decompression and STFT part and just use the MDCT coefficient somehow?
I prepared a batch of 40-mm cubic UHPC samples for the compressive test. However, I got a strange failure pattern after the 28-day compressive test. As you can see from my attached photo, instead of the typical failure pattern, the sample broke into three triangular pieces. Could you tell me what are the possible reasons for such failure pattern?
Thank you very much!
I'm trying to numerically simulate the compression of a polyurethane foam shock absorber for car.
I use ABACUS/Explicit
The constants for the equation of state were obtained from experimental data for compression, at a "characteristic" (small) compression rate using the MCalibration program.
While resolving, an error message was received:
The ratio of deformation speed to wave speed exceeds 1.0000 in at least one element.
One of the possible causes of the error is the incorrect calculation of the constants for the polyurethane foam equation of state.
*** using the "standard" equation of foam, which is in ABAQUS
I am ready to send the model and experimental data to anyone who has the desire and opportunity to devote time to this task.
Previously, I tried to simulate this task with ABAQUS/Standart and with ANSYS Workbench
Asked 1 minute ago
I am trying to use EEG data from GigadB repository. The data is archived and compressed in tar.gz file. The data is in .mat format: memory size of compressed file is around 226 GB. I used a download manager to download the file and extracted using 7zip application. When the extracted.mat files are opened in matlab, I get error message as, " file corrupted" sometimes else cannot read the first line. Is the error due to the multiple connection in download manager. The link to the data is:https://ftp.cngb.org/pub/gigadb/pub/10.5524/100001_101000/100788/EEG_ConvertedData.tar.gz
I wish to know how to successfully download and extract it
1. Feasible to apply the same concept of ‘consolidation’ (associated with the drainage of a clay layer) - used in soil mechanics - for assessing the compaction - associated with a petroleum reservoir?
If yes, then, would it remain feasible to ensure that the ‘reservoir fluid compressibility’ would remain much smaller than the ‘reservoir rock compressibility’ associated with the reservoir?
Also, how to deduce the ‘fluid density’ associated with the estimation of ‘coefficient of consolidation’ for an oil-water system?
2. Whether the ‘centers of subsidence’ really coincide with the ‘centers of production wells’ associated with an oil field?
3. Despite the depositional environments @ various subsidence sites in the vicinity of a wellbore at the surface level remains varied, could we still expect a thick sequence of either an unconsolidated or poorly-consolidated sediments (which essentially forms an interbedded permeable-semipermeable system) within the reservoir thickness of a petroleum reservoir during hydrocarbon production?
What will happen if a relatively large fraction of the reservoir thickness (or width) consists of highly-compressible clay in the context of land subsidence?
Even otherwise, focusing on reservoir seals, if the seal consists of significant clay with swelling properties, then, won’t the ‘total potential compaction of reservoir seal’ remain to be greater than the ‘compaction of the reservoir’ (assuming the compressibility of clay to remain a couple of orders of magnitude greater than the compressibility of the sand)?
If (a) the intrinsic permeability of clay remains to be several orders of magnitude less than the reservoir permeability; and also, if (b) the compaction in reservoir results from the drainage of both the brine and hydrocarbons, while the compaction from seal remains associated only with the brine drainage; then, how do we take into the simultaneous compaction of both seal and the reservoir?
4. Can we distinguish ‘seal compaction’ resulting from ‘seal compressibility’ and its associated ‘changes in effective stress in seal’ – from that of ‘reservoir compaction’?
5. To what extent, ‘water flooding’ would be able to arrest ‘land subsidence’ by means of ‘enhancing the potentiometric heads in the reservoirs’ causing ‘an expansion of reservoir’?
6. Feasible to learn the essence of ‘mitigating the rate of subsidence’ from ‘Wilmington Oil Field’ (located in Long Beach, California) case study?
7. Feasible to correlate ‘hydrologic model’ (potentiometric-surfaces/drawdowns at the basin scale) with the ‘subsidence model’ associated with a petroleum reservoir?
I am trying to build an x-ray in-situ compression device and would like to use an x-ray transparent metal so that in-situ imaging would be possible.
I have a image set and all images has similar background except the object in the image if any. Is there any techniques in computer vision to compress all images by using the similarity feature?
I have a Eminence N151M 8 ohm compression driver with me and eminence alpha 2 8 ohm speaker. I wanted to use these both components together to deliver a high frequency loud sound. So how can I coonect these driver and speaker with each other? Please let me know the solution. And if anyone having user mannual for both the products please do share it.
Each material is more resistant to a certain force. Concrete and above all prestressed concrete withstands compressive stress. In tensile bending torsion and shear it has a problem. Reinforcing steel has super tensile strength. And we make these two materials work together so that the concrete receives the compression and the steel receives the tension. Great combination. Is it so or not? No, its not like that. Ideally, the steel and concrete would have exhausted their compressive and tensile strengths before they failed. But this does not happen. Both concrete and steel fail before they exhaust their strength. This is because during the bending of the body of the load-bearing elements, in addition to the compressive and tensile forces, another force, the shear force, appears on the interface where the concrete and steel are in contact. The concrete covering the steel having no resistance to the shear force breaks along the steel and their cooperation stops. Thus before the steel and concrete exhaust their tensile and compressive strengths, shearing cancels their strengths. This problem grows even more when the critical area of failure occurs at the ends of the load-bearing elements, because apart from the mentioned problem we also have the potential difference in adhesion. Another problem is that the cover concrete does not withstand bending and breaks leaving the steel reinforcement exposed so the bond is cancelled. The ideal would be if we could eliminate the bending of the beam and the shearing that occurs at the concrete-steel interface when the steel begins to stretch. Then only concrete and steel would exhaust 100% of their ultimate compressive and tensile strengths before failing. There is a solution? Yes there is a solution but it is rarely used. It's called, prestressing. Prestressing uses the steel to compress the concrete with the help of hydraulic pullers, and compaction systems at their ends. The compression in the concrete makes it capable of receiving the developing tensile forces. It reduces the bending of the trunk, thus also the deformation of the load-bearing element. It increases the effective cross-section because the compressive force is distributed throughout the cross-section, effectively eliminating the inert concrete cover. The main one is that prestressing has strong ductility and is considered elastic since it restores the structure (compression ratio) to its original position by tilting the developing cracks after a strong inelastic displacement of the structure. Now why they don't do this to the walls that are the cause of the distortion in the whole structure I don't know. If prestressing is applied at the ends of the longitudinal rigid walls and is combined with compaction in the foundation soil then the overturning moment and the bending moment and the shear failure of the cover concrete will be stopped and the response of the cross section will increase with respect to the other intersecting that of basis. Consider that a Φ/50mm cross-section steel lifts a two-story building into the air and we place 8000 kg of steel on the two-story building and have an earthquake problem due to shear failure.
Deformation waves not associated with earthquakes continuously pass over the surface of the Earth. These are waves with periods of 12, 24 hours and 14 days. Long waves are imperceptible to people, although they have an amplitude 10 times greater than seismic waves. In areas with a thin earth's crust, they usually do not provoke earthquakes (I do not consider mantle earthquakes). If the earth's crust is not subject to geodeformations, then they destroy it. After an earthquake, waves of geodeformation can provoke the collapse of buildings (before the earthquake, these territories were not deformed).
Video from INTERNET
Let's start the discussion.
I will quote information from my other discussion.
The earthquake in Turkey occurred on the date of the tide syzygy in the solid body of the Earth on February 6, 2023. On the dates of syzygy, the amplitude of geodeformations increases by no less than 20%. The first destructive earthquake occurred at 01:17 (M=7.8), the second at 10:24 (M=6.7). At this time, at the earthquake epicenter, the amplitude of the diurnal and semidiurnal tides in the solid body of the Earth reached positive extremes. In addition, due to the 14-day zonal tide in the solid body of the Earth, the conditions of stretching and compression of the Earth's crust were formed on the surface of the planet. The zonal tide in the solid body of the Earth is associated with the extrema of the angular velocity of the Earth's rotation. The data is available only for February 3. Attached the chart https://hpiers.obspm.fr/ . Stretch conditions on February 3 and February 10, 2023. On February 3, in accordance, rapid changes in the Earth's gravitational field on a planetary scale were recorded. Changes in the gravitational field recorded by our method, see satellite images https://meteologix.com/. Between the expansion phases, the compression phase is fixed. The compression occurred on February 6, 2023 and triggered an earthquake https://zn.ua/img/forall/u/14/8/photo_2023-02-06_15.16_.16_.jpeg . These are the facts of the formation of compression deformations on March 6. The scale is planetary.
Planetary-scale deformations (amplitude 30 cm) were blocked on February 6 in the epicentral zone of the future earthquake. The blocking of tidal waves in the solid body of the Earth is associated with the release of heat. In the atmosphere, the release of heat leads to a decrease in atmospheric pressure. Warm air weighs less. Look at the color map of atmospheric pressure and low pressure above the epicenter at the moment of maximum compression (map from Twitter https://twitter.com/BookofCrusty/status/1622643773900464128?t=Yy-KLEZn-FDuHvyIHh1y5w&s=09 ). The relapse occurred on February 20, 2023 after 14 days during the next cycle of the positive extremum of the angular velocity of the Earth's rotation associated with the repetition of the phase of the zonal tide in the solid body of the Earth.
Good day to everyone,
I have designed a scaffold which is made up of a plastic material. I wanted to do a compression simulation for the same. I would like to know which model should I consider in my physics for this plastic-based scaffold.
IIT Kanpur, India
I am running crystal plasticity simulation in Damask. I am carrying compression deformation on a 3d geometry having 300 number of grains. My final aim of deformation upto a final compression of 0.9 . I have achieved up to total compression of 0.3 without any convergence error.but beyond this deformation I am facing the problem of convergence in Damask. Solving this Issue previously Damask developer shared a paper about adaptive re-meshing. The paper is very informative and increased my knowledge about solving convergence issue in Damask. Basically they are using two methods for solving convergence issue in damask "The mesh replacement method and the mesh distortion control method" although i have understood the procedure which they follow for establishing the above two methods.Now i am trying to follow one of the above methods to solve my convergence issue But due to my limited information, I need guidance about how to re-mesh my deform geometry in order to get undistorted mesh. 1). is there any method available in damask to achieve this re-mesh geometry? 2). how can we re-mesh our deform geometry? 3).Can we achieve mesh distortion control method by only changing the input loading file, if it is then how? any help regarding this will be appreciated
Which formulae are best used for calculating q, w, ∆U and ∆H for a nitrogen gas with a mass of 1.12 g that has been compressed adiabatically in the temperature range of 100 to 400 K from 400 torr and 1000 cm3 to final volume of 250 cm3 with Cp,m = 29.1 J/K/mol?
Many failure theories belong to different materials, however, is there a specific failure criterion for lattice or cellular structures under compression or tension?
Is it enough to select this failure criteria based on the class of material? or design of the structure is also an important factor to consider?
I'm working in a 2D model where a circle is compressed inside a groove that is pushed (see picture below). There needs to be 2 contacts declared: one between the groove and the circle; and the other one between the circle and the rectangle that is the one compressing it.
I have tried declaring a General Contact as the rectangle and the groove are the same material, but I get the following two warnings in the .msg file:
***WARNING: THERE ARE 2 UNCONNECTED REGIONS IN THE MODEL.
***WARNING: SOLVER PROBLEM. NUMERICAL SINGULARITY WHEN PROCESSING NODE C4.348 D.O.F. 2 RATIO = 250.029E+12 .
If I declare 2 surface-to-surface contacts for each one I get the same two warnings. The thing is, I don't know which contact is not detecting. Can someone help me?
Two equal and opposite forces balance This is known. So if we apply corresponding compressive forces to the tensile forces, they will balance. This is the prestressing mechanism that static civil engineers use to achieve large bridge spans, so large that this would be impossible to achieve with simple linear reinforcement and the cooperation mechanism of concrete and steel, that of relevance that they use in construction. I will try to explain to you the reason.
As a span increases, the bending loads increase, so the tension and compression in the cross-section also increase. To receive the compression, we increase the concrete, that is, we increase the cross-section height. When I increase the dimensions of the cross-section, the loads also increase. To receive the loads we also increase the steel reinforcement. Steel has superior tensile strength, but to receive the tension it needs the help of concrete. That is, the concrete must have the ability to hold the steel inside it when it pulls from the right and left so that the steel does not slip through the concrete and their cooperation is broken. This pulling force applied at the interface of the two materials of steel and concrete is called shear.
The concrete not being able to withstand the shear caused by the pull of the steel breaks, their cooperation is lost and the bridge falls. As the span of the bridge increases, so we increase its mass and its loads, but without having the possibility to increase above a limit the strength of the concrete coating in terms of shearing. This is why we cannot construct large spans of 50 meters in bridges with the simple linear reinforcement that we construct in buildings. Concrete with the simple reinforcement method of this relevance has a problem because it cannot withstand the shear caused by the high tensile strength of the steel. Concrete, however, has superior strength in receiving the torsional force. So what do we do? We apply large compressive forces to the cross-section to neutralize the tensile forces and balance the forces and this means that along with the tensile forces we have also neutralized the shear forces at the interface of the concrete and the steel, since we have neutralized the tension that causes them.
In large earthquakes the seismic loads are three times the static loads. The shear failure of the concrete is given by the tripling of the stresses In order for this not to happen, the static civil engineers must apply prestressing to the walls and not only place reinforcement of the relevance With only two prestressing tendons on the slopes of the walls, they would replace 80% of the linear steel reinforcement, reduce the concrete cross-sections and increase the earthquake resistance of the structure. The other crazy thing that the statics do is that they try to stop the large moment of the overturning of the walls, which comes from the inertia of the vertical slabs, with the cross-sections of the slabs, without drawing external balance forces from the ground. If the prestressing tendon we just mentioned were anchored to the ground and not to the base, then all the forces of the overturning moments would be diverted into the ground and the cross-sections of the slabs would not break.
The shear base cuts the cross-sections of the walls near the base, and its force is equal to the magnitude of the acceleration, multiplied by the mass of the structure. This is also the power of inertia of construction. The cross-section of the wall increases its strength in relation to the shear base by 40% when we apply compression to the cross-section of 70% of the breaking point of the concrete. Basic and well-known engineering data which, for some unknown reason, do not apply to the statics of earthquake-resistant structures. Still compacting with the ground ensures a strong foundation.
3D printers use various polymer materials and metals. PLA, ABS, TPU, PETG, Peek, Ultem, nylon, Polyamide12, SS316, Ti-6Al-4V, Alsi10mg are some of the 3D printing materials. I need to know the Energy Absorption, Specific energy absorption, Strength, Stiffness of those materials.
Please help me to find the same.
I'm conducting compressive mechanical tests on jello material on a rheometer HR20 by TA Instruments. The cross hatched top plate is 8mm in diameter and circular in shape.
I'm testing hockey puck shaped jello samples ( 8mm in diameter, 2mm in height) and calculated the area under the curve given by the software.
1. I'm getting results as Pa %. Don't the numbers seem too high for a small soft sample? (I triple checked my input dimensions and down speed).
2. I generated another graph from the same data with um on the x axis instead of %. The numbers make more sense this way but I need help equating between this value and the one from the first graph(as they should be the same when manipulating units).
3 To my understanding, area under the curve is toughness which should be provided in units as J/mm3. Does anyone know how to convert the values from the previous 2 questions to J/mm3?
Please help if you understand this problem, it is greatly appreciated!
I need to know about the ASTM standard Dimension for Quasi Static Compression testing and tensile testing. And what are all the other standards available to test our fabricated specimen.
I need a dataset of uncompressed videos for a forensic task if any member has the dataset of uncompressed videos or Dataset of compressed videos with known frame sequence kindly share with me.
I'm trying to simulate nonlinear compressive buckling of a material. However, it's not buckling as I would (theoretically) expect for lengths crossing the buckling threshold. It would just compress and fail at the failure strength/strain as specified in MAT024 - Piecewise Linear Plasticity. For further reference, I am using solid elements and it's a pin-pin configuration.
Theoretically, I'm thinking that a small lateral load/perturbation is needed to trigger the buckling and/or build the meshing with an out-of-straightness. I'm not an expert in FEA/LSDYNA, so any help with choosing the right keywords to get my specimen to buckle is appreciated.
I've already got the specimen to buckle elastically (eigenvalue), but struggling with nonlinear buckling.
I want to perform compression and tensile test for a hydrogel sample for biomedical application. What should be the dimensions of the sample? Can anyone provide ASTM protocol for compression testing?
I'm doing a compression test on four self-reinforced composites
1- PET / PET
2- PLA / PLA
3- CARBON / PET
4- GLASS / PET
fabric style 2x2 twill weave woven
I need the required properties to add them in Ansys library for analysing
I have data obtained from compression test. how to calculate young modulus from a compression test (stress-strain curve) with nonlinear elastic region?
In the 1st law of thermodynamics, the work is taken negative under the compression of gaseous atoms. If we take ‘+g’ of body falling from the height then why not we take positive work of gaseous atoms when leaving the original state to meet with compression in a container at ground surface. The work is negative when the compressed gaseous atoms perform chemical activity to restore the original state. (Thus, the work in solid atoms should be taken negative when converting into re-crystallization/liquid state.)
I am doing a comparative study of different pulse stretching and compressing techniques which are used in the Chirped Pulse Amplification Systems. On what all basis can we do a comaparison of different techniques? Which is the best method to the comparative study?
I need to consider the deformation of the previous model and the stress-strain distribution, so I exported the deformed parts of the previous model, as well as the stress strain, but after setting the initial state, the next compression cannot be performed, and it shows that it cannot converge, but it can run successfully without setting the initial state.
I am trying to establish contact between two newly generated surface after failure in Implicit. For example, i have applied enough tensile force to break the part into two pieces and then compressed two piece to examine is there any contact between the newly generated surfaces. As you can see surfaces simply penetrate into each other without any resistance even though i have defined a general contact with All*self contact domain. Is there any way to be able to define contact in this condition? Your help is highly appreciated.
Since timber material exhibits different behaviour in tension and compression, it fails in a ductile manner when the compression load is applied and it behaves as a brittle material when subjected to a tensile load. Most existing models for anisotropic materials are derived based on Hill’s criterion, which does not distinguish between compressive and tensile strengths. So I'm a little perplexed as to which model would be best for the timber non-linear analysis.
I am trying to perform Rietveld refinement with irf function for crystalline nanoparticles. During the refinemnt, I did not get results for the volume and compression shown in the Fullprof microphone file. Why does this happen?
Please see attached sample file .
I am working with an energetic material. using a classical forcefield how can I calculate isothermal compressibility by volume fluctuation formula, and coefficient of thermal expansion by the enthaply-volume fluctuation formula for a solid in LAMMPS?
lateral slenderness ratio of compression flange is defined as l/ry where l is the span of the beam and ry is the radius of gyration of compression flange in y direction. can anyone explain me how to find this ratio if the beam dimensions are as follows.
thickness of compression flange= 8mm
width of the beam =125 mm
The normal procedure to make Co2 gas into solid
1)Compression and cooling method.
Could please suggest some ideas to make co2 gas into co2 solid? ( cost - effective method)
Does anyone know of a paper where the constants are given for a given hyper elastic model that that can predict the constitutive behaviour of a polymer in tension for a stress of 2 MPa and strain of 0.35 mm/mm and in compression with a stress of -2 MPa and strain of -0.7?
Thank you in advance!
When modelling the softening behavior of quasi-brittle materials as concrete, mesh sensitivity is very important unless we use a regularization technique. In tension there are many available in the literature, but what are the techniques available for compression?
Compression test to composite materials needed to be simulated by Ansys but the material doesn’t exist in Ansys library
I want to simulate compression loading on the prosthesis socket using Abaqus software. I don't have an idea to draw this socket by Abaqus because it's shaped unsymmetrical. So, please, can anyone help me to overcome this issue?
My warmest regards.
What young modulus should we use while inputting the modulus value of material in the split hopkinson software? I have done some tensile tests on UTM as attached in figure. however the split hopkinson is compressive in nature? Also modulus is different at different strain rates.