Steel - Science topic

Where to get the Elsevier Journal word Template please if I can get this template JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH doc ?

Hi all,

I am trying to model a contact problem in DIANA FEA. I went through the DIANA manual and found that DIANA has contact elements which imposes the contact constraint. But there aren't any tutorial or examples available online to do this.

The material property for the contact element has two options target and contactor. When I try to assign the contact element material properties to an existing steel object, the object loses its steel material properties and contains only the contact elements properties which is friction and penetration depth.

Could someone explain how can I assign the contact constraint in DIANA when two steel cubes are touching each other.

The process of heat-treating steel samples for homogenization is crucial for achieving desired material properties, such as uniformity and strength. However, determining the optimal duration of heat treatment considers various factors. Firstly, the size of the steel samples plays a significant role, as larger samples typically require more time for heat to penetrate and achieve homogenization throughout the material. Conversely, smaller samples may require shorter durations. Secondly, the method of heating employed can also impact the duration of the heat treatment. Electric furnaces, resistive heating setups, induction heating, and salt bath systems each have distinct heat transfer mechanisms and heating rates, which can affect the time required for homogenization. Understanding how these factors interact and vary across different sample sizes and heating methods is essential for efficiently and effectively conducting heat-treatment processes in steel manufacturing and research contexts.

Hydrogen Storage

1. Upon storing hydrogen in metal cylinders, in the form of compressed gas, how early, in general, we end up with ‘hydrogen embrittlement’ – that leads to the deterioration of metal cylinders?

Whether multi-layered coatings in such cases, would be able to mitigate hydrogen diffusion in steels?

Even, if random molecular diffusion of hydrogen is assumed to be curtailed, would it remain feasible to curtail surface diffusion as well as Knudsen diffusion, which would essentially ensure hydrogen seal/permeation in high-strength steels, which, in general, remains to be more susceptible to hydrogen embrittlement?

2. If liquefaction method of hydrogen storage is followed, then, would it remain feasible to prevent imbibition of hydrogen in metal cylinders?

3. If hydrogen is compressed @ 500 bar, can we prevent (a) free molecular diffusion, (b) embrittlement and (c) imbibition?

4. For lengthy transportation, whether, liquid organic hydrogen carrier (where, molecules can be hydrogenated and dehydrogenated to prevent any disasters during hydrogen transport) would remain to be successful?

If so, how about the temperature variations and enthalpy changes associated with the long-range hydrogen transportation?

Whether the energy losses and efficiencies associated with both the first law (the ratio of the amount of energy delivered to perform a task to the amount of energy that must be applied to achieve the task) and 2nd law (the ratio of minimum amount of available energy required to carry out a task to the actual amount of available energy used) of efficiencies will remain to be curtailed during its long term transportation (say, greater than 250 km)?

Suresh Kumar Govindarajan

I'm looking for information about cleavage facets in steel fracture. In particular, why is it important and necessary to study how facets are oriented at a fracture? Why is it important to evaluate the misorientation angle of the cleavage facets? How will this information be useful? What does it affect? etc.?

Dear ResearchGate Community,

I am in the process of developing a machine learning (ML) predictive model to study the degradation and performance of corroded prestressed steel in concrete structures. The objective is to utilize advanced ML algorithms to predict the long-term effects of corrosion on the mechanical properties of prestressed steel.

For this purpose, I am seeking access to the CEB-FIP database or any similar repository containing comprehensive data on corroded prestressed steel. This data is crucial for training and validating the ML models to ensure accurate predictions. I am particularly interested in datasets that include corrosion rates, mechanical property degradation, fatigue life, and other parameters critical to the structural performance of these materials.

If anyone has access to the CEB-FIP database or knows of similar databases that could serve this research purpose, I would greatly appreciate your assistance in gaining access.

Your support would be invaluable in furthering our understanding of material behavior in civil engineering and developing robust tools for predicting structural integrity.

I am open to collaborations and would be keen to discuss potential joint research initiatives that explore the application of machine learning in civil and structural engineering.

Thank you for your time and consideration. I look forward to any possible assistance or collaboration from the community.

Best regards,

M. Kovacevic

In my research, I have included a TEM image of grade 91 steel with point EDS. How to reply this question: "You still need to provide analytical TEM/EDX elemental mapping?"

Good morning I have a question.

How can I calculate the distributed pressure drops for a compressed gases in pipe?

For Example, hydrogen compressed at 30 bar with a flow of 195 Nm^3/h. In a UHP steel tube with a internal diameter 34.80 mm and pipe lenght 50 m. 3

Thank you all.

Hi all,

I recently did a coupon test on my S355 steel and wanted to calculate the yield strength from the stress-strain plot I am getting. The plot I have does not have a distinct yield point (i.e. curve around the yield), so I am looking to calculate the 0.2% offset yield strength (or 0.2% proof strength, as some may call).

From the code, there was a line that says "Proof strength, non-proportional extension (Rp)" [See attached graph from EN 10002-1 for reference]. Does anyone know what the term "non-proportional extension" means? Does it simply mean any test that doesn't have a distinct peak?

Also, what is meant by a proportional test piece and what is a non-proportional test piece?

Many thanks,

Heng

1. Fire 2. Earthquake 3. Flood

But the big bill comes from 4. not maintaining them. How can we maintain the structures if we can't?

Because the buildings will start falling down on their own.

Insulation. We cover everything. We cover everything with external insulation and plasterboard. External walls, ceilings, load-bearing structure made of reinforced concrete, all covered with insulation and plasterboard.

From the inside, plasterboard on ceilings and walls

What a nice coolness, but there goes the visual control.

1.And there's an earthquake. How do I see the crack to repair it? In the next earthquake either the crack will get bigger or the ceiling will come down on our heads. In corner columns you can't see any failure from the inside because the inside of the column is covered by the masonry.

2.And rusting an iron breaks the concrete overlay and the concrete and steel cooperation is lost How do I repair something I don't see; neither in the ceiling nor in the column?

3.Catch a fire We will burn like candles. Do you know how nice styrofoam burns?

I am not a designer I am just trying to understand how the temper of some PH steels is chosen when manufacturing clamp adjusters or fasteners. Also, what is the effect on torque or clamping forces when adding a flat washer vs flat plus a lock washer.

I need the relationship equations of yield stress and plastic strain for the input of abaqus. as i'm working on thermo mechanical response of steel structure.

Currently I am working on numerical validation of the paper 'Laboratory and numerical analysis of steel cold formed sigma beams retrofitted by bonded CFRP tapes - extended research' ( ) in ABAQUS software.

The analysis got aborted due to errors like negative eigen value, displacement too big for contact and numerical singularity.

I have modelled the rigid bodies as discrete rigid, and given the interactions by selecting the surfaces in contact and used fixed boundary conditions.

I am attaching my .inp file for further clarification.

Thanks in advance

Hi Everyone;

Can any one tell how we calculate the bond stiffness between steel and concrete, not Bond stree but Bond stiffness. and I wan to understand this formulation about Bond Stifness if anyone have information about it.

You Find the equation below.

I am conducting a sequential heat transfer-stress analysis for a composite wall consisting of steel plates and a concrete core, similar to concrete-filled tubes or CFTs. My analysis involves heating the wall from one of its faces using a heat transfer analysis, which runs smoothly. However, when I perform the stress analysis by inputting the results from the previous analysis, the program fails to converge after a certain amount of computation time. This is because the steel expands more than the concrete core, leading to interaction problems in the program. This issue does not occur when the temperature is applied simultaneously on all faces. Due to the deformations resulting from being exposed on only one face, the core penetrates the steel plates. How can I prevent this from happening, disregarding the fact that I already have a hard contact between both surfaces?

( paid ).

I need someone speaking Arabic tell me how can do a steel frame with slab concrete subjected to blast load by Abaqus prog.

In RCC-M standard following french/AFNOR designations for alloy steels were used, 16MND5 & 18MND5 & 20MND5. Howevere there is no difference between their Chemical Compositions in relevant RCC-M. Can any one please try to get their differences as per French/AFNOR steel grading system ?

Steel rebar members used in reinforced concrete pillars. They do not come directly in contact with Oxygen and water so why do they corrode.

My goal is to determine the volume fraction of M23C6 carbide and/or MX carbonitride in the ferritic/martensitic steels. Could I use Raman spectroscopy for this goal? If yes, are there the positive examples of such application of Raman spectroscopy?

I would like to know what all aspects are to be taken care of when we weld two dissimilar metals, for eg. Mild steel and Galvanized Iron

VUMAT subroutine which describes cyclic constitutive model of steel bars which tell us the ultimate strain bars using FORTRAN language for ABAQUS user defined material.

Hello,

I am currently conducting a modal analysis on a reinforced concrete structure using Abaqus, and I am encountering an issue where all the natural frequencies calculated are negative. The model consists of a concrete slab reinforced with steel bars. Here are some specifics of my model setup:

Despite ensuring the mesh quality and reviewing the boundary conditions, material properties, and element connectivity, the simulation consistently results in negative frequencies. I have checked for common issues such as inappropriate constraints, incorrect material properties, and numerical instabilities but have yet to find a solution.

Has anyone encountered a similar issue or can offer insights into potential causes and solutions for this problem in Abaqus? Any suggestions or guidance would be greatly appreciated.

My 3d building( 3 storey 6 bay 4 bay) showing very high stiffness and it is a combination of MRF and gravity frames. In place of gravity frames i want to release moment how can i achieve that.

I want you to help me in one problemin excel file

I am modeling a masonry wall in LS DYNA, which has multiple interfaces in between. To simulate the interface between blocks I use the TieBreak contact, which requires normal and tangential strengths and stiffnesses. The normal properties are defined to model the tensile behavior, however, I do not know how to assign a compressive behavior for this contact.

For instance, I modeled two steel plates with TieBreak contact in between, when I applied compressive force on the upper plate it started to penetrate the lower plate, which is not reasonable.

How can I avoid penetration in this contact?

Where can I get the mechanical properties of low yield point (LYP) reinforcing steel bars? The mechanical specifications for LYP steel plates are available in scientific articles.

Thank you all.

Hi everyone!

I am working on ABAQUS model which consists of a reinforced concrete wall and has a cantilevered W-shaped steel beam embedded (see attached picture). In order to make it computationally efficient, I am modeling just half of the full-size specimen. The steel beam is subjected to a cyclic shear loading whereas the wall has its base fixed. I have built the model and am trying to match the output with the experimental results. The stiffness of the connection is more or less matching, but the shape of hysteresis loop is quite different. The connection is failing at the same loading stage as that observed in the experiment. In summary, every other thing looks good but just hysteresis loops are different. When I looked more in detail, I found that results from loading and unloading branches are crossing for some cycles. (Plot for one of the cycles is attached herewith.) I don't know what the reason for this might be. CDP is used for concrete and combined hardening is used for steel for defining plasticity.

I am defining cohesive interaction between steel beam and concrete. (Parameters for cohesive interaction that I am using are: Knn=0, Kss=Kst=32 kips/in2, nominal stress along normal direction=0, along shear1 and shear 2= 0.42 ksi, plastic displacement = 0.1 in.).

Can you please suggest me what may be the reason and what parameters I should focus on to fix these issues?

Thank you in advance.

Electrodes coating changed its color to purple, in the electrodialysis system (Micro ED, PCCell).

My solutions content as followed:

ER: Na2SO4 0.24 M

C: Na2SO4 3 g/L

D: Na2SO4 3 g/L + 200 ppm MgSO4.

My calibration storage solution for CEM/AEM has remained NaCl 3 g/L. During desalination, I have used AEM at both electrodes, and one cell pair. Before starting the experiments I had washed the system with C solution with 200 ml (C+D) circulation, and also washed electrodes with ER solution.

I wonder if high current for a long period of time can cause these changes, didn't notice color changes at the electrodes while working.

Electrodes material:

Anode: Pt/Ir- coated Titanium.

Cathode: V4A steel (chrome-nickel steel with molybdenum addition).

Hope you have ideas.

Rachel

What are the best software for bolt connection analysis in modular steel construction

I'm looking for information about cleavage facets in steel fracture. In particular, why is it important and necessary to study how facets are oriented at a fracture? Why is it important to evaluate the misorientation angle of the cleavage facets? How will this information be useful? What does it affect? etc.?

Can you please explain the type of steel mentioned in the elemental analysis above

I need to bend a 6 m long mild steel pipe with a diameter of 102 mm and a wall thickness of 3,2 mm. Its a very simple bending proces that is supported for a section of about 300 mm as seen with the orangle lines. A motor pulls the cantilevered end with a chain block untill the pipe takes the L shape. Not the most effective way to bend, but want to use some basic analytical equation to calculate the force required in the cantilevered end to bend the pipe.

Fibers, such as steel fibers or synthetic fibers are used in UHPC matrix to improve its tensile properties. What are the effects of increasing fiber content on compressive creep and tensile creep of UHPC, respectively? Is the mechanism consistent among different fiber types (synthetic fibers or steel fibers)?

Hello,

I am performing a monotonic pushover simulation on a steel shear wall configuration. The instances (columns, sheet, and beams) are modeled using S4R elements with a relatively fine quad mesh.Surface-to-surface contact and cartesian connectors are used to model the contact. The default value of automatic stabilization is used. The configuration is pinned at the base and the loading is defined using a monotonic displacement controlled protocol (1 mm/sec for 200 seconds). Initial time increment is set as 0.001 with a max of 0.1. When the material is modeled as perfectly plastic, the analysis runs fine and the results, as far as deformed shape and stress fields go, make perfect sense. However when plastic strain/stress values are introduced (true stress and true strain, based from experiments) the analysis reaches a point (about 50%) where the time step size cuts back to a very small value (1.9e-6). No warnings are reported and the analysis has been running for about 12 hours now without aborting.

Am I missing something? I was under the impression that adding a slope to perfectly plastic material in ABAQUS actually helps with convergence issues. I have attached the input file, any help is greatly appreciated.

Thanks!

Which coating are used by automotive industry in the combined die casting of steel/aluminum to improve the bonding and prevent the galvanic corrosion ?

With the martensite transformation retained austenite carbon content increase in carbon steels. This mechanism postpone the martensite transformation of retained austenite to lower temperature. This is one of the reason why we cannot reach %100 martensite transformation in structure.

I'm doing a research on numerical investigation of behavior of steel concrete composite beams. I'm using the Abaqus software in my analysis. In my model, I'm using shell element to model the Steel beam and solid element to model the concrete slab where the reinforcement has embedded in it. The steel beam and the concrete slab is connected using the shear studs which were modelled using solid elements. My question is, If we use a tie constrain in between the steel beam top flange (modelled with shell) and shear studs (modelled with solid element) what would happen to degree of freedom in rotation of the steel beam? Here I have used a tie constrain to simulate the welded connection between the steel beam top flange to the shear studs. Will ABAQUS automatically constrain the degree of freedom in rotation if I use this interaction? If so will it cause any inaccuracy in the final results?

Also, is there any possibility to use shell to solid coupling to simulate the same interaction?

Dear fellow researchers,

I would like to know where I can find the editable/raw data for a set of points of a S-N curve for a high strenght steel, like a dual phase. I can only find the S-N curves, already built, not the data that originated the curves.

I thank you in advance,

Best regards,

Hugo Silva

I'm trying to model a wood-steel connection in shear in ABAQUS CAE, but I'm having some troubles with convergence and overlapping in the model.

In one model ('With-interaction') I apply an interaction (surface-to-surface) between the steel plate and wood and another one between the steel plate and the base of the connectors' head, but the model do not converge since the begining.

In the other model ('No interaction') I remove such interaction, the model still perform some steps but there is overlapping of the steel plate on the wood.

Does any one had experienced such type of problem? What maybe the causes? Files and print screens are in attachment.

Best regards

on conducting reciprocating sliding testing, I found that COF decreases with increase in load.

substrate- Stainless steel

counter body- silicon nitride

Is there is any other study which support these results/

Considering that steel is an alloy of iron and carbon, how can we expect to produce steel with zero percent carbon dioxide? In fact, due to the presence of carbon, we will definitely produce CO, and CO2. I wonder why the term green steel was developed today with the goal of zero carbon dioxide production.

Hi everyone! I am working on ABAQUS model which consists of a reinforced concrete wall and has a cantilevered W-shaped steel beam embedded (see attached picture). The steel beam is subjected to a cyclic shear loading whereas the wall has its base fixed. I am using explicit analysis.

When I look at the beam's displacement at the loading point, I am seeing fluctuation at the beginning of the loading. The kinetic energy at those cycles is also fluctuating. However, the kinetic energy is very small as compared to internal energy of the model. Please refer to attached graphs.

Can anyone suggest me what is going on and how can I eliminate this to get the consistent displacements?

Thank you in advance.

I am currently working on a model which has steel beam whose one end is embedded in a concrete wall. The cantilevered end of steel beam is subjected to cyclic shear load. I am struggling to model the interaction between the portion of the steel beam embedded and the concrete. What will be the appropriate way to do it?

I tried by using 'hard' contact in normal direction and using coefficient of friction of 0.45 along tangential direction. The results obtained are different than experimentally observed.

Now, I am thinking of using surface based cohesive interaction, but I don't have necessary parameters which is needed for defining traction-separation and damage. Is there is a rational way to calculate these parameters without doing experiment?

Any suggestions and help will be appreciated.

Can anyone tell me please what difference will i have in results between activating or deactivating NLGeom in steps , knowing that i use plasticity values for steel material in property module, the model consists of a beam to column steel joint, i use static loading.

the job is converging only when i desactivate it.. what is the reason ?

Hello everyone,

I'm simulating the axial compressive behavior of both circular and rectangular CFSST stub columns. Things went fine with the circular section but the opposite applied to the rectangular section as the solution didn't converge and not even reach at least my desired applied load (displacement control)

I used both C3D8R element for both steel tube and core concrete with contact property as follows:

Tangential direction: Penalty method with 0.6 coefficient

Normal direction: Hard contact (allows for separation after in contact)

The effect of corner region of the steel tube is also considered by partitioning the steel tube into multiple parts (See figures below). I tried both static general and static riks but none of them converge with the step time increment of:

initial increment: 0.001, minimum: 1E-20, max: 0.05 (or even smaller such as 0.025)

Please help me out guys. I'm really desperate for this problem.

Hello Scholars,

I am performing compositional analysis (using ICP-OES) of electroplated Nickel with mild steel (MS) as base substrate. I want to strip Nickel from MS without contaminating the solution with Fe ions. Nitric acid can not be used as it produces iron nitrate. What solution should I use to strip Nickel?

What are the methods to perform compositional analysis of electroplated metal other than ICP-OES and XRF?

Any thought on EDS?

I would like to know the minimum and maximum percentage of steel as per international codes.

In my study, jellyroll is modelled as steel (crushable foam) which is

analogous to those used in 18,650 lithium-ion batteries.

Can someone provide me the material property of steel (crushable foam) volumetric hardening for Abaqus?

I AM PERFORMING A NON-LINEAR ANALYSIS OF A MIXED CONCRETE BUILDING WITH GUNNED BEAMS AND STEEL COLUMNS AND BEAMS BUT THE PUSH X ANALYSIS STOPS AT 21%.

ERROR STRUCTURE CHANGED BY ADDING/REMOVING ELEMENTS FOR CASE: PUSH X LOAD CONTROL CHANGED FROM DISPLACEMENT TO FORCE TYPE.

How to determine k,n, in the JMAK model through cct diagram and TT diagram ,is it necessary to do thermal simulation experiment?

Hello everyone

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.

does ABAQUS automatically take effect of stirrups and steel section on confienment of concrete or not

In revealing the prior austenitic Grain boundaries using oxidation method how to do oxidation of steels surface procedure pls

In order to assess the effect of ocrrosion pits on fatigue of a steel material, I would like to know if it is possible to create a single corrosion pit on a sample

During the deposition copper on mild steel , the layer of coating not adhesion on the surface, I dont know which the problem

I want to use laser to cut a round hole in the aluminum-steel lap joint。Not cutting separately but simultaneously。

Hi, I am an undergraduate student and doing research on dissimilar metal welding. I am trying to join low carbon steel and Aluminum by MIG welding. For this, very thin metal foil is used in the joint. It is a technique called interlayering. Currently, I am sourcing the required materials for this research. What can be the possible outcome of such joining? If I see the joint is good enough, it will undergo testings, such as tensile testing, fatigue testing, etc.

Hello

What is the best coating method of nanoparticles on ST37 steel?

So that:

1. The coating should have high durability and uniformity.

2. The coating should be operable.

please guide me

Thank.

I find difficulties in interpreting the diagrams obtained by EDS integrated with the SEM within the framework of the observation of the surface of the steel coupons to check their sensitivity to bacterial corrosion, can you please help me to achieve this (attached file)?

I want to understand how the steel temperature will affect the carbon dissolution kinetics in steel. In other words, how Superheat will play a role in carbon dissolution rate in continuous casting process of ULC grades?

For researchers familiar with the study of decarburization: In a high-speed machining process applied to carburized quenched steel, where machining temperatures are predicted to be near A1 and of short duration, could decarburization take place on this workpiece surface?

What additives or lubricants are required for the operation status of the steel ball in the fixed section of the CVJ of the car, or at what friction coefficient can the steel ball not move at a single point?

I want to build an CCT diagram for low-alloy steel, where I need to take into account the holding time.

is it possible that use from a verified wps for steel tank and Al tank?

when thickness is equal and MIG process is used.

I am preparing an anti-corrosion silica coating on the surface of carbon steel. I use the dip coating sol-gel method with TEOS as precursor. But the resulting silica coat is easily separated from the carbon steel and does not have any adhesion. How do I add adhesion to the silica layer? In some articles it says to use another silane like MPTS as a binder in addition to the first silane which is TEOS when synthesizing the layer, does that help?

Currently, in addition to the TEOS, only poly hydrogen methyl silane (PHMS) is also available in the laboratory. can I use it?

Best regards

The fibrous lung tissue is being prepared to perform an HP assay and requires full homogenisation. The method we are using is to finely chop the lung tissue and use a FastPrep for 10 cycles using glass/steel beads. Unfortunately, this method is still producing visible pieces of non-homogenised tissue.

Can anyone recommend a better method for full homogenisation of fibrous lung tissue please?

We have a WPS to manufacture a steel tank; Can we use that to manufacture a AL tank?

if, the answer is yes/no; pls explain for me.

Thickness of steel = Thickness of AL

MIG process is used for both material.

why the maximum peak in the spectrum is at 2 theta 60?

Can anyone please tell me in detailed explanation what is the difference between the joint and the connection in steel joint?

given that :

joint rotation = total rotation of the beam-end - beam elastic deformation - column elastic deforamtion - block rotation

connection rotation = joint roation - column web in plane rotation + column elastic deformation + block rotation

Those equations are taken from the litterature

Literatures suggest that unlike non-ferromagnetic materials that lead to a decrease in impedance of the eddy current sensor, ferromagnetic materials lead to an increase in impedance of the coil. It is stated that this behavior is reversed at sensor frequencies > 1 MHz. Is it true?

I am trying to modify a robotic-arm GMAW to perform wire & arc additive manufacturing. I plan to print a few layers of austenitic grade steel to understand the anisotropy in mechanical properties. What will be the best possible WAAM dedicated platforms (preferably open-source) for parameter optimization and Residual Stress Modelling?