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In the UK, we would initially look into: https://www.concretebookshop.com/tr34-4th-edition---concrete-industrial-ground-floors-a-guide-to-design-and-construction---jan2018-4188-p.asp

Could it be that, becasue of a strain compatibility and a difference in elasitc mudulus between steel and concrete, the force in concrete is almost an order of magnitude smaller than the force in steel.

I hope this forum can help me to understand physical background / interpretation of this option to model damping in Abaqus/Standard: I tried to search the manuals for explanation of how is this implemented and how (or even if) to use this in practical applications for modelling civil structures.

EN 1991-1-4 states the following: 4.3.4 Large and considerably higher neighbouring structures (1) If the structure is to be located close to another structure, that is at least twice as high as the average height of its neighbouring structures, then it could be exposed (dependent on the...

I am new to Ansys (I am reasonably experienced in Abaqus and general FEA) and I am still trying to find my around the manuals. I am interested in Mode Superposition Analysis. The manual (section 3.9.6.3 Mode Selection Based on the Mode Coefficients) talks about modes selection based on...

In the UK, we would mot likely adopt a T-stub approach, which is basically a yield line approach. An example of considered yield lines is below. It would probably need to be adjusted for your application:

I have responded to this in Finite Element Analysis (FEA) engineering.

It is difficult to say why as you have provided little information, but one of the reasons might be that the confined concrete strength (i.e. multiaxial compression) is higher than its uniaxial strength. Depending on your boundary conditions, load application etc., you might have triaxial...

The following paper might give you some guidance, but not a ready-made solution: Theoretical Stress-Strain Model for Confined Concrete, J. B. Mander, M. J. N. Priestley and R. Park, Journal of Structural Engineering, August, 1988, ASCE

It is a major pain. I tend to save Mathcad / Prime into a pdf file, split it into individual pages and ten import them into Word. This works okay for short documents, but is quite a hassle for long Mathcad worksheets.

Just my curiosity ... I notice that the curved wall has all head (vertical) joints aligned. It that a common practice?

This is not a comparison, but might be helpful (Table 2.1 and 2.2): Eurocode 3 - Design of steel structures - Part 1-4: General rules - Supplementary rules for stainless steels. This code refers out to EN 10088 (Structural stainless steels) and EN ISO 3506 for stainless steel bolts.

I do not know much about Lusas, but generally you could model a bearing with three springs (one for each orthogonal translational direction). Hopefully, bearing manufacturer can provide their stiffness and damping properties. Unless they are large on plan, I would imagine that stiffness for...

Thanks for your responses. centondollar - I am intrigued and puzzled by your idea to treat it as column, I cannot envisage how to do it.

A colleague of mine is designing a deep beam using S&T method. The beam also experiences some minor axis bending and he asked me how to deal with the biaxial bending. My initial thought is to make sure not to claim same reinforcement bars twice, but apart from that I could not think of anything...

I have received some information from HILTI; basically there is very little information about performance of anchors in FRC and they suggested to carry out a programme of experiments / tests.

Thanks MotorCity, I have asked Hilti too, and if they come up with anything I will post it here.

All, we are considering using Fiber Reinforced Concrete in one of our designs. It has not much structural demand on it, but is an odd shape and we need to control cracking. We will, however, need to anchor equipment and potentially some steelwork into it using either cast in or post installed...

As centondollar has stated, you chose the angle. Eurocode 2 puts the limit on the value in eq. 6.7 but it does not state how you select it.

The second of your two equations calculates shear resistance (capacity) of your section and should be used to demonstrate that the section has sufficient capacity to withstand the applied load. The first equation is just an expression to calculate shear reinforcement ratio, i.e. relative area of...