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2015-04-29

SHAPE-MASSIVE | Stress Analysis

  • Normal stresses σx due to axial force and bending
  • Shear stresses τ due to shear force and torsion
  • Equivalent stresses σv compared to limit stress
  • Stress ratios related to equivalent stresses
  • Normal stress σx due to unit axial force N
  • Shear stress τ due to unit shear forces Vy, Vz, Vu, Vv
  • Normal stress σx due to unit momentsMy, Mz, Mu, Mv
THICKQ Cross-Section Properties Program | Results - Distribution of Normal Stresses
THICKQ Cross-Section Properties Program | Results - Distribution of Normal Stresses
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Determining Required Longitudinal Reinforcement for Shear Force Design
The shear force resistance VRd,c without computational shear force reinforcement according to 6.2.2 of EN 1992-1-1 [1] or 10.3.3 of DIN 1045-1 [2] is calculated depending on the longitudinal reinforcement ratio. If the required longitudinal reinforcement from the bending design is used for the calculation of VRd,c, this leads to an underestimation of the shear force resistance without shear reinforcement in the vicinity of the hinged end supports. In contrast to the shear force, the required bending reinforcement decreases in the direction of the support. Furthermore, the actually inserted longitudinal reinforcement usually deviates significantly from the required bending reinforcement in the end support area (for example, in the case of non-staggered beam reinforcement).
Fire Resistance Design with CONCRETE and RF-CONCRETE Members
The reinforced concrete design for fire situations is carried out according to the simplified method based on EN 1992-1-2, Clause 4.2. The "zone method" described in Annex B.2 is used: The cross-section is subdivided into a number of parallel zones of equal thickness, and their temperature-dependent compressive strength is determined. The reduced load-bearing capacity in the event of fire exposure is thus represented by a reduced structural component's cross-section with reduced strengths.
Minimum Reinforcement Reduction of Slow-Curing Concrete
In the case of using slow‑curing concrete (usually for thick components), you can reduce the calculated minimum reinforcement by a factor of 0.85 to apply the load due to restraint, according to EN 1992‑1‑1, Section 7.3.2. However, a precondition for reduction is that the characteristic value of the strength development r = fcm2 / fcm28 does not exceed 0.3. Other key requirements for the application of this reinforcement reduction are specified explicitly in the final planning documents.
Graphical Display of Full / Reduced Shear Force and Required Shear Reinforcement
For uniformly distributed loading according to EN 1992‑1‑1 (Eurocode 2), the design section for the shear reinforcement can be placed at the distance d from the front edge of the support. Thus for the shear reinforcement, the applied shear force is reduced to VEd,red. To analyze the maximum design shear resistance VRd,max, however, the total shear force is applied.
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Product Features
Transfer of Reinforcement from RFEM/RSTAB (Top) to Revit (Bottom)

The reinforcement proposal from RF-/CONCRETE Members can be exported to Revit. The rectangular and circular cross-sections are currently supported.

The reinforcement bars can be modified retroactively in Revit.

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  • Import of cross-sections, materials, and loads from RFEM
  • Input of straight and parabolic tendons, layout definition of prestressing steel
  • Automatic calculation of prestressing forces and equivalent member loads
  • Transfer of equivalent loads to RFEM
  • Consideration of short-term losses resulting due to friction, anchorage slippage, relaxation, elastic deformation of concrete, and so on
  • Results of tendon strains before and after anchorage
  • Calculation of the minimum and maximum stresses in tendons
  • Internal forces results in defined sections
  • Optional calculation of RF-TENDON Design in background
  • Clear representation of tendon layout in 3D rendering
  • Printout or RTF export of results
  • Settings of display parameters and units (metric or imperial, decimal places etc.)
Material model Anisotropic | Damage, nonlinear behavior, concrete and reinforced concrete

The "Nonlinear Material Behavior" add-on includes the Anistropic | Damage material model for concrete structural components. This material model allows you to consider concrete damage for members, surfaces, and solids.

You can define an individual stress-strain diagram via a table, use the parametric input to generate the stress-strain diagram, or use the predefined parameters from the standards. Furthermore, it is possible to consider the tension stiffening effect.

For the reinforcement, both nonlinear material models "Isotropic | Plastic (Members)" and "Isotropic | Nonlinear Elastic (Members)" are available.

It is possible to consider the long-term effects due to creep and shrinkage using the "Static Analysis | Creep & Shrinkage (Linear)" analysis type that has been recently released. Creep is taken into account by stretching the stress-strain diagram of the concrete using the factor (1+phi), and shrinkage is taken into account as the pre-strain of the concrete. More detailed time step analyses are possible using the "Time-Dependent Analysis (TDA)" add-on.

Feature 002918 | Determination of Required Longitudinal Reinforcement for Direct Crack Analysis

In the Concrete Design add-on, you can determine the required longitudinal reinforcement for the direct crack width analysis (w k).

Frequently Asked Questions (FAQ)
I obtain different results when comparing the deformation analysis in the RF‑CONCRETE add-on modules and another calculation program. What could be the reason for this?
For the design, I can only select the peripheral reinforcement for a rectangular cross-section. What is the problem here?
I recently purchased RSTAB with the CONCRETE add-on module. Can I use it to perform the stability analysis of reinforced concrete columns?
Why do RF‑CONCRETE Members and CONCRETE determine a significantly higher provided reinforcement than the required reinforcement?
When calculating deformations in RF‑CONCRETE Members, I see inconsistencies in the deflection diagram. What is the problem here?
Why can I no longer display the intermediate results in RF‑CONCRETE Members?
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