** Advance Design BIM system is dedicated to structural engineers who require a comprehensive solution for simulating and optimizing all their projects. It includes a user-friendly structural modeler, automatic load and combination generators, a powerful FEM analysis engine (static, dynamic, time history, non linear, buckling, large displacement analysis, etc.), comprehensive wizards for designing concrete and steel members according to Eurocodes, efficient result post-processing, and automatic report generators.**

Some of the features of Advance Design are a new design module for timber frames to Eurocode 5 (German, English, French, Romanian and Czech National Appendices), calculation of cracked inertia for linear and planar elements, implementation of the Baumann method for reinforcement plates to Eurocode 2, verification of stresses and crack openings as a function of the real reinforcement implemented in the element for Eurocode 2 (EN 1992-1-1).

Seismic design of structures is mainly focused on developing a favorable plastic mechanism to render the structure strength, ductility, and stability.

The behavior of a structure regarding the action of a major earthquake is anything but ductile, taking into account the oscillating nature of the seismic action and the fact that plastic hinges appear rather randomly. To achieve the requirements of ductility, structural elements, and thus the entire structural system must be able to dissipate the energy induced by the seismic action, without substantial reduction of resistance.

Both Romanian seismic design code P100-1/2006 and Romanian standard SR EN 1998-1, provide a method for prioritizing structural resilience ("capacity design method") in order to better choose the necessary mechanism for dissipation ofenergy. Determination of the design efforts and the efforts for elements will be in accordance to the rules of this method.

Checking the stresses and the crack openings is a requirement - they must be limited, otherwise it would affect the proper functioning of the entire structure.

Stresses and the crack openings to elements made of reinforced concrete are determined either by the loads applied during construction, stresses from the subsidence of foundations, temperature changes and temperature gradient, contractions, slow flow, etc.

Stresses and crack openings can occur in any of the following situations:

- due to plastic shrinkage
- due to slow flow of newly poured concrete
- due to stresses and crack openings caused by long-term loads

SR EN 1992-1-1 (also referred to as Eurocode 2) according to Table 1, recommends the following limit values of the calculated crack openings (w_{max}), depending on the class of exposure of the reinforced concrete structures:

Without some specific requirements (for example, water tightness) it is likely, for quasi-permanent combinations of loads, that the calculated crack opening can be limited to 0.3 mm, for all exposure classes. Without some appearance conditions, this limit may increase to 0.4 mm for exposure classes X0 and XC1. The theoretical value of the crack opening can be calculated according to Chapter 7.3.4 of SR EN 1992-1-1.

Eurocode 2 offers structural engineers two methods for stresses and the crack openings to elements made of reinforced concrete:

- Calculation of crack openings according to Chapter 7.3.4 of EN 1992-1-1, namely SR EN 1992-1-1 with the National Appendix.
- Control of crack openings with no direct calculation

The formula used is:

Where:

S_{r,max} - maximum distance between cracks

e_{sm} - average reinforcement strain, due to the combination of considered loads, including the required deformation effect and taking into account the participation of tension stiffening

e_{cm} - average strain of concrete between cracks

e

e

The maximum distance between cracks can be calculated with the following formula (according to equation 7.11 of Eurocode 2):

Where:

C - the concrete cover of the longitudinal reinforcements

k_{1} - the coefficient that takes into account the bond properties of the bonded reinforcement

k_{2} - the coefficient that takes into account the distribution of strain

Φ - the diameter of the bars. If using more diameters in the same section, an equivalent diameter shall be taken into account

P_{P,eff} - the effective reinforcement percentage, suitable to the effective concrete section, surrounding the tensioned reinforcement

For k_{3} and k_{4}, the recommended values from the National Appendix can be used

k

k

Φ - the diameter of the bars. If using more diameters in the same section, an equivalent diameter shall be taken into account

P

For k

"ε_{sm}- ε_{cm}" can be calculated with the following formula (according to equation 7.9 of Eurocode 2):

Where:

σ_{s} - stress in the tension reinforcement, considering cracked sections

α_{e} - Es/Ecm ratio

k_{t} - the factor depending on the duration of the load

f_{ct,eff} - average tensile stress of concrete, at the same time the first cracks occur

E_{s} - design value of modulus of elasticity of reinforcing steel

α

k

f

E

This is a simplified method, which uses rules derived from the formulas for calculating crack openings. The minimum area of reinforcement is determined (the reinforcement must not yield as soon as the first crack occurs) following the limitations required by Eurocode 2, for reinforcement bars and the distance between them (according to Table 2).

Checking the stresses and the crack openings involves a large number of iterations, which is hard to manage by manual calculation. ADVANCE Design allows automatic control of stresses and the crack openings.

Since Advance Design automatically performs the checking for the stresses and the crack openings, we will take as an example a circular tank made of reinforced concrete (Figure 1).

*Figure 1: Circular tank made of reinforced concrete*

The tank will be exposed to mechanical forces, as well as an alternating wet and dry environment (XC4 exposure class, in Table 4.1 of SR EN 1992-1-1). Therefore, we can use a certain type of concrete with a strength class C45/55. The concrete cover is 5 cm thick, for the reinforced bars.

The modeling of the tank was done with flat "shell" elements (the number of degrees of freedom of this element is 6) with a thickness of 35 cm. The mesh size used for the finite element analysis is 0.8 meters. The loads are determined by the weight of the elements and by the loading time of the fluid inside (water).

After the finite element analysis and the checking with the "Concrete Expert", the theoretical reinforcement areas which were obtained with . ADVANCE Design 2012 are analyzed (Figure 2), and the actual reinforcement is decided.

So, for the selected elements in Figure 3, we will select a reinforcement solution with individual bars on both directions, (Φ 16/14 cm, at the top and Φ 20/15 cm, at the bottom). Later, we can choose the reinforcement for the interior walls (Figure 4) and for the external walls (Figure 5). In addition to the global reinforcement, for the external walls we chose a local reinforcement with individual bars, which is required only for a segment of the wall (Figure 5).

*Figure 2: Theoretical reinforcement areas along x and y local axes of the planar elements*

*Figure 3: Defining the global reinforcement for planar elements*

*Figure 4: Defining the reinforcement for interior walls*

** Note:** For planar elements, Advance Design allows you to choose the reinforcement fabrics (either for global or local reinforcement). This option is available in the program database.

*Figure 5: Defining the reinforcement for external walls*

To check the stresses and the crack openings, using the reinforcement previously selected, you have to resume the checking with the "Concrete Expert". Note that the maximum opening of the crack does not exceed 0.3 mm (Figure 6 and Figure 7). This value is specified in Table 1.

*Figure 6: Stresses and the crack openings for planar elements, along the x local axis (w _{k,x})*

*Figure 8: The inferior tensioned reinforcement stress, along x and y local axes*

*Figure 7: Stresses and the crack openings for planar elements, along the y local axis (w _{k,y})*

*Figure 9: The superior tensioned reinforcement stress, along x and y local axes*

The selected reinforcement is compliant with the stresses and crack openings, therefore checking the stresses and the crack openings is achieved. Figures 8 and 9 show the reinforcement stress for quasi-permanent loads. The maximum value per unit for reinforcement is 192.67 N/mm^{2} and must not exceed the value of k3 · f_{yk} = 0.8 · 500 N/mm^{2} = 400 N/mm^{2} shown in SR EN 1992-1-1 Clause 7.2 (5).

Advance Design can achieve effective control for stresses and the crack openings under Eurocode 2 - National Appendix, allowing control of the distance between cracks, throughout the real reinforcement used (reinforced fabrics or individual reinforced bars), thereby avoiding a situation in which the crack opening exceeds certain acceptable limits.