B2 | Reinforced Concrete Design | Update Information



Shear force bearing capacity circle cross section:
Correction of the effective height, previously determined with edge distance of the reinforcement too large, now smaller with centre of gravity of tensile reinforcement


Reinforcement Schöck ComBar bars:
Bending and shear capacity according to approval Z-1.6-238
- Straight bars, long-term strength, no shear reinforcement required by calculation
Bending and shear capacity according to approval in individual cases
- curved bars, short-term strength, shear reinforcement required by calculation

High-strength steel SAS 670/800
- new ETA-13/0840:2021 implemented, with diameters up to 75 mm

Flexural strength and stiffness in case of fire
-thermal analysis optionally possible with consideration of the reinforcing steel



technical adjustment



Shear capacity for in-situ concrete joint:
unchanged verification for lattice girders and new approval versions


Shear capacity for in-situ concrete joint:
there was no verification for lattice girders with smooth reinforcing steel

Determination of stiffness ULS:
For cross-sections with circumferentially distributed reinforcement with the option "net cross-section" and the concrete stress strain diagram for deformation, the stiffness was determined a little too high



technical adjustment



"Historical material" option:
This option can be activated or deactivated via the corresponding checkbox in the control tree. When activated, a dialog is called up where the concrete of a selected historical standard as well as a historical reinforcing steel can be selected.
The materials offered and their properties are based on DAfStb booklet 616. Afterwards, for a characteristical compression strength fck assigned to historical concrete, the other parameters can be derived using the formula of the EC2. Shear design is currently not possible for smooth reinforcing steel.


New function in the dialog "Free material concrete":
If the "Characteristic values according to EC2" checkbox is activated, the concrete parameters corresponding to EC2 are automatically determined for a selected fck.


Shear load capacity without shear reinforcement VRdc:
With the rectangular cross-section type with biaxial loads, the entire selected longitudinal reinforcement was transferred as tensile reinforcement Asz, which leads to an overestimation of the load-bearing capacity. Now with Asz = (Gew. As) / 2 there is a more realistic estimate of the proportion of tensile reinforcement.

Bending design:
Corrections for design with the "Nettp area" option for circumferentially distributed reinforcement. Resolves lever arm problem with shear design.



Input :
- For DIN 1045: 1988 the steel selection "Bst1" was not possible.
- In the dialog for reinforcement generation, previously truncated texts are now displayed better.
- In the result graphics, overlapping texts were improved and a u.U. missing steel name added.
Calculating part:
- Fixed convergence problems in stiffness determination at medium pressure.
Correction of design and stiffness of the hollow box: due to incorrect consideration of the opening, As and EIeff were too high



The current Austrian national annex ÖNORM B 1992-1-1:2018-01 was implemented.
The current Italian design standard NTC: 2018 was implemented.


Additional reinforcement types are available for German national annex:
- Stainless steel reinforcement from SCHEIBINOX
- Stainless steel reinforcement from SWISS STEEL
- High strength reinforcement SAS 670 for bending components of the company ANNAHÜTTE


DIN 1045 7/88 and design 2-axis:
The minimum requirement for a pressure element was not related to the static required cross section.
Output for Bending stiffness for cross sections with in-situ concrete supplementation:
Parameters of the concrete stress strain curve of the in-situ concrete added in oputput.
Output table for uniaxial bending design:
The formatting has been revised.



Shear capacity, limitation for the lever arm in NA-D:
cv, l is now optionally determined from cnom, l or from the input value for reinforcement distance (in the case of multi-layer reinforcement, the center of gravity)

General cross-sections (B2-poly):
The proof of stress in the SLS is now possible for these cross section types.


Stiffness with tension stiffening:
The consideration of the tensile stiffening with the cross-sectional stiffness according to DAfStb H. 600 has been revised with more favorable results in the area of Sigs
In the design situation fire in some cases no reinforcement was determined, the cause was turned off.
A design error in the case of centric tension has been eliminated.

Bending capacity general cross-section (B2-poly):
In case of only constant reinforcement was determined with unfavorable assumptions of unreinforced cross section.

Shear capacity 2-axis:
The reported lever arm was partially wrong, internally was calculated with the right lever arm. The issue in the output has been corrected.

Input internal forces:
Enter now with 2 decimal places

English output:
was only partially possible in R2018-2, is now complete again



- Improved convergence behavior in bending design with small longitudinal forces
- A fire duration changed in the fire protection dialog was lost in the internal call of FLTA (thermal analysis)


Stiffness with tension stiffening
- Also for rectangular cross section with general point reinforcement
- Also for circular cross section with general point reinforcement



For the Austrian standard ÖNORM B4700 the crack width verification was not executed for some concrete classes


Bending Capacity of plain and lightly reinforced concrete structures:
For the german national Annex the concrete strength is limited to C35/45



A user defined grafic scale can be saved now.

In the stress strain curve for concrete according to EN 1992-1-1 equation 3.14, discontinuities can occur with a reduced modulus of elasticity. This can be avoided by means of an adaptation factor of the peak strain according to the recommendation N 866 of the standard committee.


Two-axial bending design with a reinforcement arrangement LEFT = RIGHT or TOP = BOTTOM:
In case of Mz = 0, the dimensioning was done with a wrong reinforcement arrangement.



For a userdefined concrete the parameters for Eq. 3.14 were not saved.
Determining stiffness for bending an option "Nettovalues" was not considered.
User defined options for shear design wer not considered in case of DIN EN 1992-1-1/NA:2015
The reason for an program crash in case of hot design and very large cross sections was eliminated.



BS EN 1992:2015 and DIN EN 1992:2015 implemented.


Minimum reinforcement for crack width limitation:
Divergent tensile strength from the crack dialog is now also taken into account for user defined material.



Additional option for BS EN 1992: Increased fcd according to Plublished Document PD 6687:2006.
Fire design settings in accordance with DIN EN 1992 are retained after saving.



Preset design standard can be defined in the project properties.


Scale dialog is active again.
Text display in the dialog Options / Settings optimized.
Items that are opened or re-created without changing, need not be saved anymore when closing.



New Version of the National Annex for United Kingdom and Germany implemented:
BS EN 1992:2009 and DIN EN 1992:2013.


VRd,c for shear design according to EN 1992 fixed.



In version 01/14 each verification for shear capacity of a joint was treated under the assumption of "joint at right angles under tension" by mistake.


Shear Capacity of a joint in T-beams with plate down (cover):
Even in the case ned = 0 (force perpendicular to the joint not specified) proof is done with the assumption of "joint at right angles under tension". Therefore, c = 0 and the proportion of adhesion is no longer effective (Eurocode and DIN 1045 (2008))


About the Scale dialog (in the tree, Subsection output profile), it is now possible to specify a user defined scale


Corrections in Program behavior

Dialogue "Design configuration" and DIN EN 1992-1-1/NA:2012
Identification and activation of individual elements were not correctly

Total output:
Prior to a complete output the scale of the cross section graphics can be changed in a short dialogue.

Correction for bending stiffness

Stiffness with the stress strain curves for internal forces:
According a current interpretation is the steel curve only with the design values
on the basis of the characteristic values to be used (previously design values on the basis of the mean values). This results for highly stressed cross sections in a slightly lower stiffness.
(Eurocode DIN EN 1992, DIN 1045:2008)

Correction bending design

Bending design:
For rare cases at slightly low stress level no result was found. Now the design is successful with assumption of reduced material strength for unreinforced cross section.

Correction Shear Capacity

Capacity for uncracked concrete:
Cause of the crash was eliminated (DIN 1045:2008)

Joint capacity in T-beams with plate on bottom side:
now calculated with assumption that joint at right angles under train, so that c = 0, ie Addhäsion
no longer effective (Eurocode, DIN 1045:2008)

Evidence for circular cross-section:
If no lever arm available from bending design, the default value was too high, now reduced to z = 0:55 * d (Eurocode)



Shear force proof with lattice girders:
A successful proof by Eurocode was not possible up to now.

ÖNorm B 1992-1-1 [2011]:
The maximum reinforcement for columns has been corrected.

Items marked as a template can be loaded on the program selection.


Shear force proof with lattice girders:
There the new authorizations for proof according to DIN EN 1992-1-1/NA and DIN 1045 (2008) were implemented.



internal technical corrections



Eurocode, NA Germany:
Shear design with shear forces in 2-axis for rectangular sections is now possible.


Euro code, NA Germany 2012:
Shear design took into account any user-defined options, such as Plate definition, given strut angle, torsional with Theta 45 Grd

Eurocode, NA Austria 2011
List of steel diameter rounds.

Eurocode NA Netherlands 2011
Maximum distance for stirrups of 300 mm is considered now



EN 1992-1-1:
Output crack width check NA Netherlands:
Name of load combination corrected

Shear design cycle
with minimum reinforcement lacked consideration of the effectiveness factor

Shear design NA Austria 2011:
under combined loading of shear and torsion in compact cross-sections for the determination of the strut angle, now taking into account the favorable interaction equation

consideration of minimum of excentricity acc. 6.1 (4) in old version is not necessary for stiffness



EN 1992 - Implementierung neuer nationaler Anhänge bzw. neuer Versionen von nationalen Anhängen:
DIN EN 1992 1-1/NA Berichtigung 1 2012-06
ÖNORM B 1992 1-1:2011 und ÖNORM B 1992 1-2:2011
CSN EN 1992 1-1/ NA:2011
NEN EN 1992 1-1/NB:2011 und NEN EN 1992 1-2/NB:2011
PN EN 1992 1-1:2008/ NA:2010

Dialog Konfig Design -> choice of the desired standard -> save as standard



Stress-strain curve for steel and ULS:
inclined road was a bit too steep
-> Slightly higher reinforcement (<1%)

Stiffness / stress for centric train:
Now with full elastic modulus Es
-> Now for this special case, slightly lower strains and stresses

Circular cross-section stiffness determination SLS:
Now with steel limit strain for the elastic range of characteristic values
-> So if something a little softer and higher voltages

Circular cross-section image of the strains:
was laterally reversed when My <> 0 and Mz = 0

Input table for internal forces:
Dutch and Czech translation was improved



Design according Eurocode was in some special cases not possible

Shear resistance:
The determination for uncracked concrete in accordance with Eurocode
(VRdc Eq .. 6.4) and DIN 1045-1 (VRdct Eq. 72) has been revised.
If the relevant horizontal cross-section is not situated in the focus of the section,
the resulting capacities are somewhat less favorable.



Bending design for circular cross sections, investigation MRdy:
a possibly existing Mz was not considered

EN2 shear design, exceptional design situation:
previously Gams (stirrup) = 1.15, 1.0 now correctly


internal adjustments



Input view:
- WIN Vista and WIN7: sometimes appeared strings in dialoges not completely
- Layers cross-section: reinforcement distance could not be changed

Hot design:
- The required reinforcement is lower, as the state of failure is no longer defined by cold concrete failure strain

Verifications EN 1992-1-1:
Shear capacity of circular cross-section:
- The efficiency factor for the stirrups was not included, the required reinforcement was to small
Creep Coefficient:
- was too large for concrete <= C25/30
Minimum compression reinforcement for walls (DIN 1045-1 and national annex Germany)
- Consistent application of Eq. 155, except for slender walls


Verifications Eurocode En 1992-1-1:

Corrigendum EN 1992-1-1:2004 / AC: 2008 (DIN EN 1992-1-1 Corrigendum 1 (2010-01))
- Shear strength lightweight concrete
- Shear capacity for shear joints
- Limiting the crack width, minimum reinforcement

new implemented national annexes
- Netherlands, Belgium, Czech Republic

Draft for National Annex Germany, current status (2010-01) implemented
- Limiting the crack width, minimum reinforcement:

Determination of the creep coefficient:
- Optional possible entry of a user-defined component height


Hot design EN 1992-1-2:

Temperature determination with the additional module FLTA
- Optional individual adjustment of the boundary conditions for thermal analysis
- Optional user-defined fire resistance period
- Optional definition of a one-two-and three-sided fire attack

Implementation of Eurocode now available for the following national annexes
- Germany, Austria, Great Britain, Italy (NTC) , Netherlands, Belgium, Czech Republic

new option for aggregates
- Basalt aggregate


Adaptation to changes in the draft DIN EN 1992 1-1/NA :2009-2:

Shrinkage strain and stiffness SLS:
The current algorithm for determining the shrinkage strain according DAfStb H.525 has been replaced by in accordance with EN 1992 1-1.

tension stiffening and stiffness SLS:
The current algorithm for determining of the coefficient Zeta according DAfStb H.533 has been replaced by in ccordance with EN 1992 1-1.

crack control and upper limit heff:
The previous limit heff <(h-xI) / 2 (DIN 1045) was replaced by the lower value of heff <(h-XII) / 3 according to EN 1992 1-1. In the case that the reinforcement is located outside of heff, will continue to use the old limit.


bending with axial force:
- In the output occurs a labeling, when the minimum of excentricity became effective
- new design option "no min. eccentric." in the dialog "Konfiguration design"
- in the case of an unreinforced section occurs an additional output of acc und fcd

shear design:
- new design option with BS EN 1992 1-1 "increased fcd acc. PD 6687:2006" considers fcd with acc=1.0


shear design:
- with ÖNORM EN 1992 1-1, if option "var. incl. acc. Sigsd" was used, always option "var. incl. Ast const." was executed.
- with BS EN 1992 1-1 in case of tension an angle of the inclined struts of 45 degrees is assumed (NA 6.2.3(2)).
- with BS EN 1992 1-1 in case of concrete > C50/60 it is pointed at NA 3.1.2, that shear strength should be determined by tests

bending with axial forces:
- with ÖNorm EN 1992 1-1 the minimum pressure reinforcement for columns was determined too small.

Shrinkage and stiffness SLS:
with ÖNORM EN 1992 1-1 the shrinkage strain was determined too small.

The translation of the program interface was completed.



There was no automatic updating after calling the dialog "Design Configuration"

A user-specified lever for shear design was not saved and for positions without bending design the input was locked.
In calculating the bending with the option "Determination of recordable moment", the lever wase too small determined.

In dialog "creep and shrinkage" modified type of cement was not accepted.

Loads for the proof of crack width were not automatically assigned to the quasi-permanent combination, consequently they had to input again for stress analysis and stiffness determination.

In case of no convergence in determining stiffness, for instance because reinforcement is too small, it was (only) in the input view, no error, but a false stiffniss displayed.

The cause of program crashes when using the n / m diagramm function has been eliminated.


The B2-Help for Eurocode EN 1992 1-1 (NA_D, NA_A, NA_GB, NA_0) has been completed and is also available in English translation.
The proof of crack width for circular cross-sections is now also in accordance with EN 1992 1-1 available.
The list of rebars diameter in the dialogue "durability" has been expanded.



The angle for grid-carriers was not saved.
In Eurocode the input of an differentiated situ was not possible.

Errors in measurement of hot bending in cas of small cross-sectional dimensions has been removed.
A temperature surcharge is recommended, if the smallest size of less 25 cm.


The design according eurocode will be released via license.
For new positions preset standard is DIN 1045-1 (2008).



A user defined lever is evidence in several of shear designs in a position equally.
In bending design of circle sections in the input view was not a result displayed.


The design according eurocode has been implemented, the activation takes place at the moment on demand.

A new option for bending design, "Determination of recordable moment", is available.



Accidental design situation fire:
For the general rectangular and circular cross section can now measuring stiffness determination according to EN 1992 1-2 for 4-sided fire attack to be carried out.
For the calculations, the temperature profiles in Annex A are used.
As the exact position of the steel is decisive for the result, the additional module "Polygonal
design" B2-Poly should be available



Recast DIN 1045-1 (2008):
The relevant design parts has been revised